Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 12, Problem 12.7P
To determine
Find the pore water pressure at failure for the unconfined specimen.
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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
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.
6
A consolidated-undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows:
Chamber confining pressure = 115 kPa, Deviator stress at failure = 87 kPa, Pore Water Pressure = 56 kPa.
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 159 kPa.
Round off to two decimal places.
Chapter 12 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 12 - Prob. 12.1PCh. 12 - Prob. 12.2PCh. 12 - Prob. 12.3PCh. 12 - Prob. 12.4PCh. 12 - Prob. 12.5PCh. 12 - Prob. 12.6PCh. 12 - Prob. 12.7PCh. 12 - Prob. 12.8PCh. 12 - Prob. 12.9PCh. 12 - Prob. 12.10P
Ch. 12 - Prob. 12.11PCh. 12 - Prob. 12.12PCh. 12 - Prob. 12.13PCh. 12 - Following are the results of...Ch. 12 - Prob. 12.15PCh. 12 - Prob. 12.16PCh. 12 - Prob. 12.17PCh. 12 - Prob. 12.18PCh. 12 - Prob. 12.19PCh. 12 - Prob. 12.20PCh. 12 - Prob. 12.21PCh. 12 - Prob. 12.22PCh. 12 - Prob. 12.23PCh. 12 - Prob. 12.24PCh. 12 - Prob. 12.1CTP
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- Question 34 A consolidated-undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: Chamber confining pressure = 109 kPa, Deviator stress at failure = 91 kPa, Pore Water Pressure = 54 kPa. 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 167 kPa. Round off to two decimal places.arrow_forward9. 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)arrow_forwardA consolidated-undrained tri-axial was conducted on a normally consolidated clay sample and the results are as follows: chamber confirming pressure = 107 kPa, Deviator stress at failure = 95 kPa, Pore Water Pressure = 50 kPa. these results were used to determine the drained friction angle of the soil. Compute the deviator stress in kPa at failure when the drained test was conducted with the chamber confirming pressure changed to 160 kPaarrow_forward
- A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized:arrow_forwardA consolidated-undrained triaxial compression test was performed on a normalconsolidated clay sample. During the experiment, the confining pressure was 140 kPa, thedeviator stress was 125 kPa, and the pore water pressure was 75 kPa at the time of failure.According to the information given:i- Find the consolidated-undrained internal friction angle of the clay. ii- Find the drained friction angle of the clayarrow_forwardTri-Axial Testsarrow_forward
- A consolidated-drained triaxial test was conducted on an overconsolidated clay sample. The sample failed in test 1 at 01=200 kPa and 03=130 kPa, and in test 2 at o1=400 kPa and 03=290 kPa. Determine the undrained and drained friction angles and cohesion for the assumption that the Skempton's pore water pressure parameter A=0.45. Also, for a CU test on the same soil, determine o1, 1', 03', and excess pore water pressure u for 03=340 kPa.arrow_forwardPlease 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.arrow_forward8, The results of three consolidated-undrained triaxial tests on identical specimens of a particular soil are: Test no. a (kPa) a-a at pcak (kPa) u at peak (kPa) 200 244 55 107 2. 300 314 3. 400 384 159 Determine c and o. What would be the expected pore pressure at failure for a test with 03= 100 kPa? 9, A cylindrical specimen of a saturated soil fails under an axial stress 150 kN/m2 in an unconfined compression test. The failure plane makes an angle of 52° with the horizontal. Calculate the cohesion and angle of internal friction of the soil 10 An undisturbed soil sample, 100 mm in diameter and 200 mm high, was tested in a triaxial machine. The sample failed at an additional axial load of 3 kN with a vertical deformation of 20 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m2, Determine, from Mohr's circle, the total stress parameters. A further sample of the soil was tested in a shear box under the same drainage conditions as used for the…arrow_forward
- A consolidated-drained triaxial test was conducted on a normally consolidated clay. The results were as follows: Determine: a. Angle of friction, f? b. Angle u that the failure plane makes with the major principal plane c. Normal stress, s?, and shear stress, tf , on the failure planearrow_forwardTwo different soil samples were subjected to the shear strength test, of which, the first cohesive soil specimen failed at the deviator test of 500 kN/m2, when the cell pressure of 400 kN/m2 was recorded in the tri-axial shear apparatus. The second soil sample with the coefficient of internal friction 30° was subjected to direct shear test. The proving ring constant value is 0.0001 N/µm and the soil failed at the constant normal stress of 600 kN/m2, when the dial gauge reading was observed as 50. Take the area of soil sample at failure as 100 cm2. What is the ratio of cohesion of the soil specimen (1) to soil specimen (2).arrow_forwardTwo identical soil specimen were tested in a triaxial apparatus. First specimen failed at a deviator stress of 770 kN/m2 when the cell pressure was 200 kN/m2. Second specimen failed at a deviator stress of 1370 kN/m² under a cell pressure of 400kN/m2. Determine the value of 'C' and 'O' analytically. If the same soil is tested in a direct shear apparatus with a normal stress of 600 kN/ m², estimate the shear stress at failure.arrow_forward
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