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 17.9P
To determine
Find the settlement of the foundation.
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A 6 m. x 9 m. rectangular foundation carrying a uniform load of 288 kPa is applied to the ground surface. Compute the total vertical stress in kPa due to this uniform load at a depth of 6 m. below the center of the loaded area if unit weight of soil is 18,30 kN/m.
A square footing foundation, 3 m by 3 m, and positioned on the ground surface of a soil deposit, supports a column load of 1,350 kN. Determine the vertical stress resulting from the foundation loading at a depth 3 m below the base of the footing for locations beneath the center and beneath the edge, assuming:(a) Boussinesq conditions apply.(b) Westergaard conditions apply.
Consider 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)]
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Fundamentals of Geotechnical Engineering (MindTap Course List)
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- A 2.0 m wide continuous foundation carries a wall load of 350 kN/m in a clayey soil where = 19.0 kN/m3, c = 5.0 kN/m2, and = 23. The foundation depth is 1.5 m. Determine the factor of safety of this foundation using Eq. (6.28).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_forwardConsider 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_forward
- Figure 16.21 shows a continuous foundation with a width of 1.8 m constructed at a depth of 1.2 m in a granular soil. The footing is subjected to an eccentrically inclined loading with e = 0.3 m, and = 10. Determine the gross ultimate load, Qu(ei), that the footing can support using: a. Meyerhof (1963) method [Eq. (16.52)] b. Saran and Agarwal (1991) method [Eq. (16.53)] c. Patra et al. (2012) reduction factor method [Eq. (16.54)]arrow_forwardA 3 m 4 m footing, founded at 2 m depth in a clay, applies a net pressure of 200 kN/m2. The bed rock lies 10 m below the footing. The modulus of elasticity of the clay is 30 MN/m2. Using Janbus generalized relationship [Eq. (17.1)], assuming undrained conditions and flexible footing carrying uniform pressure, estimate the expected settlement.arrow_forwardA strip Foundation ( a long foundation in which the length is much longer than the width) of width 1m is used to transmit a load of 40 KN/ m from a block wall to the soil. Determine the increase in total vertical stress at a depth of 1m under the centre and at the edge of the foundation.arrow_forward
- A rectangular footing 6 x 3 m carries a uniform pressure of 300 kN/m 2 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_forwardA 1.5 m square footing carries a column with a service load of 105 kN. It is founded at a depthof 2 m on a medium stiff clay with an undrained shear strength of 42 kPa, an overconsolidationratio of 4, and a plasticity index of 35. The clay layer is 5 m thick and overlies a very stiff shale.Estimate the undrained settlement of the footing using the generalized elastic method withChristian and Carrier’s (1978) influence factors.arrow_forwardThe site for a commercial building project has the surface elevation lowered by 1.17 m to improve area grading for the building access, parking and drainage. The unit weight of the soil removed was 19 kN/m3. Foundations for the building will be constructed at the level of the new ground surface elevation. Each foundation is 1.5 m by 1.5 m square and imposes a bearing pressure of 275 kPa. Using the 2:1 approximation method determine the net increase in stress (kPa) at a depth of 1.3 m below the footing. Provide your answer to 2 decimal places. Do not include units in your answer.arrow_forward
- A 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_forwardA rectangular foundation 2.5m × 6m on a deposit of overconsolidated sandy gravel with past overburden pressure of 150 kPa is shown in the figure below along with the variation of the cone penetration resistance. Assuming that the bulk unit weight of the sandy gravel is 18 kN/m3and creep is at the end of ten years after construction, calculate the elastic settlement of the foundation using the strain influence factor methodarrow_forward
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CE 414 Lecture 02: LRFD Load Combinations (2021.01.22); Author: Gregory Michaelson;https://www.youtube.com/watch?v=6npEyQ-2T5w;License: Standard Youtube License