d) A cylindrical soil sample was subjected to axial principal effective stresses (6,) and radial principal effective stresses (6,). The soil could not support additional stresses when o,. 300 kPa and o,=100 kPa. (1) Determine the friction angle and the inclination of the slip plane to the horizontal. (2) Determine the stresses on the failure plane. (3) Determine the maximum shear stress. (4) Is the maximum shear stress equal to the failure shear stress?

d) A cylindrical soil sample was subjected to axial principal effective stresses (6,) and radial principal effective stresses (6,). The soil could not support additional stresses when o,. 300 kPa and o,=100 kPa. (1) Determine the friction angle and the inclination of the slip plane to the horizontal. (2) Determine the stresses on the failure plane. (3) Determine the maximum shear stress. (4) Is the maximum shear stress equal to the failure shear stress?

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 12.23P

See similar textbooks

Similar questions

A soil fails under an axial vertical stress of 100kN / (m ^ 2) in unconfined compression test. The failure plane makes an angle of 50 degrees with the horizontal. The shear parameters 'c' and angle of internal friction'' respectively will be
Situation 1 Q. In a tri-axial test for a normally consolidated soil, the normal stress at failure is equal to 450 kPa and the shear stress at failure is equal to 350 kPa. 1. Calculate the angle of the failure plane with the major principal axis. 2. Calculate the maximum principal stress in kPa at failure.
Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (Δσav) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0. 0.4 m, 0.8 m, and 1 m. Use Boussinesq’s solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular area
Redo Problem 6.12 using Figure 6.15. 6.12 Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (av) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150 kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0, 0.4 m, 0.8 m, and 1 m. Use Boussinesqs solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular area
Determine the internal friction angle of a cohesionless soil that has been tested under a normal stress of 200 kN/m2 and and fails at shear stress of 100 kN/m2.
6. From the given soil profile, the groundwater table is located 2m below the ground level. (See picture below) Compute the horizontal effective stress at point A. (Answer: 53.36 kPa) Compute the lateral effective stress at point A if the lateral earth pressure coefficient at rest is K0=0.50. (Answer: 26.68 kPa) Compute the lateral total stress at point A. (Answer: 56.11 m)
The effective internal friction angle of a normal compacted clay is 33°, the triaxial test of this clay specimen is carried out, and the applied confining pressure is 115 kN/m2. (1) If the compaction undrained test is carried out, the axial differential stress at failure is 102 kN/m2, and the water pressure in the clay test body at failure is determined. (2) If the compaction drainage test is carried out, the applied confining pressure is still 115 kN/m2, and the axial difference stress at the time of failure is determined.
The soil stress state is shown in the figure, σx = 10 kN/m2, σy = 50 kN/m2, τxy = -10 kN/m2:(1) Please use Mohr circle to draw the soil stress state(2) Calculate the maximum principal stress σ1 and the minimum principal stress σ3(3) Please find the (pole) position(4) What is the angle of intersection between the maximum principal stress surface and the horizontal plane?
A soil profile is shown in Figure Q3(b)(i). The groundwater level is located on the ground surface. The sand layer is under artesian pressure where the excess pore water pressure is 40 kN/m^2. (i) Calculate the total vertical stress, pore water pressure and effective vertical stress at the base of each layer. (ii)Determine the increment of the effective stress at the base of sand layer if the 1.5m height fill will be imposed on the ground surface. Note that, the density of the fill material is 1750 kg/m^3. (iii) The excavation will be made in the clay layer for the basement construction. Evaluate the stability of the soil from boiling or quick condition. The depth of the excavation is shown in Figure Q3(b)(ii). (iv)Propose the maximum depth of cut that can be made to avoid boiling or quick condition.
A granular soil is subjected to a minor principal stress of 200 kN/m2. If the angle of internal friction is 30°, determine the inclination of the plane of failure with respect to the direction of the major principal stress. Show free body diagram. a.30 b.45 c.60 d.37.5
A sample of a cohesioness soil is subjected to axial principal effective stress (σ1’) of 300 kPa and radial principal effective stress (σ3’) of 100 kPa. Compute the angle of friction and the slip plane angle. Using these values, determine the normal and shear stress on the failure plane.
Shear Stress 3. Please provide proper discussion and illustration. Clear and complete solution please thank you. It is known that the angle of internal friction for the soil comprising a granular deposit is 37°. At one depth in the deposit, the lateral pressure is 45 kPa, and this is considered the value of the minor principal stress. Use the Mohr’s circle analysis to determine the maximum verticalp ressure (major principal stress) that can be applied (i.e. the vertical pressure for incipient shear)