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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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?
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.
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
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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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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- a sand sample is subjected to direct shearing testing at its normal in (situ) water content. two test are performed . for one of the test the sample when the normal stress is 4000 psf. in the second the sample shears at a stress of 4500 psf when the normal stress is 6000 psfarrow_forwardPlease explain clearly..... Thank youarrow_forward4. Please answer parts a and barrow_forward
- 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_forwardQ. Triaxial test.arrow_forward
- Kindly answer all. If you can't answer all please leave it. Thank youarrow_forwardI need the answer as soon as possiblearrow_forwarda) 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_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_forwardA= 25 B= 75 C= 5 D= 45 E= 85 F= 8arrow_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
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