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 3, Problem 3.16P
To determine
Find the undrained cohesion of the clay for use in the design by using Bjerrum’s
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Refer to Figure P3.2. Vane shear tests were conducted in the clay layer. The vane (tapered) dimensions were 63.5 mm (d) x 127 mm (h), iB = iT = 458 (see Figure 3.23). For the test at A, the torque required to cause failure was 51 N ? m. For the clay, given: liquid limit = 46 and plastic limit = 21. Estimate the undrained cohesion of the clay for use in the design by using Bjerrum’s l relationship [Eq. (3.40a)].
Refer to Figure P3.3. Vane shear tests were conducted in theclay layer. The vane (tapered) dimensions were 63.5 mm(d) 3 127 mm (h), iB 5 iT 5 458 (see Figure 3.23). For the test at A, the torque required to cause failure was 51 N ? m.For the clay, given: liquid limit 5 46 and plastic limit 5 21.Estimate the undrainedcohesion of the clay for use in thedesign by usingBjerrum’s l relationship
N
B
0
Horizontal
The stresses shown in the figure are applied at a point in a dry clayey sand soil mass.
A= 50 kPa and B= 125 kPa
The shear strength parameters of the clayey sand are:
c'= 9kPa and p'=29°
0=30°
a) The value of the shear stress, T, is slowly increased. What value would cause shear failure at this point (in kPa)?
b) At failure, what angle does the failure plane make with the horizontal (in degrees)?
Chapter 3 Solutions
Principles of Foundation Engineering (MindTap Course List)
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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- 3 1. (a) An element of soil is subjected to the two-dimensional stresses shown in Figure Q1. 0, = 150 =-30 = 30 60° o, = 75 (All in kPa) Figure Q1 (1) Determine the normal and shear stresses on the P and Q planes which are orthogonal (ii) Determine the magnitudes and directions of the major and minor principal stresse (b) An undrained direct shear test with a hanger mass of 32 kg was performed on a sample of saturated clay. The plan dimensions of the shear box were 60 x 60 mm. The undrained shear strength of the clay is known to be Cu = 60 kPa. The critical state friction angle of the clay is known to be d'ern = 22°. What pore water pressure (u) in kPa, would the sample experience at the ultimate state? (c) Given that the pore pressure calculated from part (b) was negative, explain what this implies about the volume change that would have occurred to the sample (dilative or contractive) if the test was done under drained conditions.arrow_forwardA 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 not exceed the maximum shear stress in the tube. b. If the computed value of diameter in the previous question increase by 15%, what is the new shear stress of the circular bar? Determine the angle of twist in degrees of the tube if the length of the tube is 1m and the shear modulus is 80 GPa. Use T=14 kN-m.arrow_forward50 MPa Oc ON tan ф 20 + + -20 MPa 50 MPа 100 MPа O = 90 –20 -50 MPаarrow_forward
- Ex 20 The shear strength parameters of N.C.C. are; =15, B = 30' a) In a Cutest on the same soil, the confining pressure is (150) kulu². Find the deviator stress at failure. b) In a slow direct shear test, the normal stress is (100) kN/m². Find the shear stress at failure. c) In an Unconfined compression test, the unconfined shear strength (Cu) is (50) kN/m². Find the pore water pressure at failure (assume c =o).arrow_forwardProblem 3. The strain rosette shown has angles 0, = 0° (aligned with the x-axis), 0, = 60°, and 0, = 120°, We attach it to a body and then load the body. The strain m m rosette reports the following values: E = 500µ, E, =1200µ, and ɛ. 100µ- m Recall for a delta rosette: Ex = Ea %3D 1 Ey 3 =(26, +26, - 8.) %3D 2 Yy = J a Sketch Mohr's Circle for Strain. Indicate the following Y Max 20,, &,, E2, and- InPlane on your sketch the followinge 2 Determine the following: E2. Op. YMax InPlanearrow_forwardThe angle of internal friction of a cohesive soil which was tested using a tri-axial shear apparatus is equal to 26.57°. Failure occurred when the shearing stress is 250 kPa and the normal stress is 480 kPa. Determine the maximum principal stress at failure, in kPa. Round off to two decimal places. (ANS: 884.55)arrow_forward
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