George Washington University Drammen Clay Geotechnical Engineering Report Implement the ULS design (choose one design approach) of the group of piles, Esti

George Washington University Drammen Clay Geotechnical Engineering Report Implement the ULS design (choose one design approach) of the group of piles, Estimate the settlement of the pile cap assuming the cap to be rigid. Geotechnical Engineering Project Description
The subsurface conditions at a site consist of a thick deposit of a soil known as
“Drammen Clay” of properties described in your previous Project #1 Report. The undrained
cohesion at the site is as shown in Figure CS3.1 (b). The subsurface conditions indicate that this
soil deposit is more than 75 ft. thick overlying bedrock, the water table in the area is nearly
horizontal and is known to be near the soil surface. During the site investigation the water table
was detected between 2 ft. and 5 ft. The seasonal freezing zone depth in the area is the upper 4 ft.
of the soil deposit. It is desired to design a deep foundation system to support the following
structural loads of a typical column:
1.) Permanent dead-load of 300 short tons;
2.) Live loads of 200 short tons; and
3.) Transient loads due to snow, wind loads, seismic loads, etc. of 75 short tons.
It is desired to check the short term and long term stability of the piles using the EC7
code detailed in the textbook. The final product of the design will be the depth, number of
piles to satisfy both the ULS design and the SLS design. All the design work will be
appropriately collected in a final report.
It is intended to use closed-end steel pipe piles of 10.75 in outside diameter and 0.364 in
thick walls. The piles will be installed in 8 in predrilled pilot holes to a depth of 10 ft. The test
pile was driven to a depth of 43 ft. In a pile load test of this typical pile a settlement of 0.125
inches was measured for a load of 150 short tons. It is desired to obtain the following
information:
1.) Estimate the full load displacement curve for this pile using the hyperbolic method;
2.) Design a group of piles (number of piles and depths for the piles) to support the
actions on the pile cap,
3.) Implement the ULS design (choose one design approach) of the group of piles;
4.) Estimate the settlement of the pile cap assuming the cap to be rigid; and
5.) For the SLS design assume that total settlement should not exceed 3/4 inch.

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