Please solve this problem and explain each step clearly, Please explain the theory and show your work clearly, I really want to understand. Thank you ) A silty sand sample failed during a consolidated-undrained triaxial test at o₁-280 kPa and03-170 kPa. With the assumption that c=0 and A=0.65, determine the consolidated-undrainedfriction angle de and a drained friction angle . If a consolidated-undrained test on such a soil isconducted at a confining pressure o,-340 kPa, what will be major total and effective stresses andthe pore water pressure at failure? What will be the maximum shear stress t during a "slow" directtest, if the vertical stress o=160 kPa?shearी कीси14.1°=21.0°560 RPQ417 RPQG197 кра2= 61.4 RPA

Given, σ1=280 KPaσ3=170 KPac=0A=0.65 We know that, σ1=σ3tan245+∅2+2ctan45+∅2 For consolidated…

6. ) A silty sand sample failed during a consolidated-undrained triaxial test at o₁-280 kPa and 0-170 kPa. With the assumption that c=0 and A=0.65, determine the consolidated-undrained friction angle and a drained friction angle . If a consolidated-undrained test on such a soil is conducted at a confining pressure o,-340 kPa, what will be major total and effective stresses and the pore water pressure at failure? What will be the maximum shear stress + during a "slow" direct shear test, if the vertical stress o=160 kPa? &cu = 14.1° 21.0° 560 RPQ 417 RPQ 0₂ 2= 61.4 RPQ 197 kPa

6. ) A silty sand sample failed during a consolidated-undrained triaxial test at o₁-280 kPa and 0-170 kPa. With the assumption that c=0 and A=0.65, determine the consolidated-undrained friction angle and a drained friction angle . If a consolidated-undrained test on such a soil is conducted at a confining pressure o,-340 kPa, what will be major total and effective stresses and the pore water pressure at failure? What will be the maximum shear stress + during a "slow" direct shear test, if the vertical stress o=160 kPa? &cu = 14.1° 21.0° 560 RPQ 417 RPQ 0₂ 2= 61.4 RPQ 197 kPa

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 10.20P

See similar textbooks

Similar questions

5. A consolidated, undrained triaxial test is being caried out on a normally consolidated clay where c = 0 and 41= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?
A consolidated drained tri-axial test was conducted on a normally consolidated clay. The results were as follows: 03 = 300 kPa (confining pressure) Deviators stress = 300 kPa 0 Compute the angle of shearing resistance. Compute the angle that the failure plane makes with the major principal. stress. Compute the shear stress on the failure plane.
Answer any one asap 1.A triaxial test is performed on a normally consolidated clay. The sample is further consolidated by the test of all-around confining pressure prior to the application of the axial load. The axial force is applied very slowly. The equipment pore pressure lines remain open so that drainage of the soil pore water can occur during the test. The sample fails when minor principal stress is 49 kPa and the major principal stress is 91 kPa. Determine the angle of internal friction with no decimal places. 2.A dry sand sample was tested in direct shear and yielded a shear strength of 132 kPa under a normal stress of 215 kPa. Lab results indicate the soil's wet unit weight is 18.1 kN/m3 and the saturated unit weight is 20.2 kN/m3. Determine the shear strength, in kPa, within the native sand deposit at a depth of 2.5 m below the water table. The water table is 3 m below ground surface. Provide your answer with 2 decimal places, do not include the units and assume a unit…
A consolidated drained tri-axial test was conducted on a normally consolidated clay. The results are as follows: Chamber confining presssure = 138 kPa Deviator stress = 258 kPa a. Compute the friction angle of the soil b. Compute the normal stress at failure c. Compute the shear stress at failure
5. A consolidated, undrained triaxial test is being carried out on a normally consolidated clay where c - 0 and p'= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?
6. ( A silty sand sample failed during a consolidated-undrained triaxial test at o,=280 kPa and 0,=170 kPa. With the assumption that c=0 and A=0.65, determine the consolidated-undrained friction angle de and a drained friction angle o. If a consolidated-undrained test on such a soil is conducted at a confining pressure o,=340 kPa, what will be major total and effective stresses and the pore water pressure at failure? What will be the maximum shear stress t during a "slow" direct shear test, if the vertical stress o,=160 kPa? cu - 141° $' = 21.0° %3D 560 kpQ 417 197 RPa T = G1.4 RPa
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 measured at ultimate state. What value of major principal total stress was measured at the ultimate state?
A normally consolidated soil was subjected to tri-axial test with the following data: cell pressure= 320 kPa; The specimen failed when the deviator stress is 460 kPa. Compute the shear stress in kPa on the failure plane. Include fbd.
A sand sample in a triaxial test have the following stresses: Cell Pressure 25kpa 34kpa Axial Stress 33kpa 55kpa Pore Water pressure 12kpa 10kpa a. Compute the drained angle of internal friction. b. Determine the cohesion of the soil c. Find the angle of failure in shear
A normally consolidated soil was subjected to tri-axial test with the following data: cell pressure= 320 kPa; The specimen failed when the deviator stress is 460 kPa. Compute the shear stress in kPa on the failure plane. Show diagram
4. A sandy soil sample was subjected to a consolidation pressure of 100 kPa and Consolidated drained test was conducted on it. The failure plane angle which the sample made at failure with respect to horizontal was 60°. Find the vertical stress at failure. If instead of increasing the vertical stress, it was decreased gradually, explain why the sample would fail. Obtain the shear and normal stress at failure for both of these conditions.
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