A cylinder of clayey soil fails under axial vertical stress of 20 t/m² when it is laterally unconfined. The failure plane makes an angle of 45° with the horizontal. The cohesion of the soil sample will be
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- A cohesionless soil sample is subjected to a triaxial test. The critical state friction angle of the soil is 28 degrees and the normal effective at the failure is 200 kPa. Determine the critical state shear stress. Determine the plunger stress. Determine the cell pressure.A sample of dry sand is subjected to a triaxial test. The angle of internal friction is 36°. If the cell pressure is 180 kN/m2, at what value of deviator stress will the soil fail? Include fbd.A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the soil constants were: M=0.88, N=2.88, I-2.76, and 2-0.16
- A soil sample is consolidated in the triaxial chamber under a chamber pressure of 200 kN/m2. The drain valve closes and the sample fails by applying the diverter stress Calculate the value of:-The sample breakage diverter value-The pore pressure value at the moment the specimen breaks- Skempton's A parameterThe soil shear strength parameters are: c=0, ϕ=14° and c'=0, ϕ=20°A specimen of saturated sand was subjected to a tri-axial test under a chamber pressure of 400 kPa. The soil sample is cohesionless. The drained friction angle is 34°A series of previous tests has established that the ultimate effective friction angle of a NC clayey soil is 19.2°. If a CD test is now performed on this soil with a cell pressure of 105 kPa, what would be deviator stress at failure? Given: o3 = Kao, where Ka 1-sin o' 1+sin o'
- Subject: Soil Mechanics Please provide a solution and diagram An undisturbed soil sample, 100 mm in diameter and 200 mm high, was tested in a triaxial machine. The sample failed at an additional axial load of 3 kN with a vertical deformation of 20 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m2, Determine, from Mohr’s circle, the cohesion in kPa. a. 125.6 b. 117.8 c. 91.3 d. 87.2A 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 shearA 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
- 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 a) Determine φ′,b) Express the pore pressure, uf, at failure in terms of cell pressure,c) Determine pore pressure coefficient Af′ at failureAn undisturbed soil sample, 100 mm in diameter and 200 mm high was tested in a tri-axial machine. The sample failed at an additional axial load of 3 kN with a vertical deformation of 20 mm. The failure plane was inclined at 50 deg. to the horizontal and the cell pressure was 300 kPa. a.) Determine the angle of internal friction. b.) Determine the deviator stress in kPa. c.)Determine the cohesion of the soil in kPa.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 σ3a) Determine φ′,b) Express the pore pressure, uf, at failure in terms of cell pressure,c) Determine pore pressure coefficient Af′ at failured) Show that if sample is sheared under drained conditions, following results mayobtained: ½ (σ1 – σ3) = σ3 and ½ (σ1′ + σ3′) = 2σ3