Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 10, Problem 10.19P
To determine
Find the consolidated-undrained and the drained friction angles.
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3. In a drained tri-axial test, a specimen is confined under pressure and axially loaded until failure.
The failure conditions of the specimen are analyzed for shear strength. What is the value of the
minor principle stress?
Half the value of the major principle stress
Twice the value of the major principle stress
. The same as the confining pressure
The same as the cohesion value
●
●
●
A CID TXC test was performed on a sample of sand. At the end of consolidation, the back
pressure was 140 kPa, and the cell pressure was 340 kPa. At failure, the deviator stress was
(ơ1 – 03)f = 200 kPa.
a. What was the total pore water pressure, u, at failure?
b. Calculate the principle effective stresses, ơi' and os', at failure.
c. Calculate the friction angle, d', for this soil.
d) An oedometer test was also performed on a (saturated) reconstituted sample obtained
at the site. The initial void ratio was calculated as 1.005 and the initial sample height was
20 mm. The following measurements were reported for each of the 24-hr stress
increments:
Table 4. Oedometer test measurements
Normal
stress
(kPa)
1.5
13
26
52
104
208
416
Change in
sample
height
(mm)
0.419
0.199
0.229
0.209
0.208
0.199
Plot the evolution of the void ratio resulting from the data above using semi-logarithmic
axes (i.e. produce an e-log o'y plot). Is there anything you can comment on the stress
history and consolidation state of the soil?
Chapter 10 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
Ch. 10 - Prob. 10.1PCh. 10 - Prob. 10.2PCh. 10 - Prob. 10.3PCh. 10 - Prob. 10.4PCh. 10 - Prob. 10.5PCh. 10 - Prob. 10.6PCh. 10 - Prob. 10.7PCh. 10 - Prob. 10.8PCh. 10 - Prob. 10.9PCh. 10 - Prob. 10.10P
Ch. 10 - Prob. 10.11PCh. 10 - Prob. 10.12PCh. 10 - Prob. 10.13PCh. 10 - Prob. 10.14PCh. 10 - Prob. 10.15PCh. 10 - Prob. 10.16PCh. 10 - Prob. 10.17PCh. 10 - Prob. 10.18PCh. 10 - Prob. 10.19PCh. 10 - Prob. 10.20PCh. 10 - Prob. 10.21PCh. 10 - Prob. 10.22PCh. 10 - Prob. 10.23PCh. 10 - Prob. 10.24CTPCh. 10 - Prob. 10.25CTP
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- In a triaxial test, total increament in cell pressure and total increament in deviator stress are 350 KN/m² and 500 KN/m² respectively. The pore pressure coefficient A & B are 0.4 and 0.9 respectively. Find total change in pore pressure.arrow_forwardA triaxial compression test was conducted on a saturated soil sample to determine its shear strength parameters: effective cohesion (C') and effective friction angle (O'). The confining pressure used during the test was 30 psi. The deviator stress on the sample at the time of failure was 40 psi. The porewater pressure measured at the time of failure was 5 psi a) The figure below shows the stress conditions on the sample at the time of failure. Provide the values of total stresses, o1 and oz on the sample. Total horizontal stress, o3 (psi) = (Report to the nearest whole number, i.e. no decimals) Total vertical stress, o1 (psi) (Report to the nearest whole number, i.e. no decimals) %3D b) The figure below shows the effective stress Mohr's Circle for the above soil sample at failure. What are the values of effective normal stresses at points A and B?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_forward
- specimen In a consolidated-drained triaxial test on aclay, the failed at the deviator Stress of 124 kN/m² effective stress friction angle is known tod 31° 31 What was the effective confining pressure at failure? If the be -arrow_forwardAn intact rock sample was subjected to triaxial testing, and the results of the tests are given below. When repeating the test at 15.0 MPa confinement, the jacket punctured, and the pore pressure built up to a value equal to the confining pressure during the test. What would be the peak axial stress? Confining pressure Axial stress at failure [MPa] [MPa] 03 (MPa) а1 (MPa) 0.0 74.0 5.0 85.0 10.0 95.0 15.0 115.0 O a. 94.5 MPa O b. 105.0 MPa O c. 115.0 MPa O d. 92.0 MPa O e. 89.0 MPaarrow_forwardQuestion A dry sand specimen is put through a triaxial test. The cell pressure is 50 kPa and the deviator stress at failure is 100 kPa, the angle of internal friction for the sand specimen isarrow_forward
- a) A CU triaxial test was carried out on a silty sand soil sample. The cell pressure was equal to 200 kPa. At failure the deviator stress was equal to 410 kPa and the pore pressure was equal to 73 kPa. i) Assuming that the cohesion intercept is equal to 0, calculate the friction angle of the soil. ii) If the friction angle was equal to 35°, calculate the cohesion intercept of the soil. iii) Calculate the angle of the failure plane relative to the horizontal plane for the soil shear strength parameters in Question 4 a i and 4 a ii.arrow_forwardA CU triaxial compression test was performed on saturated sand at a cell pressure of 100 kPa. The ultimate deviator stress was 350 kPa and the pore pressure at the peak stress was 40 kPa (suction). Estimate the total and effective stress shear strength parameters.arrow_forwardDuring an oedometer test on a specimen of saturated clay, the thickness of the specimen decreased from 19.931 mm to 19.720 mm under an increment of stress from 200 to 400 kPa which was maintained for 24 hours. The stress was then removed from the specimen, its thickness was measured as 19.842 mm, and its water content determined as 26.8%. Taking Gs of the particles to be 2.70, calculate the void ratio before and after the application of the stress increment, and the coefficient of volume decrease (m,) for this stress range. (Ans: e,= 0.731, ez= 0.713, m, = 0.052 m²/MN)arrow_forward
- 4- In a consolidated-drained triaxial test on a clay, the specimen failed at a deviator stress of 2,590 lb/ft². If the effective stress friction angle is known to be 29°, what was the effective confining pressure at failure?arrow_forwardA core sample of granite, 12 cm long and 6 cm in diameter, was tested in unconfined compression. The granite was known to have a modulus of elasticity of 16 x 10^3 MPa. a. At a pressure of 69 MPa, what would be the reduction in length of the sample b. At this pressure what would be the vertical load on the sample? c. At 69 MPa stress the core showed an increase in diameter of 0.011 mm. What is the Poisson's Ratio for the sample?arrow_forward5. Triaxial tests were conducted on undisturbed samples of clay under CU conditions. Data from the test are summarized in the Table 2. Graph the Mohr's circles and draw in the failure envelope. Determine the strength parameters c' and ("? Table 2. Data from CU Tests Cell pressure (3 (kPa) 359 719 719 Test A B C Pore pressure at Failure u (kPa) 339 585 451 Deviator Stress at Failure. (1-(3 (kPa) 539 731 1015arrow_forward
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