It is known that a particular deposit of clay has the following shear strength parameters: c' = 15 kPa, ' = 23⁰; Cu = 10 kPa, cu = 13⁰ 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 σ3 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'?

Please give me right solution according to the question. In a triaxial test on a saturated clay, the sample was consolidated under a cell pressure of 160 kPa. After consolidation the cell pressure was increased to 350 kPa, and the sample was then failed under undrained condition. If the shear strength parameters of the soil are c’ = 15.2 kPa, ϕ’ = 26°, B = 1, Af = 0.27, determine the pore pressure at the failure.

The effective strength parameters for a clay are known to be cʹ = 15kPa and φʹ = 29°. A UU triaxial test and CUtriaxial test were performed on identical saturated samples of the same clay. In both cases, the cell pressure was 100 kPa. In the UU test, the deviator stress at failure was 98 kPa, and in the CU test, the deviator stress at failure was 264 kPa. Find:•The undrained shear strength, su, of the specimen from the UU test•The pore pressure in the specimen at failure in the UU test.•The value of the Skempton parameter A̅ f from the CU test

Friction angle of dry sand is 35°. In a direct shear test on this sand, a normal stress of 150kPa was applied. What shear stress will cause the failure? (a) 150kPa (b) 50kPa (c) 78kPa (d) 105kPa

x in red is equal to 39

A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, E₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (su). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.

A consolidated un-drained triaxial test was performed on a specimen of saturated clay with a kg chamber pressure o =2.0. At failure, cm² and the failure plane angle 0 = 57°. and (2) shear stress T on the failure surface and (3) the kg 0₁-03 2.8- cm u=1.8- cm Calculate (1) the normal stress maximum shear stress on the specimen.

A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, &₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (sµ). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.

A CID TXC test was performed on a sample of sand. At the end of consolidation, the back pressure was 140 kPa, and the cell pressure was 340 kPa. At failure, the deviator stress was (ơ1 – 03)f = 200 kPa. a. What was the total pore water pressure, u, at failure? b. Calculate the principle effective stresses, ơi' and os', at failure. c. Calculate the friction angle, d', for this soil.

In general, clays tend to have a more pronounced failure:   -True -False