Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Question
Chapter 12, Problem 12.12P
(a)
To determine
Find the undrained cohesion.
(b)
To determine
Find the overconsolidation ratio (OCR).
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Students have asked these similar questions
In a tri-axial shear test conducted on a soil sample having a cohesion of 12 KPa and angle of shearing resistance of 36°. The cell pressure was 200 KPa.
Determine the effective major principal stress.
Determine the deviator stress at failure.
Determine the shearing stress at the plane of failure.
Question 3
The results of two consolidated-drained test triaxial tests on a clay are given below:
Specimen No.
Chamber Pressure
Deviator Stress
220
400
105
II
210
1. Determine the angle of internal friction.
2. Determine the cohesion of the clay.
3. Determine the normal stress on the point on the failure plane of the 2"d specimen.
O Question 1: A. 26.744
O Question 1: B. 26.042
O Question 1: C. 27.871
O Question 1: D. 27.486
O Question 2: A. 10.737
O Question 2: B. 12.141
O Question 2: C. 17.372
O Question 2: D. 14.836
O Question 3: A. 317.694
O Question 3: B. 232.575
O Question 3: C. 230.306
O Question 3: D. 322.194
O O O O O O O CO
Question 42
The results of two consolidated-drained test triaxial tests on a clay are given below:
Specimen No.
Chamber Pressure
Deviator Stress
105
220
210
400
1. Determine the angle of internal friction.
2. Determine the cohesion of the clay.
3. Determine the normal stress on the point on the failure plane of the 2nd specimen.
Question 1: A. 26.744
O Question 1: B. 26.042
Question 1: C. 27.871
O Question 1: D. 27.486
Question 2: A. 10.737
O Question 2: B. 12.141
Question 2: C. 17.372
Question 2: D. 14.836
Question 3: A. 317.694
O Question 3: B. 232.575
Question 3: C. 230.306
O Question 3: D. 322.194
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- 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'arrow_forwardA 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_forwardIn a tri-axial test of a silty soil, the sample failed at normal stress of 475 kPa and a shear stress of 350 kPa. 1. Which of the following gives the angle of internal friction. 2. Compute the angle that the failure plane makes with the x-axis 3. Compute the maximum failure stressarrow_forward
- a) Following results are obtained in a series of CU triaxial tests on saturated samples of a clay. Calculate the effective shear strength parameters (c' and ') and plotting the Mohr- Coulomb failure envelope. (Hint: you can first plot the top points of the circles in q=(01-03)/2 vs. p=(₁03)/2 space.) Test number Confining (cell) Pressure (kPa) Deviator stress (01-03) (kPa) Pore pressure before shear (kPa) Pore water pressure at failure (kPa) ● 1 400 120 300 320 2 400 210 200 260 3 550 270 250 235 b) If we carry out a consolidated drained triaxial test on a specimen taken from the same clay (assume same c', '), what would be the deviator force at failure in a specimen that is consolidated under an isotropic stress of 240 kPa and pore pressure of 300 kPa. The specimen was initially 5 cm in diameter and 10 cm in height. Peak strength (i.e. failure) is reached at axial strain of 4% and volumetric strain of 2% in compression. Hints: the pore pressure is initial pore water pressurearrow_forward7.12 A sand specimen was subjected to a drained shear test using hollow cylin- der test equipment. Failure was caused by increasing the inside pressure while keeping the outside pressure constant. At failure, o, = 193 kN/m² and o; = 264 kN/m². The inside and outside radii of the specimen were 40 and 60 mm, respectively. (a) Calculate the soil friction angle. (b) Calculate the axial stress on the specimen at failure.arrow_forwardA 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_forward
- A soil sample is consolidated in the triaxial chamber under a chamber pressure of 200 kN/m2. The drain valve closes and the sample fails by applying the diverter stress Calculate the value of:-The sample breakage diverter value-The pore pressure value at the moment the specimen breaks- Skempton's A parameterThe soil shear strength parameters are: c=0, ϕ=14° and c'=0, ϕ=20°arrow_forwardThe results of two consolidated drained test tri axial tests on a clay are given below specimen 1: chamber pressure = 105 deviator stress = 220 specimen 2: chamber pressure = 210 deviator stress = 400 1. determine the angle of internal friction 2. determine the cohesion of clay 3. determine the normal stress on the point on the failure plane of the 2nd specimenarrow_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 series of previous CD tests conducted on a NC clay has established that the ultimate effective friction angle of the clay is 300. Now a CU test is conducted on this soil with an effective cell pressure of 100 kPa. The specimen fails at a deviatoric stress of 100 kPa. Estimate the pore pressure at failure. Given: σ3f′=Kaσ1f′whereKa=1−sinϕ1+sinϕ Please do fast .... ASAP Fastarrow_forwardFind the C, and the "apparent" OCR for a superficial clay stratum that is 4m thick. The water is at the surface. A sample of the clay has a water content of 27.9%, and a specific gravity of 2.65. An oedometer test showed the following results: Voids Ratio 0.736 0.733 0.73 0.675 0.638 0.6 Vertical Effective Stress 15 28 60 230 480 930arrow_forwardThe results of two triaxial tests on a soil are as follows: -Specimen I: σ3 = 50 kPa and (σ1 - σ3)f = 120 kPa -Specimen II: σ3 = 130 kPa and (σ1 - σ3)f = 200 kPa a) Determine the shear strength parameters c and ɸ. b) Draw the Mohr's circle for both specimens and the Mohr-Coulomb failure criterion. Make sure the drawing shows σ1f and σ3f for both specimens and c and ɸ.arrow_forward
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