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 17, Problem 17.13P
To determine
Find the elastic settlement of the foundation using the strain influence factor method.
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11.1
A vertical column load, P = 600 kN, is applied to a rigid concrete foundation
with dimensions B = 1 m and L = 2 m, as shown in Figure 11.45. The founda-
tion rests at a depth D₁ = 0.75 m on a uniform dense sand with the following
properties: average modulus of elasticity, E¸ 20,600 kN/m², and Poisson's
ratio, μ = 0.3. Estimate the elastic settlement due to the net applied pressure,
Ao, on the foundation. Given: H = 5 m.
Foundation
BXL
Figure 11.45
600 KN
V
74
Ao
Soil
Ms = 0.3
Es = 20, 600 kN/m²
Rock
=
0.75 m
5.0 m
A rectangular foundation 4 m x 6 m (Figure 1) transmits a stress of 100 kPa on the surface of a soil deposit. Plot the distribution of increases of vertical stresses with depth under points A, B, and C up to a depth of 20 m. At what depth is the increase in vertical stress below A less than 10% of the surface stress?
Can I get a detailed explanation to the solution of this question?
Including the finding of as and the graphs and finding the surface stress, load and increase in stress using the oz=4qsI method
A soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at an additional stress of 160 kN/m2. Determine angle of friction Hint: Draw the Mohr Circle
a.19
b.45.5
c.43
d.54.5
Chapter 17 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- A soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at an additional stress of 160 kN/m2. Determine the cohesion of soil Hint: Draw the Mohr Circle. a.45.5 b.19 c.43 d.54.5arrow_forwardThe plan of a foundation of uniform thickness for a building is shown in Figure 2. Determine the vertical stress increase at a depth of 10 m below the centroid. The foundation applies a vertical stress of 300 kPa on the soil surface.arrow_forwardExercise 4.2 The plan of a foundation is given in Fig. 1. The uniform pressure on the soil is 40 kPa. Determine the vertical stress increment due to the foundation at a depth of 5 m below the point X 3 m 3 m 3 m 2 m 1.5 m 2 m 0.5 mt soil mechanicsarrow_forward
- Q. 12 A soil profile at a certain location is as shown in figure. A rigid circular foundation of 4 m diameter rests on the sand. The contact pressure at the underside of the foundation is 230 kN/m?. The average coefficient of compressibility of the clay is 0.65 × 10-3 m2/kN for the stress range encountered. The ultimate settlement of the foundation assuming 45° load distributionarrow_forwardFrom the given soil formation of the soil with the following properties is shown in the figure. (see picture below) Compute the total stress at the mid-layer of the clay. (Answer: 260.745 kPa) Compute the effective stress at the mid layer of the clay. (Answer: 147.93 kPa) If a load of 1800 kN is acting on the footing 2m x 2m is placed on the ground, find the stress increase at the mid layer of the clay assuming a stress distribution of 1 horizontal to 2 vertical. (Answer: 11.64 kPa) *unit weight of dry sand = 14.72 kN/m3*arrow_forwardA soil has an angle of shearing of 30° and cohesion of 35 kN/m^2. If the specimen of this soil is subjected to a tri-axial compression test, then the value of lateral pressure in the cell for failure to occur at total stress of 300 kN/m² will be (a) 243.21 kN/m2 (c) 103.21kN /(m2) (b) 44.41 kN/m² (d) 59.59kN/(m2)arrow_forward
- Question 3: For the same foundation as Problem 2, find the change in stress at a depth of 10 meters at location B in the figure. The mat foundation will support 10,800 kN evenly distributed across the area. Answer Question 3arrow_forwardThe vertical and horizontal stresses at a certain point in soil are as follows:σx = 50 kPaσx = 100 kPaτzx = - 20 kPa a) Determine magnitudes and directions of the major and minor principal stresses.b) Determine magnitude and direction of maximum shear stress.c) Determine the normal and shear stresses acting on a soil element inclined at 60 clockwise from the horizontal plane.arrow_forwardFrom the given soil formation of the soil with the following properties is shown in the figure. (see picture below) Compute the total stress at the mid-layer of the clay. (Answer: ) Compute the effective stress at the mid layer of the clay. If a load of 1800 kN is acting on the footing 2m x 2m is placed on the ground, find the stress increase at the mid layer of the clay assuming a stress distribution of 1 horizontal to 2 vertical. *unit weight of dry sand = 14.72 kN/m3*arrow_forward
- Another 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_forwardA soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test, a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at additional stress of 160 kN/m2. Determine the angle made by the failure plane with the axial stress in the triaxial test. Hint: Draw the Mohr Circle. a.19 b.54.5 c.45.5 d.43arrow_forwardA soil has an unconfined compressive strength of 120 kN/m2. In a triaxial compression test a specimen of the same soil when subjected to a chamber pressure of 40 kN/m2 failed at an additional stress of 160 kN/m2. Determine angle of friction. Draw the Mohr Circlearrow_forward
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