Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 9, Problem 9.18P
To determine
Plot the expected additional settlement against the water table rise and discuss the rate of rise in the additional settlement with the water table rise.
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A 15 m x 20 m mat foundation shown in Figure (Q4), carries a building load of 4200
tonne and is placed at 4.0 m depth below the ground level. Compute the consolidation
settlement at the midpoint of the long side of the foundation (Point C) if the
preconsolidation pressure at the middle of the clay layer is 180 kN/m².
4 m
2 m
6 m
Sand Y. 17 kN/m² a 14 kN/m²
Clay, e 0.8, C 0.33, y=19.7 kN/m²
Figure (04)
Raft foundation
15 mx 20 m
20 m
15 m
od to
Estimate the increase in vertical stress at 0.5 m depth intervals, within the clay layer, below point A
(See figure below). The foundation exerts a uniform vertical stress of 120 kPa at ground level. Using
these values estimate the settlement due to the clay layer. (Hand in any graphs used)
5m
5m
2m
3m
Very Dense Sand
2m
1.5m
Clay E=3.5 MPa
2m
Bedrock
Soil profile
A
Plan of building
3m
Soil profile and plan for Question 4
3m
FA
The plan of a rectangular foundation shown in figure transmits a uniform contact
pressure of 120 kN/m². Determine the vertical stress induced by this loading at point B
under a depth of 5 m.
(40 marks)
25.0-
15.0
6.0-
4.0
B•
Chapter 9 Solutions
Principles of Foundation Engineering (MindTap Course List)
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- Problem (4.10): The foundation plan shown in the figure below is subjected to a uniform contact pressure of 40 kN/m². Determine the vertical stress increment due to the foundation load at (5m) depth below the point (x). →|1.5m + 1.5m 2m 3 0.5m 2m + 3m 3m 3marrow_forwardA 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_forwardA circular foundation (D = 6 m) is built on a construction site where the soil profile is shown in Figure 5 below. The circular foundation applies a uniform pressure of 80 kPa to the surface of clay. The properties of the clay are: Specific gravity, G₁ Saturated unit weight at Compression index Ce Recompression index Cr Consolidation coefficient, c Over-consolidation ratio, OCR 10 m 6m Ø Clay Impervious rock Figure 5 2.6 20 kN/m³ 0.25 0.10 2.5 m²/year 1.2 (b) Calculate the stress increase at the center of the clay layer and 1) beneath the foundation center and 2) beneath the edge of the foundation; (c) Calculate the consolidation settlement beneath the center of the foundation due to the stress increase; (d) Determine the settlement at the center of the clay after 1 year of applying the pressure; (e) A 50 mm thick clay sample was taken from the site and consolidated in the oedometer, how long it will take for the clay to reach 90% consolidation?arrow_forward
- Q3c. The soil profile at a new construction site for a shallow foundation is shown in Figure Q3. Prior to construction, a uniformly distributed load of 120 kN/m² is applied to the surface of the soil. By using C, equal to 0.133C. Sand Y = 14 kN/m? 3m Ground water table 3m Ysat = 18 kN/m Sand Ysat = 19 kN/m? Void ratio e = 0.8 3m Clay LL = 40 Sand Figure Q3 (i) Calculate the settlement of the clay layer caused by primary consolidation if the clay is normally consolidated. (ii) Calculate the settlement of the clay layer caused by primary consolidation if the preconsolidation pressure (o'.) = 170 kN/m².arrow_forwardA foundation 4 x 2 m carries a uniform pressure of 200 kN/m² at a depth of Im in a layer of saturated clay 11 m deep and underlain by a hard stratum. If E for the clay is 45 MN/m-, determine the average value of inmmediate settlement under the foundation.arrow_forwardA square column foundation with base of 1.35 m is shown in the figure. It carries an axial load of 488 kN and has its bottom resting on the ground water table located h1 = 1.4 m. below the ground surface. h2 = 0.9 m and h3 = 2.6 m. Compute the average increase in pressure in KPa in the clay layer below the center of foundation using the 2:1 method. |P Dry Sand h1 Wet Sand Clay h3 Soil Properties: Unit Weight of Dry Sand = 15.8 KN/m3 Saturated Unit Weight of Sand = 19.1 KN/m3 Saturated Unit Weight of Clay = 18.7 KN/m3 Compression Index = 0.264 Swell Index = 1/5Cc *arrow_forward
- A footing of size 2m×2m transferring a pressure of 200 kN/m², is placed at a 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. 1.5m 1m 1.5 m 200 kN/m² Silty sand Clay Ya =15kN/m³ Y sat = 18kN/m³ Y sat = 17 kN/m³ GWT $0.5 m Dense sand Considering 2:1 (vertical to horizontal) method of load distribution and Y₁ = 10kN/m³, the primary consolida- tion settlement (in mm, round off to two decimal places) of the clay stratum isarrow_forwardProblem (4.10): The foundation plan shown in the figure below is subjected to a uniform contact pressure of 40 kN/m2. Determine the vertical stress increment due to the foundation load at (5m) depth below the point (x). 1.5m + 1.5mk 2m 0.5m X 2m 3m * 3m - 3marrow_forwardA square column foundation with base of 1.50 m is shown in the figure. It carries an axial load of 490 kN and has its bottom resting on the ground water table located h1 = 1.3 m. below the ground surface. h2 = 0.7 m and h3 = 2.6 m. Compute the average increase in pressure in KPa in the clay layer below the center of foundation using the 2:1 method. |P Dry Sand h1 Wet Sand Clay h3 Soil Properties: Unit Weight of Dry Sand = 15.3 KN/m3 Saturated Unit Weight of Sand = 19.2 KN/m3 Saturated Unit Weight of Clay = 18.7 KN/m3 Compression Index = 0.267 Swell Index = 1/5Cc 11 LEFT TELE TITT TELE HHHH LCHE TELE THIHA CEHEEFT. CEECETTarrow_forward
- A rectangular footing 6 m x 3 m carries a uniform pressure of 300 kN/m² on the surface of a soil mass. Determine the vertical stress increase at a depth of 5 m below the surface on the centerline 1.0 m inside the long edge of the foundation. a. 62.17 kPa b. 54.67 kPa C. 81.35 kPa d. 88.88 kPa e 74.16 kPaarrow_forward8.4 A rectangular foundation is shown in Figure P8.2, given B=2m, L=4m q = 240 kN/m², H = 6m, and D; = 2 m. (a) Assuming E = 3800KN/m², calculate the average elastic settlement. Use Eq. (8.24). (b) If the clay is normally consolidated, calculate the consolidation settlement. Use Eq. (8.35) and y,t = 17.5 kN/m’, C, = 0.12, and e, = 1.1. %3D G.W.T. D,=2 m = 240 kN/m² Clay e. = .IO H= 6 m 1. Rock Figure P8.2 S,(average) = µ,M0 qB (v = 0.5) E (8.24) (8.35)arrow_forwardplase help question is clear please dont other answer for question A flexible rectangular area is subjected to a uniformly distributed load of q = 225 kN/m². Determine the increase in vertical stress, Aoz at a depth of z = 2 m at Point A. %3D 0.5 m 1m 0.5 m 1 m Point Aarrow_forward
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