Principles Of Foundation Engineering 9e
9th Edition
ISBN: 9781337705035
Author: Das, Braja M.
Publisher: Cengage,
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Chapter 3, Problem 3.25P
To determine
Find the undrained shear strength
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3.25 In a site consisting entirely of clays, an electric friction cone
penetrometer measures the cone resistance q, at a depth of
8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the
ground level. The unit weights of the clay above and below
the water table are 16.5 kN/m3 and 19.0 kN/m2, respectively.
Estimate the undrained shear strength, preconsolidation
pressure, and overconsolidation ratio at this depth.
Vane Shear Testing
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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Chapter 3 Solutions
Principles Of Foundation Engineering 9e
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.30PCh. 3 - Prob. 3.31P
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- In a site consisting entirely of clays, an electric friction conepenetrometer measures the cone resistance qc at a depth of8.0 m as 0.75 MN/m2. The water table is at 3.0 m below theground level. The unit weights of the clay above and belowthe water table are 16.5 kN/m3 and 19.0 kN/m3, respectively.Estimate the undrained shear strength, preconsolidationpressure, and overconsolidation ratio at this depth.arrow_forwardSITUATION 5: A sand sample is subjected to direct shear testing at it's (in - situ) water content. Two tests are performed. For one of the tests, the sample shears at a stress of 400 kPa when the normal stress is 600 kPa. From these data, 15. Determine the value of the apparent cohesion. c. 230 kPa d. 221 kPa а. 100 kPa b. 179 КРа 16. Determine the corresponding angle of internal friction. a. 22.65 degrees b. 26.57 degrees c. 32.54 degrees d. 18.43 degreesarrow_forwardA1arrow_forward
- 5-4 For the given soil profile and the piezometric surfaces measured at the top of the two sand and gravel layers, determine the pore pressure and effective stress at points A, B, C, D, and E. Piezometers 2 m Ground surface 2 m Sand y = 18 kN/m3 Water table y_ 11m Y = 20 kN/m3 A 4 m Clay Y = 18 kN/m3 加。B 1Im 5 m Sand and gravel y = 22 kN/m3 2 m •D 5 m Clay Y = 19 kN/m3 Sand and gravel y = 23 kN/m3 %3D Cpyright byarrow_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_forwardSITUATION 14: After conducting a tri-axial test on a sand sample, the normal and shearing stresses on the failure plane at failure were found to be 400 kPa and 350 kPa respectively.48. Which of the following gives the angle of shearing resistance? a. 38.79 b. 41.19 c. 48.81 d. 53.949. Which of the following most nearly gives the angle of failure plane measured from the major principal plane?a. 69.41 b. 64.40 c. 71.99 d. 65.5950. Which of the following most nearly gives the major principal stress? a. 1331.51 Kpa b. 1414.58 Kpa c. 1130.37 Kpa d. 1171.32 Kparrow_forward
- 1. 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_forwardA 2 m thick clay is singly drained. A structure founded on the surface applied an average stress increase of 50 kPa to this clay layer. A piezometer is installed at the mid-depth of the clay layer. A. What would you expect the initial excess pore pressure reading on the piezometer to be immediately after application of load? B. C. The piezometer recorded a pore pressure of 25 kPa, 1-yr after the application of the stress. What would you expect it to read 2 years later? What is the coefficient of consolidation of this clay in cm²/s?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_forward
- A dilatometer test (DMT) was conducted in a clay deposit. The water table was located at a depth of 3 mbelow theground surface. At 8 m depth the contact pressure (p1) was 280 kPa and the expansion stress (p2) was 350 kPa.Assume σo = 95 kPa at the 8 m depth and μ = 0.35. Determine (a) Coefficient of at-rest earth pressure Ko,(b) Overconsolidation ratio OCR and (c) Modulus of elasticity Es.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 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_forwardAnother method of determining the capillary rise in a soil is to use Hazen's capillary formula. The 3 m thick dense silt layer shown below is the top stratum of a construction site, has an effective diameter of 0.01 mm. What is the approximate height of the capillary rise in that silt stratum? What are the vertical effective stresses at depths of 3 m and 8 m below the surface? The "free ground water" level is 8 meters below the ground surface, the y's=26.5 kN/m³, and the soil between the ground surface and the capillary level is partially saturated to 50%. Dense silt Clay h₁ = 3 m h₂=5 marrow_forward
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