1.2 mBX B70 kN.my = 16 kN/m³c' = 06'-30°Water tableYsat19 kN/m³c' 0&' = 30°A square foundation is shown in the figure above. Use FS = 6, and determine the size of the foundation. Use the Prakash and Saran theory (see equation and figures below). Suppose that F =450 kN.Qu= BLBL[c′Nc(e)Fcs(e) + qNg(e)Fcs(e) + ·1YBN(e) F27(e) Fra(e)](Enter your answer to two significant figures.)B:mNa(e)6040-20-e/B=00.10.20.3.0.40010203040Friction angle, ' (deg)Figure 1 Variation of Na(e) with o'Ny(e)604020e/B=00.30.10.20.40010203040Friction angle, ' (deg)Figure 2 Variation of Nye) with o'

Answered: 1.2 m BX B 70 kN.m y = 16 kN/m³ c' = 0…

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 10.11P

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Consider a continuous foundation of width B = 1.4 m on a sand deposit with c = 0, = 38, and = 17.5 kN/m3. The foundation is subjected to an eccentrically inclined load (see Figure 6.33). Given: load eccentricity e = 0.15 m, Df = 1 m, and load inclination = 18. Estimate the failure load Qu(ei) per unit length of the foundation a. for a partially compensated type of loading [Eq. (6.89)] b. for a reinforced type of loading [Eq. (6.90)]
Solve Problem 7.8 using Eq. (7.29). Ignore the post-construction settlement. 7.8 Solve Problem 7.4 with Eq. (7.20). Ignore the correction factor for creep. For the unit weight of soil, use γ = 115 lb/ft3. 7.4 Figure 7.3 shows a foundation of 10 ft × 6.25 ft resting on a sand deposit. The net load per unit area at the level of the foundation, qo, is 3000 lb/ft2. For the sand, μs = 0.3, Es = 3200 lb/in.2, Df = 2.5 ft, and H = 32 ft. Assume that the foundation is rigid and determine the elastic settlement the foundation would undergo. Use Eqs. (7.4) and (7.12).
It is proposed to place a 9 ft 9 ft foundation at 6 ft depth in a sandy soil, where the average N60 is 25 and the unit weight is 115.0 lb/ft3. Using Meyerhofs expressions presented in Section 9.6, estimate the allowable net pressure that would give 1.2 in. of 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)]
A shallow square foundation for a column is to be constructed. It must carry a net vertical load of 1000 kN. The soil supporting the foundation is sand. The standard penetration numbers (N60) obtained from field exploration are as follows: FIG. 17.15 The groundwater table is located at a depth of 12 m. The unit weight of soil above the water table is 15.7 kN/m3, and the saturated unit weight of soil below the water table is 18.8 kN/m3. Assume that the depth of the foundation will be 1.5 m and the tolerable settlement is 25 mm. Determine the size of the foundation.
An eccentrically loaded foundation is shown in Figure 16.25. Use FS of 4 and determine the maximum allowable load that the foundation can carry. Use Meyerhofs effective area method. FIG. 16.25
A square foundation is shown in Figure P6.19. Use FS = 6, and determine the size of the foundation. Use Prakash and Saran’s method [Eq. (6.59)]. Figure P6.19
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.
A 2.0 m wide strip foundation is placed in sand at 1.0 m depth. The properties of the sand are: γ = 19.5 kN/m3, c′ = 0, and ф′ = 34°. Determine the maximum wall load that the foundation can carry, with a factor of safety of 3.0, using Terzaghi’s original bearing capacity equation with his bearing capacity factors, and Meyerhof’s general bearing capacity equation with shape, depth, and inclination factors from Table 6.3.

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