Answer fast An 18"x18"x 48.4' Pile was driven 45.3' (embedment depth) into layered deposit at I-95 inJacksonville, Florida. The pile was instrumented with pairs of strain gages at depths (distancefrom top of pile) of 2.98ft, 18.87ft, 28.71ft, 38.55ft and 45.4ft. After one month, a top-down staticload test was performed with a jack, load cell, and (Linear Variable Differential Transformer)LVDT displacement indicator for top measurements. Shown in the provided spreadsheet are themean raw results from all devices. Answer the following questions,1) What is the estimated capacity of the pile according to Davisson and Debeer?2) What is the distribution of load within the pile for Top Loads of approximately 50 kips, 120kips, 200 kips, 250 kips, 300 kips, and 375 kips?3) Estimate the Load transfer (fs - Z) curve for section of pile from 28.7 ft to 38.55ft.

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Answered: An 18"x18"x 48.4' Pile was driven 45.3'…

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 12.37P

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A static load test has been conducted on a 60 ft long, 16 in square reinforced concrete pile which has been driven from a barge through 20 ft of water, then 31 ft into the underlying soil. Telltale rods A and B have been embedded at points 30 ft and 59 ft from the top of the pile, respectively. The data recorded at failure was as follows: Load at head = 139,220 lb, settlement at head = 1.211 in, settlement of telltale rod A = 1.166 in, settlement of telltale rod B = 1.141 in. Use the data from telltale rod A to compute the modulus of elasticity of the pile, then use this value and the remaining data to compute q'n and the average fn value. Hint: Telltale rod A is anchored only 1 ft from the mud line (the top of the soil). There is essentially no side friction resistance between the top of the pile and this point, so the force at a depth of 30 ft is essentially the same as that at the top of the pile.
A static load test has been conducted on a 60 ft long, 16-in square reinforced concrete pile which has been driven from a barge through 20 ft of water, then 31 ft into the underlying soil. Telltale rods A and B have been embedded at points 30 ft and 59 ft from the top of the pile, respectively. The data recorded at failure was as follows: Load at head = 139,220 lb, settlement at head = 1.211 in, settlement of telltale rod A=1.166 in, settlement of telltale rod B=1.141 in. Find: (1) Use the data from telltale rod A to compute the modulus of elasticity of the pile, then (2) use this E value and the remaining data to compute qn' and the average fn value.
13.10 A static load test has been conducted on a 60-ft long, 16-inch square reinforced concrete pile then use this value and the remaining data to compute q,' and the average f, value in the soil. respectively. The data recorded at failure was as follows: Load at head = 139,220 lb, settle- ment at head = 1.211 in, settlement of telltale rod A = 1.166 in, settlement of telltale rod B = 1.141 in. Use the data from tell tale rod A to compute the modulus of elasticity of the pile, which has been driven from a barge through 20 ft of water, then 31 ft into the underlying soil. Telltale rods A and B have been embedded at points 30 ft and 59 ft from the top of the pile, , Telltale rod A is anchored only 1 ft from the mud line (the top of the soil). There is es- ially no side-friction resistance between the top of the pile and this point, so the force at a depth of 30 ft is essentially the same as that at the top of the pile.
3) If the concrete cylinder is not completely submerged and the immersed weight (WI) is recorded, what effect does the incorrect reading have on the unit weight of the concrete? Justify your answer. 4) Is it OK to take a sample of sand or gravel from the very top surface of the pile when testing the material? Justify your answer.
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
I need detailed explanation solving this exercise from Foundation Engineering, step by step please.
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?
A steel pile (H-section; HP 360 1.491; see Table 18.1) is driven into a layer of sandstone The length of the pile is 18.9 m. Following are the properties of the sandstone: Unconfined compression strength = qu(lab) = 78.7 MN/m2 Angle of friction = 36 Using a factor of safety of 3, estimate the allowable point load that can be carried by the pile. Use Eq. (18.42).
Explain the difference between a rigid analysis and a nonrigid analysis for lateral pile loading. Think about soil-structure interaction.
[Geotechnical design] Please finish the answer step by step and clear to see. Thank you!
Show a detailed step by step solution
Provide Feld’s rule for determining group capacity of pile groups ?

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