Principles Of Foundation Engineering 9e
9th Edition
ISBN: 9781337705035
Author: Das, Braja M.
Publisher: Cengage,
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Chapter 9, Problem 9.14P
To determine
Find the elastic settlement using Burland and Burbidge’s method.
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Question 1) For a shallow foundation measuring (1.7 m x 2.2 m) as shown below: ,
A. Estimate the elastic settlement proposed by Mayerhof. Then,
B. Estimate the elastic settlement proposed by Bowles, if the water table rises 1.5 m. Then,
Use yw=10 kN/m³
qnet= 1.2 MN/m2
G.S
1.5 m
Sand
Yd=16 kN/m³ Ysat= 17 kN/m3
%3D
2.5 m
N60=52
V W.T.
Silty Sand Ya=18 kN/m³ Ysat = 18.5 kN/m?
N60=52
3.5 m
Sand
Ya=19 kN/m3
Ysat = 22 kN/m³
e, = 0.4, Ae=0.04 , o'= 194 kN/m2
5 m
Cc= 0.3, Cs= 0.2 , Ca= 0.05 N60=60
CS Scanned with CamScanner
Following are the results of a standard
penetration test in the field (sandy soil):
Depth (m)
Field value of N60
1.5
3.0
12
4.5
11
6.0
7.5
13
9.0
11
10.5
13
Estimate the net allowable bearing capacity
of a mat foundation 6.5 m x 5.0 m in plan.
Here, Df = 1.5 m , and allowable settlement
50 mm. Assume that the unit weight of soil
(v) = 16.5 KN/m³
Select one:
O a. 30.23 kN/m2
O b. 365.86 kN/m²
c. 302.3 kN/m2
O d. 302.3 N/m
H.W 2.pdf >
H.Q 6
A flexible foundation measuring 1.5 m x 3 m is supported by a
saturated clay. Given: Dr = 1.2 m, H = 3 m, Es (clay)= 600 kN/m2, and qo
= 150 kN/m?. Determine the average elastic settlement of the
foundation.
H.O 7
Figure 7.3 shows a foundation of 10 ft x 6.25 ft resting on a sand
deposit. The net load per unit area at the level of the foundation, qo, is
3000 Ib/ft?. For the sand, u, = 0.3, Es = 3200 Ib/in?, Df = 2.5 ft, and H
= 32 ft. Assume that the foundation is rigid and determine the elastic
settlement the foundation would undergo.
H.O 8
Determine the net ultimate bearing capacity of mat foundations with
the following characteristics:
c, = 2500 Ib/ft, = 0, B = 20 ft, L = 30 ft, D, = 6.2 ft
Foundation Engineering I
H.W 2
H.O 9
A 20-m-long concrete pile is shown in Figure below. Estimate the
ultimate point load Q, by
a. Meyerhof's method
b. Coyle and Castello's method
Concrete pile
460 mm x 460 mm
Loose sand
20m
y I86 ANi
Dee s
H.O 10
A concrete pile 20 m long…
Chapter 9 Solutions
Principles Of Foundation Engineering 9e
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- 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…arrow_forwardSolve Problem 7.8 using Eq. (7.29). Ignore the post-construction settlement. 7.8 Solve Problem 7.4 with Eq. (7.20). Ignore the correction factor for creep. For the unit weight of soil, use γ = 115 lb/ft3. 7.4 Figure 7.3 shows a foundation of 10 ft × 6.25 ft resting on a sand deposit. The net load per unit area at the level of the foundation, qo, is 3000 lb/ft2. For the sand, μs = 0.3, Es = 3200 lb/in.2, Df = 2.5 ft, and H = 32 ft. Assume that the foundation is rigid and determine the elastic settlement the foundation would undergo. Use Eqs. (7.4) and (7.12).arrow_forwardA square shallow foundation (B × B) is planned to be constructed on a normality consolidated (NC) clay soil as shown in the below figure. The maximum acceptable settlement for the foundation is equal to 2.0 inches (5 cm), and the safety factor against bearing capacity is FS = 4. Determine the size of foundation. (Note: To simplify the calculations, ignore both the elastic settlement and secondary compression settlement. Also consider 4o'ave = 40'm) Q = 500 kN Ysat = 19.24 kN/m³ en = 0.8 C. = 0.25 p'= 0 c'= 25 kPa 2 m B ×B FS again Bearing Capacity = 4 Acceptable settlement = 2.0 inches 10 marrow_forward
