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 3.19P
To determine
Find the overconsolidation ratio
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a. A vane shear test was conducted in a saturated clay. The height and diameter of the rectangular vane were 4 in. and 2 in., respectively. During the test, the maximum torque applied was 230 lb-in. Determine the undrained shear strength of the clay. b. The clay soil described in part (a) has a liquid limit of 58 and a plastic limit of 29. What would be the corrected undrained shear strength of the clay for design purposes? Use Bjerrum’s relationship for λ
a. A vane shear test was conducted in a saturated clay. The height and diameter of the rectangular vane were 4 in. and 2 in., respectively. During the test, the maximum torque applied was 230 lb-in. Determine the undrained shear strength of the clay. b. The clay soil described in part (a) has a liquid limit of 58 and a plastic limit of 29. What would be the corrected undrained shear strength of the clay for design purposes? Use Bjerrum’s relationship for λ [Eq. (3.40a)].
Vane shear tests were conducted in the clay layer. The vane dimensions were 63.5 mm
(D) x 127 mm (H). For the test at A, the torque required to cause failure was 0.051 Nm. For
the clay, given: liquid limit = 46 and plastic limit = 21.
(a) Estimate the undrained cohesion of the clay for use in the design by using Bjerrum's
correction. A = 1.7 – 0.54 log[PI(%)]
(b) Estimate the overconsolidation ratio of the clay. Use Eqations below.
Cu(field)
B-
σο
B = 22[PI(%)]-048
OCR
%3|
Dry sand
y = 16.5 kN/m³
·1.5 m
Groundwater
table
Sand
1.5 m
Ysat = 19 kN/m³
N60
5
:1.5 m
• 8
Clay
= 16.8 kN/m³
1.5 m
Ysat
* A • 8
1.5 m
• 9
1.5 m
10
Sand
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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- A vane shear test was conducted in a saturated clay. The height and diameter of the rectangular vane were 4 in. and 2 in., respectively. During the test, the maximum torque applied was 230 lb-in. The clay soil has a undrained shear strength of 7.844 psi. It has a liquid limi of 58 and a plasic limi o 29. What would be the corrected undrained shear strength of the clay for design purposes? Using Bjerum's relationship for λ. λ = 1.7 - 0.54 log[PI(%)]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_forwardA D. A- 业。。 T Normal 1Ingen m. Overskrift 1 Overskrift 2 Tittel Undertittel = A Velg Avsnitt Stiler 5 Redigering Stress path concepts 4. The initial mean effective stress on a soil is p'o and the deviatoric stress is q = 0. If the soil is a linear, isotropic, elastic material, plot the total and effective stress paths for the following axisymmetric undrained loading condition: a.) Ασ 0.5Δ01, Β ) Δσε -0.5 Δσι. (see example 8.2). D Fokus ritannia) e InternalNormal Tilgjengelighet: Undersak 11°C Sky Ho F10 F11 F12 F5 F8 F9 F3 F6 F7 F4 6. 8. 24 { T Y UI 5 #3Earrow_forward
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