complete pls 4. The table shows the result of consolidated drained tri-axial tests with pore water pressure measurements for two identical samples and failure.Total ConfiningPressure (os)Total Normal Stress atFailure (0)Pore PressureSample(p»)15301A.2a. Compute the value of the undrained angle of friction.b. Compute the value of the undrained cohesion.c. Compute the value of the drained angle of friction.d. Compute the value of the drained cohesion.Problem Data:Last Digit ofStudent NumberAвD6.80140120200

Consider the table Sample Total confining pressure Total normal stress at failure Pore Pressure…

Answered: 4. The table shows the result of…

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 12.18P

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Give the correct option In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure?a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2
A consolidated drained tri-axial test was conducted on normally consolidated clay. The results were: the confining pressure is 300 kPa and the deviators stress is 300 kPa. Compute the angle of shearing resistance. a. 16.3 b. 54.74 c. 19.47 d. 24.72
Water flows at the rate of 0.09 ml/s in an upward direction through a sand sample with a coefficient of permeability of 2.7 × 10^–2 mm/s. The thickness of the sample is 120mm and the area of cross-section is 5400 mm2. Taking the saturated unit weight of the sand as 18.9 kN/m3, determine the effective pressure in Pa at the middle of the sample. a. 364 b. 910 c. 182 d. 728
Water flows at the rate of 0.09 ml/s in an upward direction through a sand sample with a coefficient of permeability of 2.7 × 10^–2 mm/s. The thickness of the sample is 120 mm and the area of cross-section is 5400 mm2. Taking the saturated unit weight of the sand as 18.9 kN/m3, determine the effective pressure in Pa at the bottom of the sample. a. 364 b. 728 c. 182 d. 910
In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in2
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)
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
A consolidated drained tri-axial test was conducted on normally consolidated clay. The results were: the confining pressure is 300 kPa and the deviators stress is 300 kPa. Compute the angle that the failure plane makes with the major principal axis in degrees. show free body diagram. a.54.74 b.16.3 c.24.72 d.19.47
A soil profi le consists of a clay layer underlain by a sandlayer, as shown in Figure P7.17. If a tube is inserted intothe bottom sand layer and the water level rises to 1 mabove the ground surface, determine the vertical effective stresses and porewater pressures at A, B, and C. IfKo is 0.5, determine the lateral effective and lateral totalstresses at A, B, and C. What is the value of the porewater pressure at A to cause the vertical effective stressthere to be zero?
A consolidated drained tri-axial test was conducted on normally consolidated clay. The results were: the confining pressure is 300 kPa and the deviators stress is 300 kPa. Compute the shear stress in kPa on failure plane. a. 550 b. 119.03 c. 208.9 d. 141.42
A soil profile is shown in Figure 7.28. An embankment load of 500 kg/cm² is placed on the ground surface. Define the following: a. How much water will rise in the pizometer immediately after applying the load. b. What is the degree of consolidation at A if h = 26 ft. c. Determine the magnitude of h if the degree of consolidation at point A is 50%. And Draw the curve NB: part A Assume that the increase in pore water pressure is uniform over the entire depth of very clayey having a thickness of 10 ft.
Water flows at a rate of 0.09 m3/s upward through a sand sample with a coefficient of permeability of 27 cm/s. The thickness of the soil is 0.24 m and the area is 0.54 sq. m. Saturated unit weight is 18.9 kN/m3. a) Determine the hydraulic gradient (Ans. 0.617) b) Compute the effective stress at the middle of the sample (Ans. 354 N/m2) c) Compute the effective stress at the bottom of the sample. (Ans. 728 N/m2)

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