- A square column foundation is to be constructed on a sand deposit (C = 0). The allowable load Q will be inclined at an angle bØ = 20° with the vertical. Knowing that y = 16.5 KN/ m3 and Df = 1 m. The standard Penetration numbers N60 obtained from the field are as follows. Determine value of Fqd ? Depth (m) W60 1.5 3 3.0 16 4.5 6.0 10 7.5 10 B- 1.25 m- Select one: a. 1.162 b. 11.62 c. 1.231 O d. 31.12arrow_forwardA square shallow foundation (B × B) is planned to be constructed on a normality consolidated (NC) clay soil as shown in the below figure. The maximum acceptable settlement for the foundation is equal to 2.0 inches (5 cm), and the safety factor against bearing capacity is FS = 4. Determine the size of foundation. (Note: To simplify the calculations, ignore both the elastic settlement and secondary compression settlement. Also consider Ao'ave = 4o'm) Q = 500 kN Ysat = 19.24 kN/m³ eo = 0.8 C. = 0.25 p'= 0 c' = 25 kPa FS again Bearing Capacity = 4 Acceptable settlement = 2.0 inches 2 m В ХВ 10 marrow_forward. A square footing is shown is the following figure. Assume the induced stress, Ao,, due to load from foundation is linearly distributed along the depth, as shown in the figure. Ignore the deformation of hard rock. Using the classical method, compute its settlement. S, = 140kPa C/(1+e) 0.12 C, / (1+e) = 0.02 2m Aơ, = 150kPa O'= 200kPa y = 18kN/m Silty clay Ao, = 70kPa Hard rock 1.0m 1.5marrow_forward
- A square column foundation is to be constructed on a sand deposit (C = 0). The allowable load Q will be inclined at an angle b Ø = 20° with the vertical. Knowing that y = 16.5 KN/ m3 and Df = 1 m. The standard Penetration numbers N60 obtained from the field are as follows. Determine value of Q ? Depth (m) N60 1.5 3 3.0 6 4.5 6.0 10 7.5 10 B- 1.25 m- Select one: a. 110 KN O b. 151.7 KN c. 95 KN d. 155.3 KNarrow_forward7.14 Refer to Figure 7.15. For a foundation on a layer of sand, given: B = 5 ft, L = 10 ft, d = 5 ft, B = 26.6°, e = 0.5 ft, and & = 10°. The Pressuremeter testing at the site pro- duced a mean Pressuremeter curve for which the pam) versus AR/R, points are as follow. AR/R. (1) P,(m) (lb/in.?) (2) 0.002 7.2 0.004 24.2 0.008 32.6 0.012 42.4 0.024 68.9 0.05 126.1 0.08 177.65 0.1 210.5 0.2 369.6 What should be the magnitude of Q, for a settlement (center) of 1 in.? Foundation BxL В Figure 7.15 Definition of parameters-B,arrow_forwardA rectangular footing is uniformly loaded with q = 75 kN/m? as shown in the figure. Compute the vertical stress increments under Points A, B, and C at z = 5 m. 15 m 3.5 m A 1.87 m 8 m B Footing (Plane view)arrow_forward
- A footing 2.25 m square is located at a depth of 1.5 m in a sand of unit weight 18 kN/m³. The shear strength parameters are c' = 0 and 6 = 36°. Calculate the safe load carried by the footing against complete shear failure. Factor of safety against shear failure is 3. Use Terzaghi's analysis. (N. = 65.4, N, = 54.0) = 49.4, b. %3D N.arrow_forward3 Given: T- shape foundation as shown in figure is loaded with a uniform load of 120 kN/m². Required: the increment in vertical stress at point (P) at a depth of 5m. 0.6 0.6 0.6 0.6 3m m n I, 1.5 0.3 0.0629 1.2 0.1431 9m 3m 0.1069arrow_forwardFor 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/m²arrow_forward
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