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 9.13P
It is proposed to place a 9 ft × 9 ft foundation at 6 ft depth in a sandy soil, where the average N60 is 25 and the unit weight is 115.0 lb/ft3. Using Meyerhof’s expressions presented in Section 9.6, estimate the allowable net pressure that would give 1.2 in. of settlement.
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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 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
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•
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Principles of Foundation Engineering (MindTap Course List)
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- It is proposed to place a 9ft x 9ft foundation at 6ft depth in a sandy soil, where the average N60 is 25 and the unit weight is 115.0 lb/ft3. Using Meyerhof's expressions, estimate the allowable net pressure that would give 1.2 in. of settlement.arrow_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_forwardCalculate the settlement of the 10-ft-thick clay layer that will result from the load carried by a 5-ft-square footing. The clay is normally consolidated. Use the 2:1 method to calculate the average increase of effective pressure in the clay layer. 10 ft 10 ft 10 ft 5 ft ↓ Dry sand Footing size 5 ft x 5ft Sand Clay Ydry = 100 pcf Groundwater table Ysat = 120 pcf Ysat = 110 pcf % = 1.0 LL=40arrow_forward
- Ignoring the given Es-data and considering that the supporting soil is clean, normally consolidated sand with the following available data: A rigid shallow foundation 1x 2m is shown in the scheme. Cakulate the elastic setlement at the centre of the foundation. q=150Pa 1m 10000 Sand -03 2 8000 12000 www Scheme 1.2 Im Sand 2,m 0-25 7 25-65 11 65-10.0 14 Scheme 13 Assume the rodk layer exists at depth z- 10m. C Expand Transcribed Image Text A rigid shallow foundation 1x 2 m is shown in the scheme. Calculate the elastic settlement at the centre of the foundation. q= 150 kPa im E, (kPa) 1m. 110000 Sand Hs=0.3 2 8000 34 12000 Rock Scheme 3.21m g=150 kPa z, m Sand Hs =0.3 0-2.5 7 2.5- 6.5 11 6.5- 10.0 14 Scheme 3.3 Assume the rock layer exists at depth z= 10 m. (u) zarrow_forwarda 6m square foundation exerts a uniform pressure of 300kPa on a soil.Determine a.vertical stress increments due to the foundation load to a depth of 10m below its centerarrow_forwardA square footing of size 13 x 13 ft founded on the surface carries a distributed load of 2089 lb/ft 2 . Determine the increase in pressure at a depth of 10 ft by the 2:1 methodarrow_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 1: A shallow foundation 25m × 18 m carries a uniform pressure of 175 kPa. Determine the vertical stress at two points that are 12 m and 24 m below the mid-point of one of the long sides, respectively. (a) using influencing factors (b) by means of Newmark's chart (c) using the 2:1 method (c) Comment on the results of the 2:1 method by comparing with those of the other two methods.arrow_forwardConsider 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)]arrow_forward
- 3. Point A lies in a clayey sand layer with $' = 38, c'= 10 kPa, and K, = 0.5. The ground surface is flat. A planned construction operation will cause the vertical effective stress at point A to reach 80 kPa. a. Use a compass to draw the expected MC for point A (after construction) on the space shown on the right. b. Will point A reach failure? Explain your answer with one sentence.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_forwardThe 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_forward
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