During an oedometer test on a specimen of saturated clay, the thickness of thespecimen decreased from 19.931 mm to 19.720 mm under an increment of stressfrom 200 to 400 kPa which was maintained for 24 hours. The stress was thenremoved from the specimen, its thickness was measured as 19.842 mm, and itswater content determined as 26.8%.Taking Gs of the particles to be 2.7o, calculate the void ratio before and after theapplication of the stress increment, and the coefficient of volume decrease (m,) forthis stress range. (Ans: e;= 0.731, e2= 0.713, m, = 0.052 m/MN)

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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

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 10.19P

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Question

During 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 2.7o, 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, e2= 0.713, m, = 0.052 m/MN)

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During 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)
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?
In a triaxial unconsolidated undrained (UU) test on a saturated clay sample, the cell pressure was 100 kPa. If the deviatoric stress at failure was 150 kPPa, then the undrained shear strength of the Soil is...?
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A sand sample is subjected to direct shear testing at its normal (in situ) water content. Two tests are performed. For one of the tests, the sample shears at a stress of 3,000 psf when the normal stress is 4,000 psf. In the second test, the sample shears at a stress of 4,000 psf when the normal stress is 6,000 psf. From these data, determine the value of apparent cohesion and the corresponding angle of internal friction.
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