vertical stress at the middle of the clay layer will increase by 132 kPa. Ca consolidation settlement. Ground water level is at the top of the clay layer. An oe a sample of the clay revealed that 90% consolidation on a 20-mm thick sample minutes. The sample was drained on the upper and lower boundaries. Estimate t settlement in one year. Gs(clay) = 2.70 and Gs(sand) = 2.60.

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.

a) A CU triaxial test was carried out on a silty sand soil sample. The cell pressure was equal to 200 kPa. At failure the deviator stress was equal to 410 kPa and the pore pressure was equal to 73 kPa. i) Assuming that the cohesion intercept is equal to 0, calculate the friction angle of the soil. ii) If the friction angle was equal to 35°, calculate the cohesion intercept of the soil. iii) Calculate the angle of the failure plane relative to the horizontal plane for the soil shear strength parameters in Question 4 a i and 4 a ii.

In a triaxial test, a specimen of saturated [normally consolidated] clay was consolidated under a chamber confining pressure of 80 kPa. The axial stress on the specimen was then increased through the allowing the drainage from the specimen. The specimen fails when 120 kPa. The pore water pressure at the time was 50 kPa. What is the consolidated undrained friction angle [phi]?

A saturated clay sample in an oedometer is under vertical pressure of 120 kPa and is at a normally consolidated state. The void ratio and the sample height at this stage are 1.21 and 18.40 mm respectively. When the vertical stress was increased to 240 kPa at the end of the consolidation, the thickness of the sample was reduced to 16.80 mm. When the vertical pressure was reduced to the original value of 120 kPa, the sample heaved to a thickness of 16.95 mm. Estimate both the compression index and recompression index of the clay. What would be the reduction in thickness from now if the vertical pressure was increased by 200 kPa? What is the average coefficient volume compressibility during this pressure increment?

A dry sand sample in a triaxial test failed when the confining stress (minor principal stress) was 1,000 psf and the axial stress (major principal stress) was 4,000 psf. What is the angle of internal friction for this soil?

A 7 ft layer of clay is buried beneath a 10 ft layer of compact granular soil. Compact sand underlies the clay.  The layer of granular soil is composed of material having a unit weight of 130 pcf.  The clay unit weight is 105 pcf.  A lab consolidation test on a sample of the clay indicates a compression index of 0.40 and a natural void ratio of 1.30.  A planned building loading will cause a 550 psf stress increase at the middle of the clay layer.   What amount of primary consolidation occurs in the clay layer for the indicated conditions?     How much primary consolidation of the clay layer would result if the groundwater table was at the ground surface and all other conditions are the same?     How much primary consolidation would occur if the clay was an overconsolidated material, the past maximum pressure was 2,000 psf, and the swell index Cs is 0.10 and the water table is deep.

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.