Principles of Foundation Engineering, SI Edition
9th Edition
ISBN: 9781337672085
Author: Das, Braja M., SIVAKUGAN, Nagaratnam
Publisher: Cengage Learning
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Chapter 6, Problem 6.16P
A tall cylindrical silo carrying flour is to be supported by a 1.5 m wide ring beam that can be designed as a continuous foundation. The inner and outer diameters of the ring are 10 m and 13 m, respectively. The soil at the site is entirely sand (ф′ = 35°, γ = 19 kN/m3) and the ring beam is placed on the ground with Df = 0. Determine the maximum silo load that can be carried by the ring beam, assuming that the entire load is transferred to the ground through the ring beam.
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A mat foundation is shown in Figure P8.6. The design considerations are L = 12 m, B = 10 m, Df = 2.2 m, Q = 30 MN, x1 = 2 m, x2 = 2 m, x3 = 5.2 m, and preconsolidation pressure σ'c < 105 kN/m2. Calculate the consolidation settlement under the center of the mat.
Chapter 6 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 6 - For the following cases, determine the allowable...Ch. 6 - A 5.0 ft wide square footing is placed at 3.0 ft...Ch. 6 - Prob. 6.3PCh. 6 - Redo Problem 6.2 using the general bearing...Ch. 6 - The applied load on a shallow square foundation...Ch. 6 - A 2.0 m wide continuous foundation carries a wall...Ch. 6 - Determine the maximum column load that can be...Ch. 6 - A 2.0 m wide strip foundation is placed in sand at...Ch. 6 - A column foundation (Figure P6.9) is 3 m × 2 m in...Ch. 6 - For the design of a shallow foundation, given the...
Ch. 6 - An eccentrically loaded foundation is shown in...Ch. 6 - Prob. 6.12PCh. 6 - For an eccentrically loaded continuous foundation...Ch. 6 - A 2 m 3 m spread footing placed at a depth of 2 m...Ch. 6 - Prob. 6.15PCh. 6 - A tall cylindrical silo carrying flour is to be...Ch. 6 - A 2.0 m 2.0 m square pad footing will be placed...Ch. 6 - An eccentrically loaded continuous foundation is...Ch. 6 - A square foundation is shown in Figure P6.19. Use...Ch. 6 - The shallow foundation shown in Figure 6.25...Ch. 6 - Consider a continuous foundation of width B = 1.4...
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- 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-arrow_forwardQ3. A mat foundation is shown in figure below. The design considerations are L 12 m, B -10 m, Df 2.2 m, Q = 30 MN, x1 =2 m, x2 2 m, x3 -5.2 m, and preconsolidation pressure oe = 180 kN/m?. Calculate the consolidation settlement: under the center of the mat. • Under the corner of the mat Size of mat = BXL Sand Dr y = 16.0 kN/m3 X1 Groundwater table Sand Yeat = 18.0 kN/m Clay = 17.5 kN/m3 EYsat e, = 0.88 C = 0.38 C; = 0.1arrow_forwardA water tank is required to be constructed with a circular foundation having a diameter of 20m founded at a depth of 2m below the ground surface. The estimated distributed load on the foundation is 300 kN/m². Assuming that the subsoil extends to a great depth and is isotropic and homogeneous, determine the stresses °z at points (i) z = 6m, r = 0, (ii) z = 6m, r = 10m, (iii) z = 20m, r = 0 and (iv) z = 20m, r= 10m, where r is the radial distance from the central axis. Use the Influence Diagram below to calculate the I. Neglect the effect of the depth of the foundation on the stresses. Influence value l, (x100) 0.1 1.0 10 100 1.25 1.5 1.0 1 2.5 3 0.0 0.25 0.5 0.75 3 Note: Numbers on curves indicate value of r/Ro 5 6. -B = 2R, mi HR 7 10 0, = 1.9 10 Fig. 1. Influence Diagram for the Vertical Normal Stress at Various Points Under a Uniformly Loaded Circular Area (Foster and Ahlvin, 1954) 4. 00 Depth z/Roarrow_forward
- 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.arrow_forwardA 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. 0.044arrow_forwardA 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.arrow_forward
- A continuous foundation, supported by sand, has a width of 2 m and the depth of foundation is 1.5m. The known soil characteristics are as follows: ϕ’ = 40°, c’ = 0, and γ = 16.5 kN/m³. If the loadeccentricity is 0.2 m, determine the ultimate load per unit length of the foundation.(Ans: ???? =5,260??)arrow_forward(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.arrow_forward9.6 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/m³arrow_forward
- 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, thearrow_forwardQ3- A raft foundation (12 * 8) m carrying a net pressure of 183 kN/m² is located at a depth of 3.8 m below the surface in deposit of dense sandy gravel 6 m deep. The water table is located at a depth of 4.3 m. Below the sandy gravel is a layer of clay 3.8 m thick which in turn is underlain by dense sand. The value of mv for the clay is 0.28 m²/MN. Determine the settlement below the center and below the corner of the raft due to consolidation of the clay.arrow_forwardPROBLEMS 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)arrow_forward
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