Thank you.
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Please solve all the problem, especially (e,f,g,h) Thank you.
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Please solve all the problem, especially (e,f,g,h) Thank you.
Please solve all the problem, especially (e,f,g,h)
Thank you.
A shallow foundation will support a column that imposes a vertical load of 200 kips. The structural designer has selected a foundation size of B = L = 8 feet and the groundwater level is consistently located at a depth of about 3 feet, which is the same as the selected embedment depth. The geometric configuration and the soil data are given below. For this configuration (a) Calculate the unit weight of Soils A, B, and C for determining vertical stresses. (b) Determine the load-based FOS against bearing capacity failure. Is this FOS adequate? (e) Calculate the immediate (elastic) settlement at the center of the foundation, assuming a flexible foundation. Assume u = 0.35 (unsaturated) and 0.5 (saturated) for the soils (d) What is the average stress increase experienced by Soil B (from the foundation load). (e) Calculate the ultimate settlement due to primary consolidation in the clay layer (Soil B). For simplicity, you may break the 16ft laver into 2x8ft layers for this calculation, or use the procedure using integrals (1) The ultimate settlement due to primary consolidation in the clay layer if the material was wrongly presumed to be normally consolidated (i.e., with a on = 0 psf). (2) Comment about the settlements calculated in (e) and (1) and how one may take advantage of soils with an appreciable overconsolidation margin (Gr'). (h) The anticipated consolidation settlement that would be expected to have occurred after a period of 3-months Qapp] Soil A hy h Soil Parameters: Soil A (Silty sand) — thickness h=6ft: e=0.700, G= 2.70, S = 30 percent, c=0,6 = 33, E- 350 ksf. Soil B (Silty clay) → thickness h2 = 16.0ft: e=0.900, G. = 2.65, S = 100 percent, S = 2,100 psf, 0 = 0º, Om = 3000 psf, Ce=0.35, CS=0.1, Ex = 200 ksf, u=0.5, Cu = 0.025 ft/day. Soil C (Silty, sandy gravel) → thickness h;= 40ft: e=0.700, G. = 2.70, S = 100 percent, c=0,6 = 38°. Es = 950 ksf, u=0.5. Overlies highly fractured bedrock. h₂ Soil B h Soil C
Thank you.
A shallow foundation will support a column that imposes a vertical load of 200 kips. The structural designer has selected a foundation size of B = L = 8 feet and the groundwater level is consistently located at a depth of about 3 feet, which is the same as the selected embedment depth. The geometric configuration and the soil data are given below. For this configuration (a) Calculate the unit weight of Soils A, B, and C for determining vertical stresses. (b) Determine the load-based FOS against bearing capacity failure. Is this FOS adequate? (e) Calculate the immediate (elastic) settlement at the center of the foundation, assuming a flexible foundation. Assume u = 0.35 (unsaturated) and 0.5 (saturated) for the soils (d) What is the average stress increase experienced by Soil B (from the foundation load). (e) Calculate the ultimate settlement due to primary consolidation in the clay layer (Soil B). For simplicity, you may break the 16ft laver into 2x8ft layers for this calculation, or use the procedure using integrals (1) The ultimate settlement due to primary consolidation in the clay layer if the material was wrongly presumed to be normally consolidated (i.e., with a on = 0 psf). (2) Comment about the settlements calculated in (e) and (1) and how one may take advantage of soils with an appreciable overconsolidation margin (Gr'). (h) The anticipated consolidation settlement that would be expected to have occurred after a period of 3-months Qapp] Soil A hy h Soil Parameters: Soil A (Silty sand) — thickness h=6ft: e=0.700, G= 2.70, S = 30 percent, c=0,6 = 33, E- 350 ksf. Soil B (Silty clay) → thickness h2 = 16.0ft: e=0.900, G. = 2.65, S = 100 percent, S = 2,100 psf, 0 = 0º, Om = 3000 psf, Ce=0.35, CS=0.1, Ex = 200 ksf, u=0.5, Cu = 0.025 ft/day. Soil C (Silty, sandy gravel) → thickness h;= 40ft: e=0.700, G. = 2.70, S = 100 percent, c=0,6 = 38°. Es = 950 ksf, u=0.5. Overlies highly fractured bedrock. h₂ Soil B h Soil C
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