A 5-ft fill is to be placed over the following soil profile shown below. Determine if the clay is normally consolidated or over-consolidated. The pre-consolidation pressure (past maximum consolidation stress) of the clay is 1000 lb/ft3. 5 ft 2 ft 4 ft Proposed Fill, y = 120 lb/ft³ Sand Clay Rock 2 ft A Ydry = 100 lb/ft³ Ground water table Ysat 110 lb/ft³ = o'= Pc = 1000 lb/ft²

Q3. Two meters of compacted fill (y= 20 kN/m³) is placed over a large area (Figure 4). A rectangular foundation of size 4 m x 5 m is constructed at the site with its base located at the existing ground surface. GWT is found at a depth of 3 m below the existing ground surface. a). Calculate and plot the in-situ vertical effective stress profile to a depth of 16 m below the existing ground surface prior to fill and footing placement. Use points with z = +2, +1, 0, -1, -2, -3, -5, -10, -13, -16 m (with z measured from the existing ground surface). b). Calculate and plot the additional effective stress due to the fill to a depth of 16 m. Use the same points as in part a). c). If the load applied on the foundation is 4 MN, calculate and plot the effective stress increase due to the footing to a depth of 16 m. Use the 2:1 approximate method and the same points as in part a). Summarize your calculations in an Excel spreadsheet and present sample calculations for z = 0, -3, -10 and -16 m (with…

A footing of size 2m x 2m transferring a pressure of 200 kN/m2, is placed at depth of 1.5 m below the ground as shown in the figure (not drawn to the scale). The clay stratum is normally consolidated. The clay has specific gravity of 2.65 and compression index of 0.3. 200 kN/m? 1.5 m GWT Ya = 15 kN/m 18 kN/m elemiu 1 m Silty Sand Ysat = 10.5 m 1.5 m Clay Yat = 17 kN/m Dense Sand Consideration 2:1 (vertical to horizontal) method of load distribution and yw primary consolidation settlement (in mm, round off to two decimal places) of the clay stratum is 10kN/m, the

1.A raft foundation 60 X 40 m carrying a net pressure of 145 kN/m^2 is located at adepth of 4.5 m below the surface in a deposit of dense sandy gravel 22 m deep: thewater table is at a depth of 7 m. Below the sandy gravel is a layer of clay 5 m thickwhich, in turn, is underlain by dense sand. The value of mv for the clay is 0.22 m^2/MN. Determine the settlement below the centre of the raft, the corner of the raftand the centre of each edge of the raft, due to consolidation of the clay.

a 6m square foundation exerts a uniform pressure of 300kPa on a soil.Determine a.vertical stress increments due to the foundation load to a depth of 10m below its center

A 1.8 m square, 2 m deep footing supports a service load of 570 kN. It is supported on a clayeysand. A dilatometer test run at the site has returned the following modulus profile.Depth (m) 2 3 4 5 6 7 8 9 10 11 12M (MPa) 7.7 8.8 10.2 14.8 15.4 10.8 11.6 11.6 13.1 13.8 13.4Compute the footing settlement.

The figure below shows a proposed foundation site, with 10 ft of sand overlying 20 ft of clay with consolidation properties shown. The clay is normally consolidated. Assume 1-D conditions.a. Compute the initial σ′v at the middle of the clay layer prior to excavation and constructionb. After excavation and during construction, the foundation area will be heavily loaded with the structure and  equipment so that σ′v at the middle of the clay layer will be increased to 3900 psf. Determine the settlement that will occur under these conditionsc. After construction is completed, the equipment will be removed and the final σ′v at the middle of the clay layer will be 3200 psf. Compute the swell that occurs after the equipment is removed

A circular footing 3 m in diameter applies a uniform surface pressure of 150 kPa. Determine the vertical stress increase beneath the center at 2 m deep from the ground level.

The following picture depicts a soil profile that has two sources of above-ground loading: (1) a point load of 650 kN and (2) a rectangular footing that support a loading of 900 kN. Calculate the following: Vertical effective stress (σ’v ) at point A. Assume free field condition (i.e., no effect from the above-ground point load and rectangular footing). Horizontal total stress (σh ) at point A. Assume free field condition. Vertical effective stress (σ’v ) at point B. Assume free field condition. Vertical effective stress (σ’v ) at point C. Consider the effect from the point load only. Vertical effective stress (σ’v ) at point D. Consider the effect from the rectangular footing only. Use the DM 7.01 method. Approximate method is not allowed. Vertical effective stress (σ’v ) at point E. Consider the effect from the rectangular footing only. Use the DM 7.01 method. Approximate method is not allowed. Vertical effective stress (σ’v ) at point E. Consider the effects from the…