Given w = 6 kip/ft, P = 27 kips, M= 22 kip-ft a = 3 ft, b = 5 ft, c = 5ft, d = 5 ft.WMBbdWhat is the absolute maximumshear?E

Answered: Given w = 6 kip/ft, P = 27 kips, M = 22…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter13: Retaining Walls

Section: Chapter Questions

Problem 13.1P

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A planned flexible load area (see Figure P7.2) is to be 3 m × 4.6 m and carries a uniformly distributed load of 180 kN/m2. Estimate the elastic settlement below the center of the loaded area. Assume that Df = 2 m and H = . Use Eq. (7.4).
Refer to Figure P6.4. A strip load of q = 900 lb/ft2 is applied over a width B = 36 ft. Determine the increase in vertical stress at point A located z = 15 ft below the surface. Given: x = 27 ft. Figure P6.4
For the data given in this problem, determine the magnitude of the active thrust on the wall retaining a c soil, using the procedure discussed in Section 16.10. Given H = 15.0 ft, c = 100 lb/ft2, = 26, = 115 lb/ft3, kv = 0, and kh = 0.3.
A steel pile (H-section; HP 360 1.491; see Table 18.1) is driven into a layer of sandstone The length of the pile is 18.9 m. Following are the properties of the sandstone: Unconfined compression strength = qu(lab) = 78.7 MN/m2 Angle of friction = 36 Using a factor of safety of 3, estimate the allowable point load that can be carried by the pile. Use Eq. (18.42).
For the drilled shaft described in Problem 19.7, estimate the total elastic settlement at working load. Use Eqs. (18.45), (18.47), and (18.48). Assume that Ep = 20 106 kN/m2, s = 0.3, Es = 12 103 kN/m2, = 0.65 and Cp = 0.03. Assume 80% mobilization of skin resistance at working load. (See Part c of Problem 19.7) 19.7 Figure 19.16 shows a drilled shaft without a bell. Here, L1 = 6 m, L2 = 7 m, Ds = 1.5 m, cu(1) = 50 kN/m2, and cu(2) = 75 kN/m2. Find these values: a. The net ultimate point bearing capacity. Use Eqs. (19.23) and (19.24) b. The ultimate skin resistance. Use Eqs. (19.26) and (19.28) c. The working load, Qw (FS = 3) FIG. 19.16
Redo Problem 14.1 with the following: L1 = 3m, L2 = 6 m, γ = 17.3 kN/m3, γsat = 19.4 kN/m3, and ϕ′ = 30°. 14.1 Figure P14.1 shows a cantilever sheet-pile wall penetrating a granular soil. Here, L1 = 4 m, L2 = 8 m, γ = 16.1 kN/m3, γsat = 18.2 kN/m3, and ϕ′ = 32°. What is the theoretical depth of embedment, D? For a 30% increase in D, what should be the total length of the sheet piles? Determine the theoretical maximum moment of the sheet pile.
Refer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf = 3.05 m, and D = 0.406 m. The water table coincides with the top of the clay layer. Determine the total downward drag on the pile. Assume that = 0.6 clay. FIG. 18.26 Negative skin friction
A steel pile (H-section; HP 310 125; see Table 12.1a) is driven into a layer of sandstone. The length of the pile is 25 m. Following are the properties of the sandstone: unconfined compression strength = qu(lab) = 80 MN/m2 and angle of friction = 36. Using a factor of safety of 3, estimate the allowable point load that can be carried by the pile. Use [qu(design) = qu(lab)/5].
Solve Problem 12.13 using Eqs. (12.59) and (12.60). 12.13 A concrete pile 16 in. × 16 in. in cross section is shown in Figure P12.13. Calculate the ultimate skin friction resistance by using the α method [use Eq. (12.61) and Table 12.11] λ method β method Use for all clays, which are normally consolidated.
A concrete pile 16 in. 16 in. in cross section is shown in Figure P12.13. Calculate the ultimate skin friction resistance by using the a. method [use Eq. (12.61) and Table 12.11] b. method c. method Use R=20 for all clays, which are normally consolidated.
A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.
Refer to the pile shown in Figure P9.1. Estimate the side resistance Qs by Using Eqs. (9.40) through (9.42). Use K = 1.5 and Coyle and Castello’s method [Eq. (9.44)]

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Given w = 6 kip/ft, P = 27 kips, M = 22 kip-ft a = 3 ft, b = 5 ft, c = 5 ft, d = 5 ft. W M B b d What is the absolute maximum shear? E