Principles of Foundation Engineering (MindTap Course List)
8th Edition
ISBN: 9781305081550
Author: Braja M. Das
Publisher: Cengage Learning
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Chapter 5, Problem 5.16P
To determine
Find the ultimate bearing capacity of the given foundation.
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It is required to design a cantilever retaining wall to retain a 5.0 m high sandy backfill. The dimensions of the cantilever wall are shown in Figure 15.52 along with the soil properties. Check the stability with respect to sliding and overturning, based on the active earth pressures determined, usinga. Coulomb's earth pressure theory (δ' = 24°), andb. Rankine's earth pressure theory.The unit weight of concrete is 24 .0 kN/m3
Compare the stress increase occurring 2 m below the center of a 3 m by 3 m square foundation imposing a bearing pressure of 145 kPa (145 kN/m2) when:(a) the Boussinesq stress distribution is assumed.(b) the 60° approximation is assumed.
A 6m high vertical retaining wall is used to retain a soil of unit weight 18 kN/m3 and slope 20°. The soil is a cohesionless soil with internal friction angle of 40°. Compute the coefficient of active earth pressure from the given data.
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Principles of Foundation Engineering (MindTap Course List)
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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.arrow_forwardA clayey soil has an unconfined bearing capacity factor of 48 kN/m2 and an angle of internal friction of 25o. Calculate (1) Terzaghi’s bearing capacity factor Nq, (2) Terzaghi’s bearing capacity factor Nc, and (3) Terzaghi’s bearing capacity factor Nγ using the following formula below.arrow_forwardA clayey soil has an unconfined bearing capacity factor of 48 kN/m2 and an angle of internal friction of 25o. Calculate (1) Terzaghi’s bearing capacity factor Nq, (2) Terzaghi’s bearing capacity factor Nc, and (3) Terzaghi’s bearing capacity factor Nγ using the given graph.arrow_forward
- A braced cut is carried out to 10 m depth at a site where the soil consists of 4 m of sand ( = 17.0 kN/m3, = 33) at the top underlain by 6 m of clay ( = 18.5 kN/m3, c = 35 kN/m2). a. What would be the average value of cohesion and the unit weight for the equivalent homogeneous soil profile? b. Show the lateral earth pressure envelope you would use in determining the strut loads.arrow_forwardA circular foundation of 1.5 m diameter is constructed in a sand deposit. Given: Df =1 5 m, soil friction angle Ø =35o and soil unit weight γ =17 4kN/m3. Estimate the ultimate uplift capacity of the foundation.arrow_forwardCalculate the soil volume distortion settlement under the center of a 2-m-wide strip foundation (flexible type) which carries a loading of 400 kN per meter of wall length. The foundation bears on a saturated clay stratum (cohesion c is 75 kPa) that is 10 m deep. Rock underlies the clay.arrow_forward
- A 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_forwardThe table gives the standard penetration numbers determined from a sandy soil deposit in the field: Using Eq. (12.19), determine the variation of the peak soil friction angle, . Estimate an average value of for the design of a shallow foundation. Note: For depth greater than 6 m, the unit weight of soil is 18.55 kN/m3.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_forward
- The excavation 3 × 6 m for a foundation is to be made to a depth of 2.5 m below ground level in a soil of bulkunit weight = 20 kN/m3.What effect this excavation will have on the vertical pressure at a depth of 6 m measuredfrom the ground surface vertically below the centre of foundation? The influence factor for m = 0.43 and n = 0.86 is 0.10.arrow_forwardA shallow square foundation for a column is to be constructed. It must carry a net vertical load of 1000 kN. The soil supporting the foundation is sand. The standard penetration numbers (N60) obtained from field exploration are as follows: FIG. 17.15 The groundwater table is located at a depth of 12 m. The unit weight of soil above the water table is 15.7 kN/m3, and the saturated unit weight of soil below the water table is 18.8 kN/m3. Assume that the depth of the foundation will be 1.5 m and the tolerable settlement is 25 mm. Determine the size of the foundation.arrow_forwardCalculate the settlement under the center of a flexible foundation 4 m by 4 m due to volume distortions occurring in a saturated clay stratum but where rock exists at a depth 8 m below the foundation. The clay shear strength c is 60 kPa. The total foundation loading imposed onto the soil is 2,400 kN.arrow_forward
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