The subsurface conditions at a site consist of a thick deposit of a soil known as "Drammen Clay". The subsurface conditions consist of a soil deposit 85 ft. thick overlying bedrock, the water table in the area is nearly horizontal and is known to be near the soil surface, between 2 and 5 ft. depth at the time of the site investigation. 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 400 kip; 2.) Live loads of 125 kip; and 3.) Transient loads due to snow, wind loads, seismic loads, etc. of 55 kip. It is desired to design a piled foundation (group of piles) to appropriately satisfy DA 2 of the EC7 code detailed in the textbook and being able to support the loads described above. The final product of the design will be the pile diameter, depth, and number of piles in the group to satisfy both the ULS design and the SLS design. The maximum allowed settlement of the pile cap is 0.75 inch. Please document all your work. A field test on one test pile was performed at the site on a closed-end steel pipe pile of 10.75 inch outside diameter and 0.36 inch thick wall. The test pile was installed in an 8 inch predrilled pilot hole to a depth of 10 ft. The test pile was driven to a depth of 43 ft. The elastic modulus of the steel is 29,000 ksi. Consider that the pile is made of an equivalent material in such a form the axial stiffness is equal to that of the pipe section in the following manner: Esteel * Area steel = Eequivalent * Area solid Pipe In this manner you can use Pile Tz_CSM9 for a circular cross section with a pile modulus of elasticity of Eequivalent. For this pile load test, the following results were recorded in the field test: 1.) An ultimate capacity at failure of 150 kip; 124 kip of shaft capacity and 26 kip of base capacity; and 2.) A total settlement of the top of the test pile of 0.15 inch at a top load of 75 kips.