Foundation Design: Principles and Practices (3rd Edition)
3rd Edition
ISBN: 9780133411898
Author: Donald P. Coduto, William A. Kitch, Man-chu Ronald Yeung
Publisher: PEARSON
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Question
Chapter 4, Problem 4.9QPP
To determine
The angle of internal friction for each test
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Students have asked these similar questions
The following standard penetration test results were obtained in a uniform silty sand:Depth (m) 1 2 3 5N60 12 13 18 15
The groundwater table is at a depth of 2.5 m. Assume a reasonable value for g, then determinef′ for each test. Finally, determine a single design f′ value for this stratum.
A silty sand of density index (ID or Dr) = 59% was subjected to standard penetration tests at a depth of 3 m. Groundwater level occurred at a depth of 1.5 m below the surface of the soil which was saturated throughout and had a unit weight of 19.3 kN/m3. The average N count was 15.
During calibration of the test equipment, the energy applied to the top of the driving rods was measured as 350 Joules. Determine the (N1)60 value for the soil.
9. A consolidated drained test was carried out on a sandy clay under a cell
pressure of 250 kPa. A constant back pressure of 120 kPa applied
throughout the test. The dimensions of the sample were 76 mm x 38 mm.
Addional test data recorded at failure were:
Load transducer force = 368 N
3
Measured change in volume = 2.42 x 10 m³
Axial deformation = 2.05 mm
Determine the major principal stress, o, at failure.
(455 kPa)
Chapter 4 Solutions
Foundation Design: Principles and Practices (3rd Edition)
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- A consolidated undrained triaxial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 118 kpa, Deviator stress at failure 93 kpa, pore water pressure = 52 kpa. These results were used to determine the undrained friction angle of the soil. Compute the deviator stress (kPa) at failure when the drain test was conducted in the chamber confining pressure change to 168 kpaarrow_forwardA clay sample was consolidated in a triaxial cell under a backpressure of 50 kPa and cell pressure of 150 kPa. The drainage valve was then closed and the cell pressure was increased to 200 kPa when the pore pressure increased to 98 kPa. What is Skepton’s B-parameter? The above sample was then subjected to a vertical deviator stress, which was increased from zero under undrained conditions. The sample failed when the pore water pressure was 160 kPa and the deviator stress was 70 kPa. What is Skempton’s A-parameter at failure? Assuming the clay is normally consolidated, find the friction angle in terms of effective stresses.arrow_forwardQuestion 1 A consolidated drained (CD) triaxial test was carried out on a sand sample with the known effective shear strength parameters, C' = 0 and ø′ = 30°. In the test, prior to the failure, when the sample was undergoing axial compression under constant cell pressure, the drainage valve was accidentally closed. At the failure, 360kPa deviatoric stress was recorded along with 70kPa pore water pressure. If the test is repeated without such error, and no back pressure is applied in either of the tests, what is the deviatoric stress (in kPa, in integer) at the failure? A 11 B C 350 D 500 200arrow_forward
- A cu test was performed on a 3.5cm diameter sand sample. A confining pressure of 2.0 kg/cm2 was applied, and the breaking axial load was 45 kg, and the gap water pressure at this time was u=1.0 kg/cm2. 1) What is the effective internal friction angle of this specimen? 2) Evaluate whether the experimental sample is loose/dense. Why? 3) Apply a confining pressure of 1.0 kg/cm2 to this specimen and repeatedly do a cu test. determine the specimen's loose/dense and explain the reason why. (where pressure u = 0.0 kg/cm2) ans is 35 / loose / densearrow_forward5. A consolidated, undrained triaxial test is being carried out on a normally consolidated clay where c - 0 and p'= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?arrow_forward5. A consolidated, undrained triaxial test is being caried out on a normally consolidated clay where c = 0 and 41= 26'. The triaxial specimen was consolidated under a cell pressure of 300 kPa and backpressure of 80 kPa. Skempton's A parameter at failure is estimated to be 0.80. The drainage valve has since been dosed and the vertical deviator stress increased to failure. What would be the deviator stress and pore water pressure at failure?arrow_forward
- A Standard Penetration Test was performed at a depth of 15 feet in a soil with a Unit Weight of 115 lb/cubic feet. The water table was at 20 feet and the the N value was found to be 19. What is the overburden pressure at the point that the soil sample was taken? 1,000 tons/square feet 1230 lbs/square feet 575.3 lbs/square feet 0.86 tons/square feetarrow_forwardTable 2.A consolidation test data An oedometer test is conducted for a soil sample.The sample is consolidated under vertical stress of 50 kPa. The Time (min) Dial gauge reading (mm) 194 0.01 0.02 193 0.05 190.5 oedometer test finished at 144 min and 0.1 186.5 data are given in Table I. Average thickness of the sample is 20 mm. Predict the coefficient of 0.2 181 0.5 173 1 168 2 164.5 consolidation (c, in mm?/min) using Casagrande log t method and Taylor square root of t method. Please use the empty graphical papers. 5 161.5 10 160 20 158.5 50 156.9 100 155.7 144 155.1arrow_forwardA consolidated-undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: Chamber confining pressure = 112 kPa, Deviator stress at failure = 90 kPa, Pore Water Pressure = 67 kPa. 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. Round off to two decimal places.arrow_forward
- a. Explain the Mohr's circles shown in Figure Q2 for a series of undrained tests and consolidated undrained test carried out on the same clay. What are the strength parameters which can determined from each test? D. (a) (b) Figure Q2 b. Which is the third type of test not shown in the figure? What would you expect the Mohr's circles for this test to look like?arrow_forwardQuestion 2 The result presented in Table Q2a were obtained from a consolidated drained (CD) triaxial test on a normally consolidated clay sample of 75mm height x 38mm diameter tested at a confining pressure of 50 kPa. Table Q2a. CD triaxial test result Axial strain (%) 1 2 5 10 15 Applied force (kN) 0.01 0.03 0.05 0.08 0.10 Page 3 of 6 (a) Draw the Mohr circle for each stress state in the sample and the total stress path (TSP) throughout the test and determine the slope of the TSP to the horizontal.arrow_forwardA series of drained tri-axial tests were carrierd aut on a specimens of a sand prepared at the same porosity and the following results wer obtained at failure All Around Pressure, kPa 50 100 Principal Stress Difference, kPa 180 285 Calculate the value of the angle of shearing resistance What is the value of coliesion, Pa The maximum principal stress in kPa for a chamber pressure of 135 kPaarrow_forward
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