Q3: B- : For a given flow net of water flow around a sheet pile in Figure below, if the critical hydraulic gradient equal to 0.941, compute the minimum length of the sheet pile (d) which keep it safe against quick sand by Terzaghi's method. Sheet pile Ah =1.1m AC E dx d/2 section Sandy soil: Impervious Layer

Q3: B- : For a given flow net of water flow around a sheet pile in Figure below, if the critical hydraulic gradient equal to 0.941, compute the minimum length of the sheet pile (d) which keep it safe against quick sand by Terzaghi's method. Sheet pile Ah =1.1m AC E dx d/2 section Sandy soil: Impervious Layer

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter12: Pile Foundations

Section: Chapter Questions

Problem 12.35P

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m DrahmedsoilMechanicsnoteschapter5.pdf Downloads/DrahmedsoilMechanicsnoteschapter5.pdf Example 5.15 A sheet pile wall drove into silty having 5*10-8 m/sec. find the quantity of soil a 7 m permeability of 1.75 m 15m seepage, pore water 1.0m 3.5 m 0.75m pressure at points (A to J), and exit gradient. 7 m Impermeable la Solution • The sheet pile wall length is in direction perpendicular to the page • The problem is two-dimensional flow • LB is upstream equipotential line • JK is downstream equipotential line • BF, FJ, and MN is flow lines • H = 7- 1.75 = 5.25 m, Nr = 4, Na = 8 = 5. 10-8. 5.25 = 13.125 + 10-8 m/sec/m length q = kH The difference in the total head is 5.25m and the Na = 8 so in each drop. loose 5.25/8 = 0.656m
For a given flow net around a sheet pile wall, determine the following How high will the water be in piezometers located at point a, b, c and d, Rate of seepage through flow channel II, Total rate of seepage The soil permeability is 5 x 10-3 cm/sec .
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.
Redo 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.
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.
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 friction
Consider a 500 mm diameter pile having a length of 18 m in a clay. Given: γ = 20.0 kN/m3 and cu = 60 kN/m2. Determine the maximum allowable load (Qall) with FS = 3. Use the α method and Table 12.11 for determining the skin friction and Eq. (12.20) for determining the point load. Allow a factor of safety of 3. What percentage of the ultimate load is being carried by the pile shaft? Is it a friction pile?
Determine the consolidation settlement of piles group shown below. Sand y = 105 lb/ft³ Groundwater table: 2V:1H Clay Clay (not to scale) (30 f Q = 500 Kip Δαίν Aσ(2) ∙3 ft 27 ft 21 ft (3), 40(3) 2V:1H 6 ft Clay = Ysat 48 ft e,, = 0.82 C₁ = 0.3 115 lb/ft³ 7. Rock Pile group: L = 9 ft: B₂ = 6 ft Ysat = 120 lb/ft³ -0.7 ea 12 ft C = 0.2 $6 it e Ysat = 122 lb/ft³ = 0.75 C = 0.25
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 fixed earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the requirea 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 fa-210 MN/m²) D O 7.0m. Yt = 16.5 kN/m³ $' = 30° Z Loose sand fill: Yt 19.5 kN/m3 $' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 1.5m. 0.5m. kN/m²
A 24 inch square prestressed concrete pile is to be driven to a depth of 68 ft into the following soil profile: Undrained Shear Strength, S (lb/ft²) 1000 1300 2000 2500 Soil Classification Silty clay ITT Clayey silt Clay Clay Depth (ft) 0-10 10-32 32-40 40-70 Unit Weight, y (lb/ft³) 110 118 116 119 The groundwater table is at a depth of 5 ft. Make layers with 8 or 10 ft. Using the alpha model with a factor of safety of 3.0, compute the ASD allowable downward load capacity, Pa.
A frictional pile with a circular cross- section (diameter = D) is pushed into the soil to a distance (L) and then it is %3D subjected to an axial force (P) on its top end. Derive a formula to calculate the normal stress in any section x. f N/mm2 D Cross section Maximum size for new files: 128MB Files
Q-4: The following figure shows the flow net for seepage of water around a single row of sheet piles driven into a permeable layer. Calculate how deep the sheet pile should be driven (h) to achieve factor of safety = 3 against downstream heave, given that ysat for the permeable layer = 18 kN/m3. (Note: Thickness of permeable layer T = 18 m) H₁ = 10 m (h) Heave zone Sheet pile ►||1| Impermeable layer H₂ = 2 m Ysat 18 kN/m³