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
Please do fast .... ASAP
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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 MPa
7. 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)
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- A 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_forwardThere 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_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_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_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_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_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_forward1.A dry sand is known to have an angle of internal friction of 29. A triaxial test is planned, where the confining pressure will be 41 kPa. What is the maximum axial stress, in kPa, (major principal stress) that can be applied? Calculate the value to 1 decimal place. Do not provide units in your answer. 2.A clay soil is subjected to a triaxial test under unconsolidated-undrained conditions. At failure, the major and minor principal stresses are 8401 psf and 4875 psf, respectively. What is the shear strength of this soil if the confining pressure is doubled? Provide your answer in psf with no decimals.arrow_forward
- Solve it quick? Triaxial test (CU) is performed on a clay for a confining pressure of 110 kPa. If the deviator stress and pore-water pressure were 70 kpa and 55 kpa respectively then determine the internal friction angle.arrow_forwardThe stresses on a failure plane in a drained triaxial test on sand are as Follows: Normal Stress nf = 100 kN/m2 Shear Stress τf = 40 kN/m2 Required: a) Determine the angle of internal friction and angle of failure plane b) Find the major and minor principle stresses (1 , 3 )arrow_forwardIn a deposit of normally consolidated dry sand a cone penetration test was conducted. Following are the result: Depth(m) Point resistance of cone, qc (MN/m²) 1.5 2.06 3.0 4.23 4.5 6.01 6.0 8.18 7.5 9.97 9.0 12.42 Assuming the dry unit weight of sand to be 16kN/m³, estimale the average peak friction angle, ф’, fo the sand. Use ф’=tan ¯1((0.38+0.27log(qc/ σ’o))arrow_forward
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