Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Concept explainers
Question
Chapter 12, Problem 12.24P
(a)
To determine
Find the undrained shear strength of remolded clay using the relationships Leroueil et al.
(b)
To determine
Find the undrained shear strength of remolded clay using the relationships Terzaghi et al.(1996).
Expert Solution & Answer
Want to see the full answer?
Check out a sample textbook solution
Students have asked these similar questions
A series of previous tests has established that the ultimate effective friction angle
of a NC clayey soil is 19.2°.
If a CD test is now performed on this soil with a cell pressure of 105 kPa, what
would be deviator stress at failure?
Given: o3 = Kao, where Ka
1-sin o'
1+sin o'
A given saturated clay is known to have effective
strength parameters of c' = 10 kPa and = 28°.
A sample of this clay was brought to failure quickly
so that no dissipation of the pore water pressures
%3D
could occur. At failure it was known that o
KPa, o = 10 KPa and
= 20 kPa.
%3D
(a) Estimate the values of o, and oz at failure
(b) Use the Mohr circle to illustrate the effective
stress and total failure stress.
The following results were obtained from an oedometer test on a specimen of saturated clay:
54
107
214
429
214
107
54
27
Pressure (kPa):
1.024
1.012
1.001
0.994
1.068
1.144
1.217
1.243
Void ratio:
A layer of this clay 8 m thick lies below a 4 m depth of sand, the water table being at the surface. The saturated unit weight for both soils =19 kN/m3=19 kN/m3. A 4 m depth of fill, unit weight =21 kN/m3=21 kN/m3, is placed on the sand over an extensive area. Determine the final settlement due to consolidation of the clay. If the fill were to be removed some time after the completion of consolidation, what heave would eventually take place due to swelling of the clay?
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
Knowledge Booster
Learn more about
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 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_forwardx in red is equal to 39arrow_forwardThe following results were obtained at failure in a series of drained triaxial tests on fully saturated clay specimens originally 38 mm diameter by 76 mm long. All-round pressure (kN/m2) Axial compression (mm) Axial load (N) Pore-water pressure (kN/m2) 200 400 600 7.22 8.36 9.41 480 895 1300 25 75 100 (a) Determine the values of the shear strength parameters c and . (b) Determine the values of the shear strength parameters c and . (c) A different specimen of the same soil is tested in undrained triaxial compression at a cell pressure of 240 kN/m2 and fails when the deviator stress is 160 kN/m2. Calculate the pore water pressure in the specimen at failure.arrow_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_forwardA sample of dry sand is subjected to a triaxial test . The angle of internal friction is 36° . If the cell pressure is 180 kN/m^2 , at what value of deviator stress will the soil fail ?arrow_forwardA sample of moist sand taken from the field was found to have a moisture content of 14% and a porosity of 38%. In the laboratory test that simulates field conditions, it was found that at its densest state, its void ratio is 85% and at its loosest state its void ratio is 40%. Determine the void ratio. Select one: a. 0.79 b. 0.57 c. 0.61 d. 0.42arrow_forward
- 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.arrow_forwardA stratified soil sample has the following profile characteristics: LAYER 1: The upper later is a 4-m thick sand layer with void ration = 0.61 and specific gravity of solids = 2.65. LAYER 2: The lower layer is a 5-m thick clay layer with void ration = 0.48 and specific gravity of solids = 2.67. If the ground water table is situated at the interface between the sand and clay layers, evaluate the effective stress (in kPa) at the bottom of the sand layer, and the effective stress at the bottom of the clay layer.arrow_forwardA) The results of two consolidated-drained triaxial tests on clay are given below in Table 2. Table 2: Results of CDT tests. Specimen Chamber Pressure I II 3, kPa 110 220 Deviator Stress 01-03, kPa 220 400 a) Calculate the shear strength parameters of the soil. b) What are the normal and shear stresses on a plane inclined at 38° to the major principal plane for Specimen I? c) What are the normal and shear stresses on the failure plane at failure for Specimen II? B) The laboratory test results of a standard Proctor test are given in the following table.arrow_forward
- A sand sample in a triaxial test have the following stresses: Cell Pressure 25kpa 34kpa Axial Stress 33kpa 55kpa Pore Water pressure 12kpa 10kpa a. Compute the drained angle of internal friction. b. Determine the cohesion of the soil c. Find the angle of failure in sheararrow_forwardc. 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. i. 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?arrow_forwardQuestion B1a Question B1a: A soil is assumed to obey Hook's law with the shear modulus G =8500 kPa and Poisson's ratio v=0.18. Suppose an element of the soil is tested under axially symmetric stress and strain states. The initial stress of the soil at state A is sigma'1 = 80 kPa, sigma'2 = sigma'3 = 60 kPa, and the voids ratio e is 1.91. sigma'1, sigma'2, and sigma'3 represent the three effective principal stresses for a stress state. The soil is then loaded proportionally to stress state B with sigma'1= 507 kPa and sigma'2 = sigma'3 = 250 kPa. The shear stress ratio at state B is Answer:arrow_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Principles of Geotechnical Engineering (MindTap C...Civil EngineeringISBN:9781305970939Author:Braja M. Das, Khaled SobhanPublisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781305081550Author:Braja M. DasPublisher:Cengage Learning
Fundamentals of Geotechnical Engineering (MindTap...Civil EngineeringISBN:9781305635180Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...Civil EngineeringISBN:9781337705028Author:Braja M. Das, Nagaratnam SivakuganPublisher:Cengage Learning
Principles of Geotechnical Engineering (MindTap C...
Civil Engineering
ISBN:9781305970939
Author:Braja M. Das, Khaled Sobhan
Publisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781305081550
Author:Braja M. Das
Publisher:Cengage Learning
Fundamentals of Geotechnical Engineering (MindTap...
Civil Engineering
ISBN:9781305635180
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning
Principles of Foundation Engineering (MindTap Cou...
Civil Engineering
ISBN:9781337705028
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Cengage Learning