A square foundation (1.5 m x 1.5 m), supported by sand, has its bottom 0.7 m below the ground level, with ?? = 0.18 m and ??= 0.12 m. The known soil characteristics are as follows: ϕ’ = 25°, c’ = 25 kN/m², and γ = 16.5 kN/m³. Assume two-way eccentricity, and determine the ultimate load. (Ans: ???? =1,670 ??)

A square foundation (1.5 m x 1.5 m), supported by sand, has its bottom 0.7 m below the ground level, with ?? = 0.18 m and ??= 0.12 m. The known soil characteristics are as follows: ϕ’ = 25°, c’ = 25 kN/m², and γ = 16.5 kN/m³. Assume two-way eccentricity, and determine the ultimate load. (Ans: ???? =1,670 ??)

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter5: Ultimate Bearing Capacity Of Shallow Foundations: Special Cases

Section: Chapter Questions

Problem 5.7P

See similar textbooks

Similar questions

A 8 m layer of sand, of saturated unit weight 22 kN/m3, overlies a 6 m layer of clay, of saturated unit weight 27 kN/m3. A foundation carrying 1200 KN load is to be founded on the soil layer. If the clay is normally consolidated and the increase in effective pressure due to the foundation load at the center of clay is 27 kN/m2, Soil parameters are Cc = 0.25, eo = 1.0. Assume required data •Draw the soil profile diagram in detail, mentioning all the soil properties with the foundation details. •Calculate the consolidation settlement at the center of the clay layer.
ASAP PLS
For the rigid shallow foundation (2*4m) shown in Fig, calculate Immediate settlement the center of the foundation if . (net pressure qo = 100 kPa. Assume 0.3 X 2 m 0.5 m 3.5 m W.T Q=2000 kN 6 m-3 m y=22 kN/m² Ce=0.805 C₁ = 0.3 e=0.753 OCR = 1.4 G. s Dense Sand Y = 22 kN/m³ Silty Clay Silty Sand Y = 18 kN/m²
Foundation Ao Bx L Soil u, = Poisson's ratio E, = = modulus of elasticity H Rock Figure 11.43 11.2 Refer to Figure 11.43. A square rigid foundation measuring 1.8 m x 1.8 m in plan is supported by 8 m (H) of layered soil with the following characteristics: Layer type Thickness (m) E, (kKN/m?) Ya (KN/m?) Loose sand 0-2 20,680 17.6 Medium clay Dense sand 2- 4.5 7580 18.3 19.1 4.5 – 8 58,600 Given that P = 450 kN; D; = 1 m; and u, settlement of the foundation. = 0.3 for all layers, estimate the elastic O Cngagelamirg 2014 ©Cengage Learring 2014
please solve th problem clearly
Refer to Figure 5.2 and consider a rectangular foundation. Given: B = 1.5 m, L = 2.5 m, Df = 1.2 m, H = 0.9 m, Φ' = 40º, c' = 0, and γ = 17 kN/m3. Using a factor of safety of 3, determine the gross allowable load the foundation can carry. Use Eq. (5.3).
1- A square rigid foundation measuring 6 ft X 6 ft in plan is supported by 30 ft (H) of layered soil with the following characteristics: Given that P = 100,000 1bs.; D:= 3 ft; and us = 0.3 for all layers, Layer no. Thickness (ft) E, (Ib/f') Ya (Ib/f²) 1 0-8 432,000 112 2 8-22 158,000 117.5 3 22-30 1,223,000 122 a) estimate the elastic settlement of the foundation. b) Estimate the primary settlement assuming the soil in normally consolidated and the groundwater table is at the foundation level (do = P/(BL)), Cc = 0.28. Foundation RXL Dr Ao Soil 4, - Poisson's ratio - modulus of elasticity H Rock
Question attached
Question attached
A rectangular foundation 6m x 12m carries a uniform pressure of 150 kN/m2 near the surface of a soil mass. Determine the vertical stresses at a depth of 6m below point A: 12 m 4 m 6 m 2 m A Select one: a. 0.040 b. 0.043 c. 0.0427 d. 0.044
PROBLEMS 8.1 Refer to Figure 8.3. For a flexible load area, given: B= 3 m, L=4.6m, q= 180KN/m², D; =2m, H = 00, v= 0.3, and E = 8500KN/m³. Estimate the elastic settlement at the center of the loaded area. Use Eq. (8.14). %3D Foundation B×L Rigid :foundation Flexible foundation H settlement settlement v = Poisson's ratio E = Modulus of elasticity Soil Rock Figure 8.3 Elastic settlement of flexible and rigid foundations. (8.14)
10. A flexible foundation is subjected to a uniformly distributed load of q-500 kN/m². Table 3 could be useful. Determine the increase in vertical stress, in kPa, Aoz at a depth of z=3m under point F. B 4m 3m 6m E 10m Table 10.3 Variation of I, with m and n m 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.1 0.0047 0.0092 0.0270 0.0279 0.2 0.0132 0.0092 0.0179 0.0259 0.0132 0.0259 0.0374 0.0222 0.0242 0.0435 0.0474 0.0629 0.0686 0.0258 0.0504 0.0528 0.0547 0.3 0.0731 0.0766 0.0794 0.4 0.1013 0.5 0.0198 0.0387 0.1202 0.6 0.0222 0.0435 0.7 0.0242 0.0474 0.0947 0.1069 0.1168 0.1247 0.1311 0.1361 0.1365 0.1436 0.1491 0.1537 0.1598 0.0168 0.0198 0.0328 0.0387 0.0474 0.0559 0.0168 0.0328 0.0474 0.0602 0.0711 0.0801 0.0873 0.0931 0.0977 0.0559 0.0711 0.0840 0.0947 0.1034 0.1104 0.1158 0.0629 0.0801 0.0686 0.0873 0.1034 0.8 0.0258 0.0504 0.0731 0.0931 0.1104 0.9 0.0270 0.0528 0.0766 0.0977 0.1158 0.0794 0.1013 0.1202 0.0832 0.1263 1.4 0.1300 1.6 0.0306 0.0599 0.0871 0.1114 0.1324 1.8 0.0309 0.0606…