Principles of Foundation Engineering (MindTap Course List)
8th Edition
ISBN: 9781305081550
Author: Braja M. Das
Publisher: Cengage Learning
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An anchored sheet-pile bulkhead is shown in Figure P14.10. Let L1 = 2 m, L2 = 6 m, l1 = 1 m, γ = 16 kN/m3, γsat = 18.86 kN/m3, Φ' = 32º, and c = 27 kN/m2.a. Determine the theoretical depth of embedment, D.b. Calculate the anchor force per unit length of the sheet-pile wall. Use the free earth support method.
Determine the factor of safety against heave on the downstream side of the single-row sheet pile structure shown in Figure 9.30. Use the following soil and design parameters: H1 = 7 m, H2 = 3 m, thickness of permeable layer (T) = 12 m, design depth of penetration of sheet pile (D) = 4.5 m, and γsat = 17 kN/m3
A cantilever sheet pile wall is supporting a horizontal backfill having a unit weight of 18 kN/m3. Active pressure coefficient Ka = 0.28 and a passive pressure coefficient Kp = 4.6. (1) Determine the value of “d” required for stability of the cantilever sheet pile using the Factored Moment Method (FMM). The Factor of Safety on passive resistance is 2, (2) determine the value of “d”required for stability of the cantilever sheet pile walls using the Factored Strength Method (FSM), (3) determine the value of “d” required for stability of the cantilever sheet pile walls using the Net Passive Pressure Method (NPPM). The Factor of Safety for lateral forces causing rotation is 1.5.
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- Figure 15.53 below shows a cantilever sheet pile driven into a granular soil where the water table is 2 m below the top of the sand. The properties of thesand are: ' = 40, m = 17.5 kN/m3, and sat = 19 kN/m3. It is proposed toexcavate to a depth of 6 m below the ground level. Determine the depth towhich the sheet pile mast be driven, using the net lateral pressure diagram. Fig. 15.53arrow_forwardFor the braced cut described in Problem 15.16, assume that all = 170 MN/m2. a. Determine the sheet pile section (section modulus) b. What is the section modulus of the wales at level A? 15.16 Refer to the braced cut in Figure 15.50, for which = 17 kN/m3, = 30, and c = 0. The struts are located at 3 m on center in the plan. Draw the earth pressure envelope and determine the strut loads at levels A, B, and C. FIG. 15.50arrow_forwardIn Problem 18.4, find the maximum bending moment in the sheet pile and determine the required section modulus, assuming an allowable stress of 190 MN/m2. 18.4 Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m; for the sand, =33, =16.5kN/m3, sat=19.0kN/m3; and, for the clay, c=50kN/m2, =0, sat=20kN/m3. Determine the depth of sheet pile required, allowing for a 50% increase from the theoretical estimate.arrow_forward
- The cross section of a braced cut supporting a sheet pile installation in a clay soil is shown in Figure 14.22. Given: H = 12 m, clay = 17.9 kN/m3, = 0, c = 75 kN/m2, and the center-to-center spacing of struts in plan view, s = 3 m. a. Using Pecks empirical pressure diagrams, draw the earth-pressure envelope. b. Determine the strut loads at levels A, B, and C.arrow_forwardRefer 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 frictionarrow_forwardA 4-m high embankment is to be constructed as shown in the Fig. 3 below. If the unit weight of soil used in the embankment is 19.0 kN/m3, calculate the vertical stress due to the embankment loading at points P1, P2 and P3. Use the Straight Line Law of Osterberg, 1957.arrow_forward
- A braced wall is shown in Figure 14.20. Given: H = 7 m, naH = 2.8 m, =30, =20, = 18 kN/m3, and c = 0. Determine the active thrust, Pa, on the wall using the general wedge theory. Figure 14.20arrow_forwardIn Problem 14.6, assume that Dactual = 1.3 Dtheory.a. Determine the theoretical maximum moment.b. Using Rowe’s moment reduction technique, choose a sheet-pile section. Take E = 210 x 103 MN/m2 and σall = 210,000 kN/m2.arrow_forward(c) A dam shown in Figure Q1 (c) retains 6m of water. A sheet pile wall on the upstreamside (which is to reduce seepage under the dam) penetrates 4m into a 10m thick of siltysand stratum. Below the silty sand is a thick deposit of clay. Assume that the silty sandis homogeneous and isotropic. (i) Calculate q in cm/s.(ii) Analyze the pore water pressure distribution on the front of the sheet pile (atevery 2m @ at points A, F and G). Given the Nd of points A, F and G are 0.5,1.5 and 3.0 respectively.(iii) Analyze the pore water pressure distribution at the base of the dam. (at every5m @ at points A, B, C, D and E). Given the Nd of points A, B, C, D and E are5.6, 6.7, 8.0, 10.0, 13.0 respectively.(iv) Determine the uplift force under the dam.(v) Calculate the factor of safety against piping. Given Lmin = 0.85m.arrow_forward
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