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/m² Silty Clay Silty Sand Y = 18 kN/m²

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/m² Silty Clay Silty Sand Y = 18 kN/m²

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 10.5P

See similar textbooks

Similar questions

(b) Figure Q2 (b) shows the ring foundation to support a silo. Given R1 = 3 m while R2 =6 m. The total vertical load is 7500 kN. (i) Calculate and plot the vertical stress increase with depth up to 7 m (use 1 minterval) under the centre of the ring (point O).(ii) Determine the maximum vertical stress increase and its location.
The plan of a flexiblerectangular loaded area is shown with a uniformly distributed load q =100 KN/m2. Determine the increasein the vertical stress (A6z) at Z= 2.0 meters bel ow (a) Point A = (b) Point B= (c) Point C= 4 m 1.6 m- 2 m 0.8 m q = 100 kN/m? C 1.2 m-
A footing of size 2m x 2m transferring a pressure of 200 kN/m2, is placed at depth of 1.5 m below the ground as shown in the figure (not drawn to the scale). The clay stratum is normally consolidated. The clay has specific gravity of 2.65 and compression index of 0.3. 200 kN/m? 1.5 m GWT Ya = 15 kN/m 18 kN/m elemiu 1 m Silty Sand Ysat = 10.5 m 1.5 m Clay Yat = 17 kN/m Dense Sand Consideration 2:1 (vertical to horizontal) method of load distribution and yw primary consolidation settlement (in mm, round off to two decimal places) of the clay stratum is 10kN/m, the
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
A bldg. has an L-shape as shown in the plan. The load exerted by the structure is 68 kPa. Compute the total vertical stress in kPa due to the structure load at a depth of 4.5 m. below the interior corner A of the L. shaped bldg. Assume that the foundation is under the entire bldg. Unit weight of soil is 17.50 kN/m.
Given The uniformly loaded area shown below is built on the ground surface and carries a load of 160 kPa. D1-8 m D2 = 12 m D3 = 4 m D4-5 m D5 = 3 m D1 D3 D2 D5 A D4 Required Determine the vertical stress increment at a depth of 10 m below Point A. Provide answer in kN/m², to the nearest 100th.
9.6 A mat foundation is shown in Figure P9.6. The design considerations are L= 12 m, B = 10 m, Dy= 2.2 m, Q = 30 MN, x₁ = 2 m, x₂ = 2 m, x3 = 5.2 m, and precon solidation pressure o≈ 105 kN/m². Calculate the conso dation settlement under the center of the mat. D₁ X3 Figure P9.6 Size of mat = B x L Vo Clay Ysat = 17.5 kN/m³ €= 0.88 C=0.38 C₁=0.1 Sand y = 16.0 kN/m³ Water table Sand Ysat = 18.0 kN/m³
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…
9.6 A mat foundation is shown in Figure P9.6. The design considerations are L = 12 m, B = 10 m, D = 2.2 m, Q = 30 MN, x₁ = 2 m, x₂ = 2 m, x3 = 5.2 m, and precon solidation pressure o 105 kN/m². Calculate the conso dation settlement under the center of the mat. D₁ X3 Figure P9.6 Size of mat = B x L Vo Clay Ysat = 17.5 kN/m³ €= 0.88 C=0.38 C₁ = 0.1 Sand y= 16.0 kN/m³ Water table Sand Ysat = 18.0 kN/m³
The attached figure shows the plan of rectangular foundation which transmits a uniform contact pressure of 120 kN/m2. The width of the foundation is 15 m. A) Determine the increase in vertical pressure at a depth of 10 m below point A B) The vertical stress at a depth of 10m below point B
A square column foundation with base of 1.31 m is shown in the figure. It carries an axial load of 465 kN and has its bottom resting on the ground water table located h1 = 1.6 m. below the ground surface. h2 0.8 m and h3 = 2.4 m. Compute the effective pressure at the mid-height of the clay layer in KPa. = |P Dry Sand h1 Wet Sand Clay h3 EEEE
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)]