10.24 A road embankment is being placed across a shallow section of a bay. The existing profile consists of 1 m of water over a 5-m thick normally consolidated clay soil which overlies a very dense and stiff gravelly sand. A consolidation test on the clay generated the follow- ing results: C = 0.21, e0 = 1.21. The embankment material is expected to be place at a unit weight of 18.1 kN/m³. Determine the thickness of the embankment such that the final elevation of the embankment is 2 m above the water level. This will require an iterative 10. solution.

Redo Problem 6.12 using Figure 6.15. 6.12 Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (av) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150 kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0, 0.4 m, 0.8 m, and 1 m. Use Boussinesqs solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular area

For a normally consolidated soil, the following is given: Determine the following: a. The compression index, Cc. b. The void ratio corresponding to pressure of 200 kN/m2

A 300 mm 450 mm plate was used in carrying out a plate loading test in a sand, during which the plate settled 5 mm under the applied pressure of 250 kN/m2. a. What is the coefficient of subgrade reaction for a 300 mm wide square plate? b. What would be the coefficient of subgrade reaction of a 2 m 3 m foundation?

Refer to Figure P3.3. Use Eqs. (3.10) and (3.11) to determine the variation of OCR and preconsolidation pressure c. FIGURE P3.3