For the design of a shallow foundation, given the following:Soil: ' = 20°c' = 52 kN/m²Unit weight, y = 15 kN/m³Modulus of elasticity, E, = 1400 kN/m²Poisson's ratio, μs = 0.35Foundation: L=2mB=1mDf = 1 mCalculate the ultimate bearing capacity. Use the equation:1-qu = c' NcFcs Fcd Fcc +qNqFqsFqdFqc + ½√BN√Fãs F√dƑxc2For '=20°, Nc = 14.83, N₁ = 6.4, and N₁ = 5.39.(Enter your answer to three significant figures.)qu =kN/m²

Answered: For the design of a shallow foundation,…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter5: Ultimate Bearing Capacity Of Shallow Foundations: Special Cases

Section: Chapter Questions

Problem 5.5P

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A square column foundation has to carry a gross allowable load of 1805 kN (FS = 3). Given: Df = 1.5 m, =15.9 kN/m3, = 34, and c = 0. Use Terzaghis equation to determine the size of the foundation (B). Assume general shear failure.
For the design of a shallow foundation, given the following: Soil: ' = 20° c=57 kN/m² Unit weight, y=18 kN/m³ Modulus of elasticity, E, = 1400 kN/m² Poisson's ratio, μs = 0.35 Foundation: L=2m B=1m D₁ =1m Calculate the ultimate bearing capacity. Use the equation: 1 qu= c'Ne Fes Fed Fec +qNqFqs FqdFqc + - BNF √s F√d F 2 For d'=20°, N = 14.83, N = 6.4, and N., = 5.39. (Enter your answer to three significant figures.) qu kN/m²
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)]
For the mat in Problem 16.15, what will be the depth, Df, of the mat for FS = 3 against bearing capacity failure? 16.15 Consider a mat foundation with dimensions of 18 m 12 m. The combined dead and live load on the mat is 44.5 MN. The mat is to be placed on a clay with cu = 40.7 kN/m2 and = 17.6 kN/m3. Find the depth, Df, of the mat for a fully compensated foundation.
In Problem 7.1, if there was no bedrock present for at least 12.0 ft below the foundation, what would the ultimate bearing capacity be? 7.1 A 7.5 ft wide rough continuous foundation is placed in the ground at 3.0 ft depth. There is bedrock present at 3 ft depth below the bottom of the foundation. The soil properties are c′ = 210 lb/ft2, ϕ′ = 25°, and γ = 115.0 lb/ft3. Determine the ultimate bearing capacity of the foundation.
initial void ratio, e0 = 1.2375 undrained shear strength, Cu = 450 pcf
A flexible circular footing of radius R carries a uniform pressure q. Find the depth (in terms of R) at which the vertical stress below the center is 20% of q.
A 2.0 m wide strip foundation is placed in sand at 1.0 m depth. The properties of the sand are: = 19.5 kN/m3, c = 0 and =34. Determine the maximum wall load that the foundation can carry, with a factor of safety of 3.0, using a. Terzaghis original bearing capacity equation with his bearing capacity factors b. Meyerhofs modified bearing capacity equation with appropriate factors (Tables 16.2 and 16.3).
It is proposed to place a 9 ft 9 ft foundation at 6 ft depth in a sandy soil, where the average N60 is 25 and the unit weight is 115.0 lb/ft3. Using Meyerhofs expressions presented in Section 9.6, estimate the allowable net pressure that would give 1.2 in. of settlement.
A continuous foundation is required in a soil where c=10kN/m2, =26, and =19.0kN/m3. The depth of the footing will be 1.0 m. The dead load and the live load are 600 kN/m and 400 kN/m, respectively. Determine the required width for the foundation based on allowable stress design with FS = 3, using Eq. (6.10) and Table 6.1.
Redo Problem 7.6 using Vesic’s (1975) solution [Eq. (7.12)]. 7.6 A 2.0 m wide continuous foundation is placed at 1.5 m depth in a saturated clay where cu = 40 kN/m2 and γ = 18.5 kN/m3. At 2.0 m below the ground level, this clay layer is underlain by a stiffer clay where cu = 60 kN/m2 and γ = 19.0 kN/m3. What would be the maximum wall load allowed with FS = 3? Use Eq. (7.11).
Refer to the rectangular combined footing in Figure 10.1, with Q1 = 100 kip and Q2 = 150 kip. The distance between the two column loads L3 = 13.5 ft. The proximity of the property line at the left edge requires that L2 = 3.0 ft. The net allowable soil pressure is 2500 lb/ft2. Determine the breadth and length of a rectangular combined footing.

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