Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 12, Problem 12.4P
To determine
Find the unconfined compression strength of the clay
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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
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- 10 - During unconfined compression test on 5 cm diameter intact rock sample the force at failure P=19.63 KN ,The rock strength is a) 10 MPa b) 3.8 MPa 12 MPa 0040693 d) 0.8 MPaarrow_forwardA uniform loading of 150kPa is applied at a 28 m Χ 28 m area. Please calculate the consolidation settlement of the clay layer used the middle of the clay layer to estimate the stress increment with the influence factor method). Cc = 0.4, Cs = 0.04, preconsolidation stress is 150 kPa and unit weight of water is 10 kN/m3. What is the settlement at the corner and center of the loading? What is the differential settlement between the corner and the center?arrow_forward7. A specimen of soil was collected from a depth of 10 m in a deposit of clay. The ground water table coincides with the ground surface. For the soil, LL = 65, PL = 33, and at 17.5kN/m³. Estimate the undrained shear strength Su of this clay for the following cases (a) If the clay is normally consolidated. (b) If the preconsolidation pressure is 210kN/m². (refer to Skempton's and Ladd et al.'s relations and Bjerrum's correction for undrained shear strength)arrow_forward
- There is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10^–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2.Determine the effective stress in N/m2 at the bottom the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. Provide Diagram a.709.5 b.177.38 c.88.69 d.354.75arrow_forward2. The shear strength of a normally consolidated clay can be given by the equation t = ơ' tan 28°. A consolidated-undrained test was conducted on the clay. Following are the results of the test. Chamber confining pressure = 105 KN/m? Deviator stress at failure = 97 KN/m² a. Compute the pore water pressure developed in the clay specimen at failure. b. Compute the consolidated-undrained friction angle 4. What would have been the deviator stress at failure if a drained test had been conducted with the same chamber confining pressure that is o3= 105 KN/m? C.arrow_forwardProblem # 5. The angle of friction of compacted dry sand is 37°. In a direct shear test on the sand, normal stress of 150 kN/m^2 was applied. The size of the specimen was 50mm x 50mm 30 mm (height): a. Compute the shearing stress.b. What shear force will cause will cause shear failure?c. Determine the shear stress at a depth 3m. If the void ratio of the soil is 0.60. Sp. Gr. of sand is 2.70.arrow_forward
- There is an upward flow of 0.06 ml/s through a sand sample with a coefficient of permeability 3 × 10^–2 mm/s. The thickness of the sample is 150 mm and the cross-sectional area is 4500 mm2.Determine the effective stress in N/m2 at the middle of the sample, if the saturated unit weight of the sample, is 18.9 kN/m3. a. 177.38 b. 354.75 c. 88.69 d. 709.5arrow_forwardsample of normally consolidated clay was subjected to a consolidated undrained triaxial compression st that was carried out until the specimen failed at a deviator stress of 50 kN/m?. The pore water pressure at failure was recorded to be 20 kN/m? and confining pressure of 50 kN/m² was used in the test. Determine the consolidated undrained friction angle o and drained friction angle ¢cn: CD сиarrow_forwardBarrow_forward
- 7.12 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_forwardShear Strentgh of the soil 2011arrow_forward) The effective shear strength parameters of a soil used in the construction of an earthen bund are: c= 68 kN/m2, and o = 20°. Its unit weight is 18.2 kN/m. The pore pressure parameters, found from a triaxial test pore pressure measuring device are A = 0.45, B = 0.85. If the height of the fill has been raised from 2 to 5 m, find the shear strength of the soil at the base of the bund. Assume the lateral pressure at any point as one- third of the vertical pressure. The dissipation of pore pressure during the construction is negligible.arrow_forward
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