Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 15, Problem 15.26CTP
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 the sand are: ϕ' = 40°, γm = 17.5 kN/m3, and γsat = 19 kN/m3. It is proposed to excavate to a depth of 6 m below the ground level. Determine the depth to which the sheet pile mast be driven, using the net lateral pressure diagram.
Fig. 15.53
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A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the skin friction resistance of the pile in kN?
None of the choices
1684.170
1477.156
1257.150
1322.744
866.118
Please answer this asap. For upvote. Thank you vey much.
A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the allowable axial load capacity of the pile in kN?
5476.785
1750.169
1127.606
2439.011
None of the choices
2365.846
Please answer this asap. For upvote. Thank you very much
A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the skin friction resistance of the pile in kN?
What is the skin friction resistance of the pile in kN?
None of the choices
1684.170
1477.156
1257.150
1322.744
866.118
Please answer this asap. For upvote. Thank you very much
Chapter 15 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
Ch. 15 - Prob. 15.1PCh. 15 - Prob. 15.2PCh. 15 - Prob. 15.3PCh. 15 - Prob. 15.4PCh. 15 - Prob. 15.5PCh. 15 - Prob. 15.6PCh. 15 - Prob. 15.7PCh. 15 - Prob. 15.8PCh. 15 - Prob. 15.9PCh. 15 - Prob. 15.10P
Ch. 15 - Prob. 15.11PCh. 15 - Prob. 15.12PCh. 15 - Prob. 15.13PCh. 15 - Prob. 15.14PCh. 15 - Prob. 15.15PCh. 15 - Refer to the braced cut in Figure 15.50, for which...Ch. 15 - For the braced cut described in Problem 15.16,...Ch. 15 - Refer to Figure 15.51 in which = 17.5 kN/m3, c =...Ch. 15 - Refer to Figure 15.27a. For the braced cut, H = 6...Ch. 15 - Prob. 15.20PCh. 15 - Determine the factor of safety against bottom...Ch. 15 - Prob. 15.22PCh. 15 - The water table at a site is at 5 m below the...Ch. 15 - Prob. 15.24PCh. 15 - Prob. 15.25CTPCh. 15 - Figure 15.53 below shows a cantilever sheet pile...
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- Problem #1 The figure below shows a cantilever sheet-pile wall penetrating a granular soil. Here, L₁ = 4 m, L₂ = 8 m, unit weight above water table= 16.1 kN/m³, saturated unit weight = 5 18.2 kN/m³, and friction angle of sand = 32 degrees. a. What is the theoretical depth of embedment, D? b. For a 30% increase in D, what should be the total length of the sheet piles? c. Determine the theoretical maximum moment of the sheet pile. d. If the allowable flexural stress = 170 MPa, compute the required section modulus of the sheet pile. Water table Dredge line Sand Y <=0 Sand Ysat c'=0 Sand Ysat c'=0arrow_forwardEx: The figure below is a proposed weir floor with three vertical piles. calculate the uplift pressure distribution under the floor of the weir at key point by khosla's creep flow theory? 106.00 102.25 1:5 100.50 100.00 98.50 99.25 [97.25L b = 15.75 b = 34.75 D, [93.00 93.00 b, = 15 b, = 34 91.00 b = 50.5arrow_forward1. Figure 3 shows a cantilever sheet pile wall, determine the: Sand 3 m y = 16 kN/m3 O' = 30 %3! Sand Ysat = 19 kN/m3 O' = 30 6 m Clay Ysat = 19 kN/m3 Cu = 54 kPa D %3D Figure 3 (a) Theoretical depth of embedment,arrow_forward
- Problem #1 The figure below shows a cantilever sheet-pile wall penetrating a granular soil. Here, L1 = 4 m, L2 = 8 m, unit weight above water table= 16.1 kN/m3, saturated unit weight = 5 18.2 kN/m3, and friction angle of sand = 32 degrees. a. What is the theoretical depth of embedment, D? b. For a 30% increase in D, what should be the total length of the sheet piles? c. Determine the theoretical maximum moment of the sheet pile. d. If the allowable flexural stress = 170 MPa, compute the required section modulus of the sheet pile.arrow_forward2. Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the Ka for the loose sand is 0.3 while the K₂ and Kp for the dense sand are 0.2 and 13.125, respectively. Using the free earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. D 7.0m. Yt = 16.5 kN/m³ ' = 30° Loose sand fill: Yt 19.5 kN/m3 ' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 kN/m² 1.5m. 0.5m. Tarrow_forwardA 5 m wide braced excavation is made in a saturated clay, as shown in Figure P19.1, with the following properties: c =20 kN/m?, 4= 0, and y = 18.5 kN/m³. The struts are spaced at 5 m center to center in plan. a. Determine the strut forces. b. Determine the section modulus of the sheet pile required, assuming oall = 170 MN/m². c. Determine the maximum moment for the wales at levels B and C. 5 m A 1 m | 3 m B | 2 m Imarrow_forward
- 6.5 The sides of an excavation 3.0m deep in sand are to be supported by a cantilever sheet pile wall. The water table is 1.5 m below the bottom of the excavation. The sand has a saturated unit weight of 20 kN/m³, a unit weight above the water table of 17 kN/m³ and the characteristic value of o' is 36°. Using the traditional method, determine the required depth of embedment of the piling below the bottom of the excavation to give a factor of safety of 2.0 with respect to passive resistance. Marrow_forward2. Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the K₂ for the loose sand is 0.3 while the K₂ and Kp for the dense sand are 0.2 and 13.125, respectively. Using the free earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. c) Select a sheet pile section from the Table 9.1 (E-210x10³ MN/m² and far-210 MN/m²) 3. Re-design the wall using the fixed earth support method and comment on the different results from the two methods. 7.0m. D Yt = 16.5 kN/m³ $' = 30° Loose sand fill: Yt = 19.5 kN/m3 ' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° ↓q=10 1.5m. 0.5m. kN/m²arrow_forward2. Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the Ka for the loose sand is 0.3 while the Ka and Kp for the dense sand are 0.2 and 13.125, respectively. Using the free earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. c) Select a sheet pile section from the Table 9.1 (E=210x10³ MN/m² and fair-210 MN/m²) kN/m² D 7.0m. Yt = 16.5 kN/m³ o'= 30° Loose sand fill: Yt 19.5 kN/m3 o' = = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 1.5m. 0.5m. Tarrow_forward
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