9.5 Refer to Figure 9.14. Given: L = 4 m; for sand, y = 16 kN/m2: ø' = 35°; and, for clay, Yat = 19.2 kN/m³ and c %3D 45 kN/m?. Determine the theoretical value %3D of D and the maximum moment.
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I am looking for the solution for question 9.5, thank you
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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 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 muchA 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
- 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'=0Problem #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.1. 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,
- 2. 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/m²14.10 An anchored sheet-pile bulkhead is shown in Figure P14.10. Let L₁= 2 m, L₂=6m, /,= 1 m, y = 16 kN/m³, Ysat 18.86 kN/m³, d' = 32°, 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. 只考求D Water table Anchor Sand Sand Yo e'=0 Clay Figure P14.10An 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.
- 2. 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. T12.37 Figure P 12.37 shows a group pile in clay. Determine the consolidation settlement of the group. Use the 2:1 method to estimate the average effective stress in the clay layers. 1335 KN K- 3 m ++ 3 m * 18 m 5 m 3 m ↓ 2.75 m X 2.75 m Group plan FIGURE P12.37 Groundwater table 15 m Rock Sand y = 15.72 kN/m² Sand Ysat = 18.55 kN/m³ Normally consolidated clay Ysat = 19.18 kN/m³ € = 0.8 C = 0.8 Normally consolidated clay Ysat = 18.08 kN/m³ % = 1.0 C = 0.31 Normally consolidated clay Ysat = 19.5 kN/m³ € = 0.7 C₂ = 0.26Ex: 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 = 50.5