A ground investigation report shows that the foundation of a proposed structure is to be founded at 1.2m below the surface of a saturated clay, and laboratory tests conducted on representative samples established the following soil parameters; Pu = 0°, cu = 24 kPa; Ø' = 25°, and c' = 0. The unit weight of the clay is 20 kN/m³. Assuming a square footing has been proposed, and the footing is expected to support a concrete column with dimensions of 0.35m x 0.35m x 4.1m, carrying an axial load of 88P kN excluding self-weight. Where P = 8. Take unit weight of concrete as 24 kN/m³. Propose a suitable foundation size for the following conditions; %3D (a) Immediately after construction (short term condition)

A ground investigation report shows that the foundation of a proposed structure is to be founded at 1.2m below the surface of a saturated clay, and laboratory tests conducted on representative samples established the following soil parameters; Pu = 0°, cu = 24 kPa; Ø' = 25°, and c' = 0. The unit weight of the clay is 20 kN/m³. Assuming a square footing has been proposed, and the footing is expected to support a concrete column with dimensions of 0.35m x 0.35m x 4.1m, carrying an axial load of 88P kN excluding self-weight. Where P = 8. Take unit weight of concrete as 24 kN/m³. Propose a suitable foundation size for the following conditions; %3D (a) Immediately after construction (short term condition)

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter17: Settlement Of Shallow Foundations

Section: Chapter Questions

Problem 17.17CTP

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A 3 m 4 m footing, founded at 2 m depth in a clay, applies a net pressure of 200 kN/m2. The bed rock lies 10 m below the footing. The modulus of elasticity of the clay is 30 MN/m2. Using Janbus generalized relationship [Eq. (17.1)], assuming undrained conditions and flexible footing carrying uniform pressure, estimate the expected settlement.
Figure 16.21 shows a continuous foundation with a width of 1.8 m constructed at a depth of 1.2 m in a granular soil. The footing is subjected to an eccentrically inclined loading with e = 0.3 m, and = 10. Determine the gross ultimate load, Qu(ei), that the footing can support using: a. Meyerhof (1963) method [Eq. (16.52)] b. Saran and Agarwal (1991) method [Eq. (16.53)] c. Patra et al. (2012) reduction factor method [Eq. (16.54)]
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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?
From the plate load test (plate dimensions 1 ft × 1 ft) in the field, the coefficient of subgrade reaction of a sandy soil is determined to be 60 lb/in3. What will be the value of the coefficient of subgrade reaction on the same soil for a foundation with dimensions of 20 ft × 20 ft?
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Refer to Figure 7.1. A flexible foundation measuring 1.5 m x 3 m is supported by a saturated clay. Given: Df = 1.2 m, H = 3 m, Es (clay) = 600 kN/m2, and qo = 150 kN/m2. Determine the average elastic settlement of the foundation.
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An oil storage tank 35min diameter is located 2m below the surface of a deposit of clay 32mthick, which overliesa firm stratum, as shown in the scheme below. The net foundation pressures at the foundation level equal105 kN/m2. The average values of mv and pore pressure coefficient A for the clay are 0.14 m2/MN and 0.65,respectively. The undrained value of Young’s modulus is estimated to be 40 MN/m2. Determine the total settlement(excluding settlement due to secondary compression or creep) under the centre of the tank.
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