EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 9780100547056
Author: Das
Publisher: YUZU
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Chapter 2, Problem 2.10P
To determine
Plot the flow net and determine the seepage loss per length of the sheet pile.
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Refer to Figure 8.23. Given:• H1 = 6m• H2 = 1.5 m• D = 3 m• D1 = 6 mDraw a flow net. Calculate the seepage loss per meter length of the sheet pile (at a right angle to the cross section shown).
Given the sketch of half of a symmetrical Flow Net shown in Figure H8-4, compute the total head, pressure head, and elevation head for a point halfway up the sheet pile from its base, on either side of the sheet pile (i.e., Points C and B are on the left and right faces of the sheet pile). Assume the water is 5 m and 1 m above the ground surface in the upstream and downstream sides of the sheet pile, respectively. Use the bottom of the silty sand soil as the Datum.
For the flow net shown in the figure below, if the datum is selected at the downstream water surface, determine:
(a) the total head at point b;
(b) the pressure head at point b if point b is 11 m below the downstream ground surface (or 13 m below the downstream water surface);
(c) uplift pressure at point b;
(d) the factor of safety against heave on the downstream side of the single-row sheet pile structure shown below. The depth of penetration of sheet pile (D) is 4.5 m. (Note: the blue dashed area is the heave zone)
Chapter 2 Solutions
EBK PRINCIPLES OF FOUNDATION ENGINEERIN
Ch. 2 - Prob. 2.1PCh. 2 - Prob. 2.2PCh. 2 - Prob. 2.3PCh. 2 - Prob. 2.4PCh. 2 - Prob. 2.5PCh. 2 - Prob. 2.6PCh. 2 - Prob. 2.7PCh. 2 - Prob. 2.8PCh. 2 - Prob. 2.9PCh. 2 - Prob. 2.10P
Ch. 2 - Prob. 2.11PCh. 2 - Prob. 2.12PCh. 2 - Prob. 2.13PCh. 2 - Prob. 2.14PCh. 2 - Prob. 2.15PCh. 2 - For a normally consolidated soil, the following is...Ch. 2 - Prob. 2.17PCh. 2 - Prob. 2.18PCh. 2 - Prob. 2.19PCh. 2 - Prob. 2.20PCh. 2 - Prob. 2.21PCh. 2 - Prob. 2.22PCh. 2 - Prob. 2.23PCh. 2 - Prob. 2.24PCh. 2 - Prob. 2.25PCh. 2 - Prob. 2.26PCh. 2 - Prob. 2.27P
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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- Figure 18.26a shows a pile. Let L = 20 m, D = 450 mm. Hf = 4m, f = 17.5 kN/m3, fill = 25. Determine the total downward drag force on the pile. Assume that the fill is located above the water table and that = 0.5 fill. FIG. 18.26 Negative skin frictionarrow_forwardRefer 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_forwarda) Determine the seepage loss per meter length of the sheet pile if hydraulic conductivity, k is 4.1 X 10-4 cm/sec.arrow_forward
- The sheet pile shown on the figure below is driven into a soil with a permeabilityk = 22 × 10-4 cm/s. Calculatea- the seepage loss per metre lengthb- the pore water pressure at the 12 points shown on the figure.arrow_forwardThe Figure below shows a long pile wall driven in sand with Coefficient of permeability K= 0.05cm/sec.it is required to: 1.Estimate the max. possible value of dimension h, where Ah=1.2. 2.Calculate the seepage loss (m /day) per meter of wallarrow_forwardDraw a flow net for a single row of sheet piles driven into a permeable layer as showin Figure Q3 (b) below. Thus, determine the seepage loss per meter length of thesheet pile.H1 = 9.6 m D = 5 mH2 = 3.7 m D1 = 13 marrow_forward
- 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/m3arrow_forwardA flownet for flow around a single row of sheet piles in a permeable soil layer is shown in Figure 1 below. Given the hydraulic conductivity is 5 x 10-3 cm/sec. Determine: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_forward
- A 600 mm diameter and 25 m long driven concrete pile carries a column load of 1200 kN. It is estimated that the shaft carries 900 kN and the point carries 300 kN. Determine the settlement of the pile head using the Poulos and Davis method with the following data: Es = 25 MN/m2, Ep = 30,000 MN/m2, and s = 0.2arrow_forwardRedo Problem 12.30 assuming that the water table coincides with the top of the fill and that sat(fill) = 19.8 kN/m3. If the other quantities remain the same, what would be the downward drag force on the pile? Assume ' = 0.5fill. 12.30 Figure 12.49a shows a pile. Let L = 15 m, D (pile diameter) 305 mm, Hf = 3 m, fill = 17.5 kN/m3, and fill = 25°. Determine the total downward drag force on the pile. Assume that the fill is located above the water table and that = 0.5fill.arrow_forwardConsider a continuous flight auger pile in a sandy soil deposit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth. Estimate the ultimate load-carrying capacity of the pile. Assume unit weight of soil, γ = 15.5 kN/m3.arrow_forward
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