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6.3 Refer to Figure 6.7 and consider a rectangular foundation. Given: B = 1.5 m, L=2.5 m, Df = 1.2 m, H = 0.9 m, o' = 40°, c = 0, and y = 17 kN /m³, Using a factor of safety of 3, determine the gross allowable load the foundation can carry. Use Eq. (6.10). SHOW ANSWER 6.4 Repeat Problem 6.3 with the following data: B = 1.5 m, L = 1.5 m, Dj = 1 m, H = 0.6 m, ' = 35°, c = 0, and y = 15 kN/m³. Use FS = 3.

6.3 Refer to Figure 6.7 and consider a rectangular foundation. Given: B = 1.5 m, L=2.5 m, Df = 1.2 m, H = 0.9 m, o' = 40°, c = 0, and y = 17 kN /m³, Using a factor of safety of 3, determine the gross allowable load the foundation can carry. Use Eq. (6.10). SHOW ANSWER 6.4 Repeat Problem 6.3 with the following data: B = 1.5 m, L = 1.5 m, Dj = 1 m, H = 0.6 m, ' = 35°, c = 0, and y = 15 kN/m³. Use FS = 3.

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
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This is Civil Engineering. Specifically Foundation Engineering. Please post thorough answers and work. Any plot needs to be computer generated. Thank you

6.3 Refer to Figure 6.7 and consider a rectangular foundation. Given: B = 1.5 m, L= 2.5 m, Dy= 1.2 m, H = 0.9 m, d' = 40°, d = 0, and y = 17 kN/m³, Using a factor of safety of 3, determine the gross allowable load the foundation can carry. Use Eq. (6.10). SHOW ANSWER 6.4 Repeat Problem 6.3 with the following data: B = 1.5 m, L = 1.5 m, Dj = 1 m, H = 0.6 m, o'= 35°, c = 0, and y = 15 kN/m³. Use FS = 3. (6.10) =qN₁F + BN, F₁ qu =>
Transcribed Image Text:6.3 Refer to Figure 6.7 and consider a rectangular foundation. Given: B = 1.5 m, L= 2.5 m, Dy= 1.2 m, H = 0.9 m, d' = 40°, d = 0, and y = 17 kN/m³, Using a factor of safety of 3, determine the gross allowable load the foundation can carry. Use Eq. (6.10). SHOW ANSWER 6.4 Repeat Problem 6.3 with the following data: B = 1.5 m, L = 1.5 m, Dj = 1 m, H = 0.6 m, o'= 35°, c = 0, and y = 15 kN/m³. Use FS = 3. (6.10) =qN₁F + BN, F₁ qu =>
270 ▸ Details (6.9) Figure 6.7 ▶ Details 1 (a) Failure surface under a rough continuous foundation; (b) variation of D/B with soil friction angle d' where 0 Now, if a rigid rough base is located at a depth of H <D below the bottom of the foundation, full development of the failure surface in soil will be restricted. In such a case, the soil failure zone and the development of slip lines at ultimate load will be as shown in Figure 6.7. Mandel and Salencon (1972) determined the bearing capacity factors applicable to this case by numerical integration, using the theory of plasticity. According to their theory, the ultimate bearing capacity of a rough continuous foundation with a rigid rough base located at a shallow depth can be given by the relation H 10 Figure 6.8 20 30 Soil friction angle, ' (deg) (b) N,N,N B Y 40 qu qu = c'Ñc +qN« + ½ yBN, Rigid base 50 Failure surface under a rough continuous foundation with a rigid rough base located at a shallow depth q=yDj modified bearing capacity factors width of foundation unit weight of soil Note that for H > D, N₁ = N₁, N₁ = N₁, and N₁ = N₁ (Lundgren and Mortensen, 1953). The variations of Nº, Nº, and N with H/B and the soil friction angle ø' are given in Figures 6.8, 6.9, and 6.10, respectively. It can be seen from Figures 6.8, 6.9 and 6.10 that when the depth to the rigid base H decreases, the bearing capacity factors and hence the ultimate bearing capacity of the foundation increase. It can also be seen that when H>B, especially for lower friction angles, one can conservatively ignore the presence of the rigid base and use the general bearing capacity factors Ne, Ng, and Ny (Table 5.3).
Transcribed Image Text:270 ▸ Details (6.9) Figure 6.7 ▶ Details 1 (a) Failure surface under a rough continuous foundation; (b) variation of D/B with soil friction angle d' where 0 Now, if a rigid rough base is located at a depth of H <D below the bottom of the foundation, full development of the failure surface in soil will be restricted. In such a case, the soil failure zone and the development of slip lines at ultimate load will be as shown in Figure 6.7. Mandel and Salencon (1972) determined the bearing capacity factors applicable to this case by numerical integration, using the theory of plasticity. According to their theory, the ultimate bearing capacity of a rough continuous foundation with a rigid rough base located at a shallow depth can be given by the relation H 10 Figure 6.8 20 30 Soil friction angle, ' (deg) (b) N,N,N B Y 40 qu qu = c'Ñc +qN« + ½ yBN, Rigid base 50 Failure surface under a rough continuous foundation with a rigid rough base located at a shallow depth q=yDj modified bearing capacity factors width of foundation unit weight of soil Note that for H > D, N₁ = N₁, N₁ = N₁, and N₁ = N₁ (Lundgren and Mortensen, 1953). The variations of Nº, Nº, and N with H/B and the soil friction angle ø' are given in Figures 6.8, 6.9, and 6.10, respectively. It can be seen from Figures 6.8, 6.9 and 6.10 that when the depth to the rigid base H decreases, the bearing capacity factors and hence the ultimate bearing capacity of the foundation increase. It can also be seen that when H>B, especially for lower friction angles, one can conservatively ignore the presence of the rigid base and use the general bearing capacity factors Ne, Ng, and Ny (Table 5.3).
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