solve the problem B. 5.87 MPaD. 1.08 MPaSituation 9- Refer to Figure CO23.52. The columns loads of the combined footingP1 = 1200 kN and P2 = 800 kN. Distancesb 6 m and c = 3 m.26. Determine the value of distance "a" such that the pressure at the base of thefooting will be uniform.А. 3.6 mВ. 3.2 mare%3D%3DС. 3 mD. 4.2 m27. If P1 = P2 = 1200 kN and a = 3 m, what is the maximum shear in the footing?%3Da%3DA. 10000 kNB. 4000 kNC. 8000 kND. 6000 kN28. If P1 P2 = 1200 kN and a 3 m, find the lecation of the point of inflection from%3Dthe left end of the footing.А. 6 mВ. 3 mC. 4.5 mD. 9 mb.a.PFigure C023.52

Situation 9- Refer to Figure CO23.52. The columns loads of the combined footinga P1 = 1200 kN and P2 = 800 kN. Distances b 6 m and c= 3 m. 26. Determine the value of distance "a" such that the pressure at the base of the footing will be uniform. А. 3.6 m В. 3.2 m %3D %3D С. 3 m D. 4.2 m 27. If P1 = P2 1200 kN and a = 3 m, what is the maximum shear in the footing? A. 10000 kN B. 4000 kN C. 8000 kN D. 6000 kN 28. If P1 Pz 1200 kN and a 3 m, find the lecation of the point of inflection from the left end of the footing. А. 6 m В. 3 m C. 4.5 m D. 9 m a P, Figure C023.52

Situation 9- Refer to Figure CO23.52. The columns loads of the combined footinga P1 = 1200 kN and P2 = 800 kN. Distances b 6 m and c= 3 m. 26. Determine the value of distance "a" such that the pressure at the base of the footing will be uniform. А. 3.6 m В. 3.2 m %3D %3D С. 3 m D. 4.2 m 27. If P1 = P2 1200 kN and a = 3 m, what is the maximum shear in the footing? A. 10000 kN B. 4000 kN C. 8000 kN D. 6000 kN 28. If P1 Pz 1200 kN and a 3 m, find the lecation of the point of inflection from the left end of the footing. А. 6 m В. 3 m C. 4.5 m D. 9 m a P, Figure C023.52

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter6: Vertical Stress Increase In Soil

Section: Chapter Questions

Problem 6.4P: Refer to Figure P6.4. A strip load of q = 900 lb/ft2 is applied over a width B = 36 ft. Determine...

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Determine the factor of safety against bottom heave for the braced cut described in Problem 15.18. Use Eqs. (15.66) and (15.70). For Eq. (15.70), assume the length of the cut, L = 18 m. 15.18 Refer to Figure 15.51 in which = 17.5 kN/m3, c = 60 kN/m2, and center-to-center spacing of struts is 5 m. Draw the earth pressure envelope and determine the strut loads at levels A, B, and C. FIG. 15.51
The cross section of a braced cut supporting a sheet pile installation in a clay soil is shown in Figure 14.22. Given: H = 12 m, clay = 17.9 kN/m3, = 0, c = 75 kN/m2, and the center-to-center spacing of struts in plan view, s = 3 m. a. Using Pecks empirical pressure diagrams, draw the earth-pressure envelope. b. Determine the strut loads at levels A, B, and C.
A braced cut shown in Figure P19.3 is to be made to a depth of 9.0 m in a saturated clay deposit where the unit weight is 17.65 kN/m3 and the undrained shear strength is 30 kN/m2. The struts are spaced horizontally at 3.0 m center to center. Find the strut loads.
A planned flexible load area (see Figure P7.2) is to be 3 m × 4.6 m and carries a uniformly distributed load of 180 kN/m2. Estimate the elastic settlement below the center of the loaded area. Assume that Df = 2 m and H = . Use Eq. (7.4).
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)]
A 2.0 m wide strip foundation is placed in sand at 1.0 m depth. The properties of the sand are: = 19.5 kN/m3, c = 0 and =34. Determine the maximum wall load that the foundation can carry, with a factor of safety of 3.0, using a. Terzaghis original bearing capacity equation with his bearing capacity factors b. Meyerhofs modified bearing capacity equation with appropriate factors (Tables 16.2 and 16.3).
EB and FG are two planes inside a soil element ABCD as shown in Figure 10.50. Stress conditions on the two planes are Plane EB: EB = 25 kN/m2; EB = +10 kN/m2 Plane FG: FG = 10 kN/m2; FG = 5 kN/m2 (Note: Mohrs circle sign conventions for stresses are used above) Given ; = 25, determine: a. The maximum and minimum principal stresses b. The angle between the planes EB and FG c. The external stresses on planes AB and BC that would cause the above internal stresses on planes EB and FG
For the data given in this problem, determine the magnitude of the active thrust on the wall retaining a c soil, using the procedure discussed in Section 16.10. Given H = 15.0 ft, c = 100 lb/ft2, = 26, = 115 lb/ft3, kv = 0, and kh = 0.3.
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).
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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.
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.