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 9, Problem 9.18P
To determine
Plot the expected additional settlement against the water table rise and discuss the rate of rise in the additional settlement with the water table rise.
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A 10 m x 6 m mat foundation is placed at 2.0 m depth in sand where the average value of N60 is 23. Determine the allowable net pressure that would limit the settlement to 75 mm, using the following equations.
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A circular foundation 12 ft in diameter imposes a pressure of 8,000 psf onto the soil. At the 12-ft depth, determine the vertical stress increase beneath the center and the edge of the loaded area, assuming:(a) the Westergaard conditions apply.(b) the 60° approximation.
Chapter 9 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- A 4.5m square foundation exerts a uniform pressure of 200kPaon a soil. Determine(i) The vertical stress increments due to the foundation load to adepth of 10 m below its center and(ii) The vertical stress increment at a point 3m below thefoundation and 4m from its center along one of the axes ofsymmetry.arrow_forwardA rectangular footing 6 x 3 m carries a uniform pressure of 300 kN/m2 on the surface of a soil mass. Determine the vertical stress at a depth of 4.5 m below the surface on the center line 1.0 m inside the long edge of the foundation.arrow_forwardSolve Problem 7.8 using Eq. (7.29). Ignore the post-construction settlement. 7.8 Solve Problem 7.4 with Eq. (7.20). Ignore the correction factor for creep. For the unit weight of soil, use γ = 115 lb/ft3. 7.4 Figure 7.3 shows a foundation of 10 ft × 6.25 ft resting on a sand deposit. The net load per unit area at the level of the foundation, qo, is 3000 lb/ft2. For the sand, μs = 0.3, Es = 3200 lb/in.2, Df = 2.5 ft, and H = 32 ft. Assume that the foundation is rigid and determine the elastic settlement the foundation would undergo. Use Eqs. (7.4) and (7.12).arrow_forward
- Consider a continuous foundation of width B = 1.4 m on a sand deposit with c = 0, = 38, and = 17.5 kN/m3. The foundation is subjected to an eccentrically inclined load (see Figure 6.33). Given: load eccentricity e = 0.15 m, Df = 1 m, and load inclination = 18. Estimate the failure load Qu(ei) per unit length of the foundation a. for a partially compensated type of loading [Eq. (6.89)] b. for a reinforced type of loading [Eq. (6.90)]arrow_forwardConsider a continuous foundation of width B = 1.4 m on a sand deposit with c' = 0, Φ' = 38° and γ = 17.5 kN/m3. The foundation is subjected to an eccentrically inclined load (see Figure 4.31). Given: load eccentricity e = 0.15 m, Df = 1 m, and load inclination β = 18°. Estimate the failure load Qu(ei) per unit length of the foundation a. for a partially compensated type of loading [Eq. (4.85)] b. for a reinforced type of loading [Eq. (4.86)]arrow_forwardFor the foundation shown below, determine the effective pressure increase at the middle of the clay layer shown (below the sand layer), by Boussinesq equationby 1:2 methodby isobarsNote: use SI units (1m=3.28 ft; 1 lb=4.448 N; 1 ton=9.81 kN)arrow_forward
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