2. For the cantilever retaining wall shown in Figure P8.1, let the following data be given: H=8m, x₁ = 0.4 m, x2 = 0.6 m, x3 = 1.5 m, x4 = 3.5 m, x5 = 0.96 m, D = 1.75 m, a = 10° Wall dimensions: Soil properties: γι Y₁ = 16.5 kN/m³, ₁ = 32°, y₂ = 17.6 kN/m³, 2 = 28°, c'₁₂ = Y2 30 kN/m² Calculate the factor of safety with respect to overturning, sliding, and bearing capacity. (Please use Meyerhof's bearing capacity equation to estimate quit) (use Rankine earth pressure theory) D X1 انمار H γι c₁₁ = 0 Φί ← x3 —← x2 x4 355 Y2 X5

2. For the cantilever retaining wall shown in Figure P8.1, let the following data be given: H=8m, x₁ = 0.4 m, x2 = 0.6 m, x3 = 1.5 m, x4 = 3.5 m, x5 = 0.96 m, D = 1.75 m, a = 10° Wall dimensions: Soil properties: γι Y₁ = 16.5 kN/m³, ₁ = 32°, y₂ = 17.6 kN/m³, 2 = 28°, c'₁₂ = Y2 30 kN/m² Calculate the factor of safety with respect to overturning, sliding, and bearing capacity. (Please use Meyerhof's bearing capacity equation to estimate quit) (use Rankine earth pressure theory) D X1 انمار H γι c₁₁ = 0 Φί ← x3 —← x2 x4 355 Y2 X5

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter15: Retaining Walls, Braced Cuts, And Sheet Pile Walls

Section: Chapter Questions

Problem 15.9P

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Refer to Figure 15.27a. For the braced cut, H = 6 m, Hs = 2 m, s = 16.2 kN/m3, angle of friction of sand, s=34, Hc = 4 m, c = 17.5 kN/m3, and the unconfined compression strength of the clay layer, qu = 68 kN/m2. a. Estimate the average cohesion, cav, and the average unit weight, av, for development of the earth pressure envelope. b. Plot the earth pressure envelope. FIG. 15.27 Layered soils in braced cuts
The elevation and plan of a bracing system for an open cut in sand are shown in Figure 14.21. Using Pecks empirical pressure diagrams, determine the design strut loads. Given: sand = 18 kN/m3, ' = 38, x = 3 m, z = 1.25 m, and s = 3 m.
A 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.
Solve 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).
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)]