a. Explain the Mohr's circles shown in Figure Q2 for a series of undrained tests and consolidated undrained test carried out on the same clay. What are the strength parameters which can determined from each test? (a) (b) Figure Q2 b. Which is the third type of test not shown in the figure? What would you expect the Mohr's circles for this test to look like?

a. Explain the Mohr's circles shown in Figure Q2 for a series of undrained tests and consolidated undrained test carried out on the same clay. What are the strength parameters which can determined from each test? (a) (b) Figure Q2 b. Which is the third type of test not shown in the figure? What would you expect the Mohr's circles for this test to look like?

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter10: Shear Strength Of Soil

Section: Chapter Questions

Problem 10.20P

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Question 2 The result presented in Table Q2a were obtained from a consolidated drained (CD) triaxial test on a normally consolidated clay sample of 75mm height x 38mm diameter tested at a confining pressure of 50 kPa. Table Q2a. CD triaxial test result Axial strain (%) 1 2 5 10 15 Applied force (kN) 0.01 0.03 0.05 0.08 0.10 Page 3 of 6 (a) Draw the Mohr circle for each stress state in the sample and the total stress path (TSP) throughout the test and determine the slope of the TSP to the horizontal.
A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, E₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (su). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.
Please answer all questions based on the scenario Question #1: Considering the water upstream of the dam, a) What will be the seepage loss of that water downstream per year? b) What will the uplift force be on the dam? Question #2: What would the stress in the center of the dam be at the middle of the bottom layer? Consider both the overburden pressure and that due to the loading. Question #3: A sieve analysis was performed on a sample of the top layer of the soil, with the results shown below: Sieve Size (in.) 1/2 3/8 No. 4 No. 8 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 pan Amount retained (g) 0 0 21.6 39.5 77.6 102.6 89.1 95.6 90.6 60.4 33.3 Do the following: a) Calculate the percent retained and percent passing each sieve, and graph the results on a semi-log graph (you may use the attached chart, or graph in Excel and include with your submission). Then, characterize…
4.15 The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Number of blows 6 12 20 28 32 Water content (%) 52.5 47.1 43.2 38.6 37.0 (а) Determine the liquid limit of this clay. (b) If the natural water content is 38% and the plastic limit is 23%, calculate the liquidity index. (c) Do you expect a brittle type of failure for this soil? Justify your answer.
A consolidated-undrained tri-axial test was conducted on a normally conslidated clay sample and the results are follows: Chamber confining pressure= 119kpa Deviator Stress at failure=90 kpa Pore water pressure= 58kpa These results were used to determine the drained friction angle of the soil. Compute the deviator stress (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 156 kpa. Use stored value. Answer to 5 decimal places.
9. A consolidated drained test was carried out on a sandy clay under a cell pressure of 250 kPa. A constant back pressure of 120 kPa applied throughout the test. The dimensions of the sample were 76 mm x 38 mm. Addional test data recorded at failure were: Load transducer force = 368 N 3 Measured change in volume = 2.42 x 10 m³ Axial deformation = 2.05 mm Determine the major principal stress, o, at failure. (455 kPa)
Please give me right solution according to the question. In a triaxial test on a saturated clay, the sample was consolidated under a cell pressure of 160 kPa. After consolidation the cell pressure was increased to 350 kPa, and the sample was then failed under undrained condition. If the shear strength parameters of the soil are c’ = 15.2 kPa, ϕ’ = 26°, B = 1, Af = 0.27, determine the pore pressure at the failure.
A drained triaxial test on the normally consolidated clay showed that the failure plane makes an angle of 58 with the horizontal. If the sample was tested with a chamber confining pressure of 103.5KPA, what was the major principal stress at failure? (Unit in kPa) (Answer only number(whole number without unit) * Your answer
Import your data for FREE Buy now c. An undisturbed soil sample, 110 mm in diameter and 220 mm in height, was tested in a triaxial machine. The sample sheared under an additional axial load of 3.35 kN with a vertical deformation of 21 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m². Draw the Mohr circle diagram representing the above stress conditions, and from it determine: Coulomb's equation for the shear strength of the soil, in terms of total stress; the magnitude and obliquity of the resultant stress on the failure plane. ii. A further undisturbed sample of the soil was tested in a shear box under the same drainage conditions as used for the previous test. If the area of the box was 3600 mm² and the normal load was 500 N, what would you expect the failure stress to have been? Q Search IN 9 quickbooks N quickbooks in reports 9:52 an 29/04/202
A consolidated undrained triaxial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 118 kpa, Deviator stress at failure 93 kpa, pore water pressure = 52 kpa. These results were used to determine the undrained friction angle of the soil. Compute the deviator stress (kPa) at failure when the drain test was conducted in the chamber confining pressure change to 168 kpa
5. A consolidated, undrained triaxial test is being carried out on a normally consolidated clay where c - 0 and p'= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?
5. A consolidated, undrained triaxial test is being caried out on a normally consolidated clay where c = 0 and 41= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?