Boussinesq is one of the oldest and most conservative method in determining stresses experienced by underlying soil. Using the figure below, solve for the magnitude of q2 so that the increase of stress at point A is 20 kN/m². 92 91- 320 kN/m 30 3 m- -2 m- 4 m
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- A soil element is shown in Figure. Determine the following using Eqs.: a. Maximum and minimum principal stresses b. Normal and shear stresses on plane AB 26 kN/m2 8 kN/m2 17 &N/m2 8 kN/m2 450Q4: For the soil element shown, compute the stresses acting on the plane inclined by 40° with the horizontal plane then draw Mohr circle and place the stresses with respect to O.P. 20kPa 35kPa 100kPa 300 40°1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.
- A soil element is shown in the figure. Determine the following: 300 psf 1. a. Maximum and minimum principal stresses b. Normal and shear stresses on plane AB 250 psf 80 psf A + 35⁰ + B 80 psfA soil element is shown in Figure 2.32. Determine the following using Pole Method.a. Maximum and minimum principal stressesb. Normal and shear stresses on plane ABA soil element is under the action of stresses shown below. At this condition obtain: a. The major and minor principle stresses and the planes on which they act. b. The stresses on a plane (A-A) inclined 30° from the horizontal. 100 kPa 30⁰ 35 kPa 20 kPa 35 kPa
- of the vertical stress is equal to 0.00. using the Boussinesq and Westergaard equations. For the soil profile shown in Figure 1, find the horizontal distance (r) so that the effect Q=50K Pa fig. (1) r=? AT2=0.000 2=60mHelp me please6. A cylindrical sample of soil is iso-tropically compressed at 150 KPa under drained condition. Subsequently, the axial stress was held constant and the radial stress was increased to 300 kPa under an undrained condition. (a) Calculate the initial mean effective stress and deviatoric stress. Create a graph with the x-axis as p, p' and the y-axis as q (p, q space). Plot these values in (p, ) space. (b) Calculate the increase in mean total stress and deviatoric stress. (c) Plot the total and effective stress paths (assume the soil is a linear, isotropic, elastic material). (d) Determine the slopes of the total and effective stress paths and the maximum excess porewater pressure for each space.
- Figure 3 shows the stresses at failure for a point in a soil mass. Note A.U. (a) Draw the Mohr Circle for this point. (b) Determine the Pole Location. (c) Determine 01 and 03. (d) If the soil cohesion, c = 1.0, what is the friction angle of the soil, o? (e) Determine Tƒƒ and off. (f) What are the orientation of the failure planes, cr? 2 3 5 20° 51°H.W For the stressed soil element shown in Figure, determine: a. Major principal stress (0₁) and minor principal stress (03) b. Angle between horizonal plane (DC) on the soil element and major principal plane c. Normal and shear stresses on the plane AE Use the theoretical(equations) method and the pole method. 100 kN/m² D + A 500 kN/m² B=15 E C 500 kN/m² 100 kN/m² B5-4 For the given soil profile and the piezometric surfaces measured at the top of the two sand and gravel layers, determine the pore pressure and effective stress at points A, B, C, D, and E. Piezometers 2 m Ground surface 2 m Sand y = 18 kN/m3 Water table y_ 11m Y = 20 kN/m3 A 4 m Clay Y = 18 kN/m3 加。B 1Im 5 m Sand and gravel y = 22 kN/m3 2 m •D 5 m Clay Y = 19 kN/m3 Sand and gravel y = 23 kN/m3 %3D Cpyright by