Refer to the figure below. Using the procedure outlined in your textbook, determine the average stress increase in the clay layer below the center of the foundation due to the net foundation load of 45 tons. Use theequations:Aσ =andqo x B x L(B+ z)(L+ z)Aσ av (H2/H₁)Δσι +44 + Δσοnet load64:5 ft10 ft5ft x 5ftSandSandy=100 lb/ft³Ysat 122 lb/ft³:"Ysat 120 lb/ft³:0.7C=0.25GroundwatertableC=0.06Preconsolidation pressure = 2000 lb/ft²(Enter your answer to three significant figures.)Ασαν=lb/ft²

Answered: Image /qna-images/answer/f1eb771c-e6b6-4836-afd1-3497ab4fe08a.jpg

Answered: Refer to the figure below. Using the…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter7: Settlement Of Shallow Foundations

Section: Chapter Questions

Problem 7.4P

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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).
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)]
The subgrade reaction of a sandy soil obtained from the plate load test (plate dimensions 1 m × 0.7 m) is 18 MN/m3. What will be the value of k on the same soil for a foundation measuring 5 m × 3.5 m?
Refer to Problem 8.8. If the full-sized foundation had dimensions of 70 ft × 30 ft, what will be the value of the coefficient of subgrade reaction? 8.8 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?
Refer to Figure 5.2. Given: B = L = 1.75 m, Df = 1 m, H = 1.75 m, = 17 kN/m3, c = 0, and = 30. Using Eq. (5.6) and FS = 4, determine the gross allowable load the foundation can carry.
In Problem 7.1, if there was no bedrock present for at least 12.0 ft below the foundation, what would the ultimate bearing capacity be? 7.1 A 7.5 ft wide rough continuous foundation is placed in the ground at 3.0 ft depth. There is bedrock present at 3 ft depth below the bottom of the foundation. The soil properties are c′ = 210 lb/ft2, ϕ′ = 25°, and γ = 115.0 lb/ft3. Determine the ultimate bearing capacity of the foundation.
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 column foundation (Figure 16.23) is 3 m 2 m in plan. Given: Df = 1.5 m, =25, c = 70 kN/m2. Using Eq. (16.9) and FS = 3, determine the net allowable load [see Eq. (16.16)] the foundation could carry. FIG. 16.23
Use Eq. (6.14) to determine the stress increase () at z = 10 ft below the center of the area described in Problem 6.5. 6.5 Refer to Figure 6.6, which shows a flexible rectangular area. Given: B1 = 4 ft, B2 = 6 ft, L1, = 8 ft, and L2 = 10 ft. If the area is subjected to a uniform load of 3000 lb/ft2, determine the stress increase at a depth of 10 ft located immediately below point O. Figure 6.6 Stress below any point of a loaded flexible rectangular area
The soil profile at a site consists of 10 m of gravelly sand underlain by a soft clay layer. The water table lies 1 m below the ground level. The moist and saturated unit weights of the gravelly sand are 17.0 kN/m3 and 20.0 kN/m3, respectively. Due to some ongoing construction work, it is proposed to lower the water table to 3 m below the ground level. What will be the change in the effective stress on top of the soft clay layer?
The soil profile at a site consists of 10 m of gravelly sand underlain by a soft clay layer. The water table lies 1 m below the ground level. The moist and saturated unit weights of the gravelly sand are 17.0 kN/m3 and 20.0 kN/m3, respectively. Due to some ongoing construction work, it is proposed to lower the water table to 3 m below the ground level. What will be the change in the effective stress on top of the soft clay layer?

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