Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 2, Problem 2.21P
To determine
Sketch the three Mohr circles and draw the failure envelope in terms of effective stresses and also find the shear strength parameters
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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
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Triaxial tests performed on samples of aeolin sand. The failure conditions in terms of effective
stress are (ov, 0h) = (515, 100), (1250, 200), (3500, 400), and (5325, 800) kPa. Using (s, t)
space, determine the cohesion and friction angle. What is the orientation of the major principal
stress with respect to the failure plane? Determine this graphically.
A square hollow bar having an outside dimension of 250 mm by 250 mm with 6 mm thick is
to be replaced by a soild circular bar.
a. Determine the required diameter of bar so that the maximum shear stress in the bar will
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b. If the computed value of diameter in the previous question increase by 15%, what is the
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Determine the angle of twist in degrees of the tube if the length of the tube is 1m and
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Principles of Foundation Engineering (MindTap Course List)
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- At failure, the major and minor principal stresses on a triaxial test are 200 kPa and 110 kPa respectively. If the porewater pressure at failure is 25 kPa... Q: What is the sine of the angle of shearing resistance of the soil? Round off your answer to two decimal places.arrow_forward2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?arrow_forwardDetermine the fracture pressure at 3,000 ft for Gulf Coast using Hubbert & Willis, Matthews & Kelly and Eaton's methods. The available data for this formation is given as %=0.41 K=0.000085 A-¹ Pg=2.6 P=1.074 Fa=0.45 hand written plz μ=0.36arrow_forward
- A specimen is subjected to a tri-axial test. The soil specimen is cohesionless. If the shear stress that cause failure is 3oo kPa and the normal stress at failure is only 475 kPa. 1. Determine the angle of shearing resistance. 2.Determine the angle that the failure plane measured from the major principal plane 3.Determine the maximum principal stress at which failure is expected to occurarrow_forwardCan TRIAXIAL TESTS be performed on sand samples? Briefly explain. The results of an undrained triaxial test on a clay soil sample are given in table below Cell Pressure (kN/m2) 200 400 600 Additional Axial Load at Failure (N) 342 388 465 Each sample, originally 76mm long and 38mm in diameter, experienced a vertical deformation of 5.1mm. Evaluate the stress at failure for each cell pressure given in table above. Draw Mohr Circles and determine the shear strength parameters of the soil.arrow_forward8. A cohesionless (c' = 0 kPa) soil specimen was subjected to a consolidated-undrained triaxial test. The total stress path, the deviator stress, and the pwp are shown in the figures below. No scale is intended in the figure of the stress path. a. Determine o'₁ and 0's at failure. [o'₁ = 345 kPa, o's= 140 kPa] b. Determine the effective friction angle (') of the soil. [$' = 25°] C. Determine the 'A' pore water pressure parameter at failure. [A+ = 0.29] 250 -Deviator Stress q (kPa), 200 150 100 50 200 p (kPa) Deviator stress or PW/P (kPa) 5 10 Vertical strain (%) ---PWP 15 20arrow_forward
- 4. The uniaxial compressive strength test is done on a cylindrical rock specimen with diameter of 60 mm and length of 120 mm. The load- deformation diagram of this specimen is shown on the following figure. Determine the uniaxial compressive strength and the secant Young modulus (E50) of this rock. 80000 70000 60000 50000 40000 30000 20000 10000 0.5 1 1.5 Deformation (mm) Load (N) 2.arrow_forward3. The following table shows the shear test results along the foliation surfaces of gneisses. The area of the discontinuity surface is 6.4*10-3 m2. a) Fill in the table b) Calculate the slip resistance parameters of the gnaysa ). (use millimeter paper) Experiment No. Shearing Normal Load Shearing Normal burden Tensile Stress (kg) (kg) (kg/cm2) (kg /cm? 1 750 500 1400 1200 3 1600 1400 4 2000 1800 2500 3500 6. 3000 4250arrow_forwardA series of unconsolidated undrained (UU) triaxial compression tests have been performed on two "identical" clay specimens. The test results are as follows: Test Number Confining Pressure (kPa)| Deviator Stress at Failure (kPa) 102 96 (i) (ii) 1 2 50 100 Plot the total stress Mohr circles for both specimens at failure (indicate the major and minor principal stresses on the plot). Draw the total stress Mohr-Coulomb failure envelop (i.e., the "p=0" envelop). Estimate the undrained shear strength.arrow_forward
- Assume that both a triaxial shear test and a direct shear test are to be performed on a sample of dry sand. When the triaxial shear test is performed, the specimen fails when the major and minor principal stresses are 80 and 20 lbs/in^2, respectively. When the direct shear test is performed, what shear strength can be expected if the normal stress is 4000 lbs/ft^2? Show all work.arrow_forwardA sample of sand is sheared in the following manner. First an all around normal stresso 350 kPa is applied to the sample. Next a shear stress is applied to the horizontal pia while the normal stress remains constant. The shear stresses at failure are + 186 kPa. Ihe initial stress and stress condition at failure are shown below 350 kPa 350 kPa 186 kPa 350 kPa 350 kPa ー550 kPa 550 kPa 186 kPa 350 kPa 350 kPa Initial Conditions At Failure Determine the Following: fo A) Assuming c, = 0, draw a failure envelope for the soil. Define the friction angle ( the soil. B) Draw the Mohr's Circle at failure for the test. C) Show the location of the pole. D) Define the maximum and minimum principal stresses at failure. E) Define the normal stress corresponding to the maximum shear stressarrow_forward1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.arrow_forward
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