The stresses shown in the figure are applied at a point in a dry clayey sand soil mass. A= 50 kPa and B= 125 kPa The shear strength parameters of the clayey sand are: c'= 9kPa and p'=29° 0=30° a) The value of the shear stress, T, is slowly increased. What value would cause shear failure at this point (in kPa)? b) At failure, what angle does the failure plane make with the horizontal (in degrees)?

The stresses shown in the figure are applied at a point in a dry clayey sand soil mass. A= 50 kPa and B= 125 kPa The shear strength parameters of the clayey sand are: c'= 9kPa and p'=29° 0=30° a) The value of the shear stress, T, is slowly increased. What value would cause shear failure at this point (in kPa)? b) At failure, what angle does the failure plane make with the horizontal (in degrees)?

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter10: Stresses In A Soil Mass

Section: Chapter Questions

Problem 10.13P: Repeat Problem 10.12 for q = 700 kN/m2, B = 8 m, and z = 4 m. In this case, point A is located below...

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N B 0 Horizontal The stresses shown in the figure are applied at a point in a dry clayey sand soil mass. A= 50 kPa and B= 125 kPa The shear strength parameters of the clayey sand are: c'= 9kPa and p'=29° 0=30° a) The value of the shear stress, T, is slowly increased. What value would cause shear failure at this point (in kPa)? b) At failure, what angle does the failure plane make with the horizontal (in degrees)?
SITUATION 5: A sand sample is subjected to direct shear testing at it's (in - situ) water content. Two tests are performed. For one of the tests, the sample shears at a stress of 400 kPa when the normal stress is 600 kPa. From these data, 15. Determine the value of the apparent cohesion. c. 230 kPa d. 221 kPa а. 100 kPa b. 179 КРа 16. Determine the corresponding angle of internal friction. a. 22.65 degrees b. 26.57 degrees c. 32.54 degrees d. 18.43 degrees
3 1. (a) An element of soil is subjected to the two-dimensional stresses shown in Figure Q1. 0, = 150 =-30 = 30 60° o, = 75 (All in kPa) Figure Q1 (1) Determine the normal and shear stresses on the P and Q planes which are orthogonal (ii) Determine the magnitudes and directions of the major and minor principal stresse (b) An undrained direct shear test with a hanger mass of 32 kg was performed on a sample of saturated clay. The plan dimensions of the shear box were 60 x 60 mm. The undrained shear strength of the clay is known to be Cu = 60 kPa. The critical state friction angle of the clay is known to be d'ern = 22°. What pore water pressure (u) in kPa, would the sample experience at the ultimate state? (c) Given that the pore pressure calculated from part (b) was negative, explain what this implies about the volume change that would have occurred to the sample (dilative or contractive) if the test was done under drained conditions.
Use Eq. (6.14) to determine the stress increase Δσ at z = 10 ft below the center of the area described in Problem 6.5.
PROBLEM 2 (15 points): The magnitude of stresses of the soil element represented by the figure below are oz = 250 kN and t= 80 kN m² Oy = 180- , and 0 = 25°, determine the following: m2 a. Magnitudes of the principal stresses. b. Normal stress on plane AB. c. Shear stress on plane AB. B A
Ex 20 The shear strength parameters of N.C.C. are; =15, B = 30' a) In a Cutest on the same soil, the confining pressure is (150) kulu². Find the deviator stress at failure. b) In a slow direct shear test, the normal stress is (100) kN/m². Find the shear stress at failure. c) In an Unconfined compression test, the unconfined shear strength (Cu) is (50) kN/m². Find the pore water pressure at failure (assume c =o).
Q#5: From the Tri –axial test, determine the effective normal stress on the plane of Maximum shear stress. Explain why the shear failure occurred along the plane with angle 54.73 and not along the plane of maximum shear stress. Take σ’1 = 552, σ’3 = 276, ø’ = 19.45?
2. The state plane stress in a mass of dense cohesionless sand (c=0) is described by the following stresses: Normal stress on horizontal plane = 100 kPa Normal stress on vertical plane = 50 kPa Shear stress on horizontal and vertical planes = ± 30 kPa Determine by means of the Mohr circle the magnitude and direction of the principal stresses. Is this state of stress safe against failure assuming φ= 30o?
The vertical and horizontal stresses at a certain point in soil are as follows:σx = 50 kPaσx = 100 kPaτzx = - 20 kPa a) Determine magnitudes and directions of the major and minor principal stresses.b) Determine magnitude and direction of maximum shear stress.c) Determine the normal and shear stresses acting on a soil element inclined at 60 clockwise from the horizontal plane.
Use Eq. (6.14) to determine the stress increase () at z = 10 ft below the center of the area described in Problem 6.5. 6.5 Refer to Figure 6.6, which shows a flexible rectangular area. Given: B1 = 4 ft, B2 = 6 ft, L1, = 8 ft, and L2 = 10 ft. If the area is subjected to a uniform load of 3000 lb/ft2, determine the stress increase at a depth of 10 ft located immediately below point O. Figure 6.6 Stress below any point of a loaded flexible rectangular area
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EB and FG are two planes inside a soil element ABCD as shown in Figure 10.50. Stress conditions on the two planes are Plane EB: EB = 25 kN/m2; EB = +10 kN/m2 Plane FG: FG = 10 kN/m2; FG = 5 kN/m2 (Note: Mohrs circle sign conventions for stresses are used above) Given ; = 25, determine: a. The maximum and minimum principal stresses b. The angle between the planes EB and FG c. The external stresses on planes AB and BC that would cause the above internal stresses on planes EB and FG