A foundation 2 m wide x 4 m long, carrying a uniform pressure of 150 kPa, is located at a depthof 1 m in a layer of clay 5 m thick for which the value of E, is 40 MPa. This layer is underlain bya second clay layer 8 m thick for which the value of E is 75 MPa. v₁ = 0.5. A hard stratum liesbelow the second layer. Determine the average immediate settlement under the foundation.

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Answered: A foundation 2 m wide x 4 m long,…

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter10: Mat Foundations

Section: Chapter Questions

Problem 10.7P

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2.An oil storage tank 35 m in diameter is located 2 m below the surface of a deposit of clay 32 m thick, the water table being at the surface: the net foundation pressure is 105 kN/m2. A firm stratum underlies the clay. The average value of mv for the clay is 0.14 m^2/MN and that of pore pressure coefficient A is 0.65. The undrained value of Young’s modulus is estimated to be 40 MN/m^2 Determine the total settlement under the centre of the tank.
A normally consolidated clay layer 4.91 m. thick has a void ratio of 1.12. Liquid limit is equal to 35 and the average effective stress on the clay layer was 81 kPa. The average stress on it is increased to 125 kPa. as result of the construction of a foundation. If the clay layer is preconsolidated, compute the consolidation settlement in millimeters if the preconsolidation pressure is 93 KPa. Use Cs = 1/7Cc.
A plan of a foundation 1 m x 2 m is shown in Figure 4-2. a. Estimate the consolidation settlement of the foundation. b. Refer to part a. Given for the clay layer: Ca=0.02. Estimate the total consolidation settlement eight years after the completion of the primary consolidation settlement. (Note: Time for completion of primary consolidation settlement is 1.5 years). 15m 0.5 m 9=170 kN/m²(net stress increase) BXL 1m x 2m Sand Y = 16.5 kN/m Groundwater table Sand 25m Figure 4-2 = You 17.5 kN/m³ Normally consolidated clay y = 16 kN/m³ ea 0.78 E = 6,000 kN/m² C, = 0.32 C₁ = 0.09 A. = 0.5
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8.4 A rectangular foundation is shown in Figure P8.2, given B=2m, L=4m q = 240 kN/m², H = 6m, and D; = 2 m. (a) Assuming E = 3800KN/m², calculate the average elastic settlement. Use Eq. (8.24). (b) If the clay is normally consolidated, calculate the consolidation settlement. Use Eq. (8.35) and y,t = 17.5 kN/m’, C, = 0.12, and e, = 1.1. %3D G.W.T. D,=2 m = 240 kN/m² Clay e. = .IO H= 6 m 1. Rock Figure P8.2 S,(average) = µ,M0 qB (v = 0.5) E (8.24) (8.35)
A3-m thickness of compacted earth fill is placed across an area as preparation for constructing an industrial building. An item of heavy industrial equipment will be placed at a location within the building and supported on a foundation installed at the surface of the compacted soil fill. The equipment has a total weight of 5,000 kN. The supporting foundation will be 5 m by 5 m. What net stress increase results beneath the center of the foundation in the original soil mass 2 m below the natural ground surface? Use 19 kN/m2 for the soil unit weight. Assume the Boussinesq conditions apply.
8.4 A rectangular foundation is shown in Figure P8.2, given B= 2 m, L=4m q=240 kN/m², H=6m, and D; =2 m. (a) Assuming E = 3800KN/m², calculate the average elastic settlement. Use Eq. (8.24). (b) If the clay is normally consolidated, calculate the consolidation settlement. Use Eq. (8.35) and yat = 17.5 kN/m², C¸ = 0.12, and e, = 1.1.
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Q. 12 A soil profile at a certain location is as shown in figure. A rigid circular foundation of 4 m diameter rests on the sand. The contact pressure at the underside of the foundation is 230 kN/m?. The average coefficient of compressibility of the clay is 0.65 × 10-3 m2/kN for the stress range encountered. The ultimate settlement of the foundation assuming 45° load distribution
Estimate the increase in vertical stress at 0.5 m depth intervals, within the clay layer, below point A (See figure below). The foundation exerts a uniform vertical stress of 120 kPa at ground level. Using these values estimate the settlement due to the clay layer. (Hand in any graphs used) 5m 5m 2m 3m Very Dense Sand 2m 1.5m Clay E=3.5 MPa 2m Bedrock Soil profile A Plan of building 3m Soil profile and plan for Question 4 3m FA
A square column foundation with base of 1.32 m is shown in the figure. It carries an axial load of 452 kN and has its bottom resting on the ground water table located h1 = 1.3 m. below the ground surface. h2 = 0.7 m and h3 = 2.3 m. Compute the settlement of the clay layer in millimeter caused by primary consolidation if the preconsolidation pressure of the clay is 102 KPa. |P Dry Sand h1 Wet Sand Clay h3 Soil Properties: Unit Weight of Dry Sand = 15.7 KN/m3 Saturated Unit Weight of Sand = 19.1 KN/m3 Saturated Unit Weight of Clay = 18.6 KN/m3 Compression Index = 0.244 Void Ratio of Clay = 0.62 |- Swell Index = 1/5Cc tak FEH FELT
A foundation 4 x 2 m carries a uniform pressure of 200 kN/m² at a depth of Im in a layer of saturated clay 11 m deep and underlain by a hard stratum. If E for the clay is 45 MN/m-, determine the average value of inmmediate settlement under the foundation.

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