Aprecast concrete pile, 305 x 305mm in size is proposed to be installed at a site where two layersof sand exist. The upper layer is 3.7 m thick medium dense sand with y= 16 kN/m² and 6 35ºThe lower layer is a thick deposit of dense sand with y 19 kN/m² and 6 = 37°a) Differentiate between bored and driven piles inprocesses to the surrounding soil.terms of the effects of their installation

Differences Between Bored and Driven Piles in Terms of Installation Effects on Surrounding SoilBored…

Answered: Aprecast concrete pile, 305 x 305mm in…

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter18: Pile Foundation

Section: Chapter Questions

Problem 18.21P: Refer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf...

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Refer 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 friction
A 50 cm diameter precast pile is driven by 9 m into a sandy soil. The standard penetration test results, prformed on this ground, are given in the table below: Depth below ground surface (m) 3.0 4.5 6.0 7.5 9.0 10.5 12.0 SPT (N55) 6 12 12 20 24 35 39 1.5 4 If the skin resistance is equal to (ts=2 x (average Nss along the pile shaft)} kPa. Compute the number of piles that needed to support a total load of 4400 KN with factor of safety (2.5).
A 16 in diameter, 55 ft long drilled displacement pile is to be constructed in the following soil profile. Depth (ft) Soil Description Unit Weight (lb/ft3) Undrained Shear Strength (lb/ft2) 0–10 Sandy silt 115 800 10–35 Silty clay 105 4000 35–50 Silty clay 112 1500 50–65 Clay 115 2000 The groundwater table is at a depth of 10 ft. Using a factor of safety of 3.0, determine the ASD allowable downward load capacity.
A 50 cm square precast pile is driven by 9 m into a sandy soil. The standard penetration test results, prformed on this ground, are given in the table below: Depth below ground surface (m) SPT (Nss) 1.5 3.0 4.5 4 6 6.0 12 12 20 24 35 39 If the skin resistance is equal to {T, = 2 x (average Nss along the pile shaft)) kPa. Compute the factor of safety available, if 1100 kN of compressive load is applied on this pile. 7.5 9.0 10.5 12.0
State the method to determine the N-value of soil and the normal N-value required for supporting friction piles
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
Estimate ultimate capacity of a timber pile with tip diameter of 180 mm and top diameter of 360 mm, driven to 12 m depth in the following soil profile: 0-3m sand: medium dense 3-7m clay: clay: with unconfined compressive strength 100 kPa compressive strength 200 kPa 7-11m 11-15m gravel: N6o=30 Water Table at 3m depth Assume soil unit weight 19 KN/m³
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
The section of 4*5 group pipe pile, each 15 m in long, embedded in clay layer, the diameter of pile = 403 mm, the center to center spacing of the piles is 700 mm. The clay layer properties, Cu = 60 kN/m2, saturated unit weight = 18.33 kN/m3 Solve the questions 5 - 8. Find the empirical adhesion factor (a) * 1 0.92 0.82 0.74 0.62 None of the above.
Determine the consolidation settlement of piles group shown below. Sand y = 105 lb/ft³ Groundwater table 45 ft 2V:1H Clay Clay (not to scale) 30 ft Q₂ = 500 Kip di A A0(2) x 3 ft 27 ft 21 ft (3 40(3) 2V:IH 6 ft Cay Ysat = 115 lb/ft³ 48 ft = 0.82 C₁ = 0.3 Ysat = 120 lb/ft³ € = 0.7 12 ft C = 0.2 Rock Pile group: L = 9 ft: B,= 6 ft Ysat = 122 lb/ft³ 6te = 0.75 C₂ = 0.25
A group of 9 piles of 27 cm diameter is arranged in a square configuration with a center-to-center spacing of 1.09 m. The length of the piles is 8 m. Unit cohesion of the clay is 97 kPa. Determine the ultimate group capacity of the pile group based on block failure. Assume adhesion factor of 0.76. Round off to two decimal places.
The group pile below is to be built in normally consolidated clay. Calculate the consolidation settlement in cm. Cap Size: B = 4 m; L = 5 m Group Pile Dimensions: Bg = 3 m; Lg = 4 m ; cm³ Y = 1.8 gr Clay Parameters: Ysat = 2.gr 9 m 1 m 4 m cm3 m₂ = 3.75 * 10-3 m² /ton 150 ton Saturated Clay Sand

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