EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 8220100547058
Author: Das
Publisher: CENGAGE L
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Chapter 5, Problem 5.7P
To determine
Find the gross allowable load carried by the foundation.
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7.14 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,
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…
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
Chapter 5 Solutions
EBK PRINCIPLES OF FOUNDATION ENGINEERIN
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Similar questions
- 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…arrow_forwardExample 5.7 Consider a rectangular foundation 2 mx 4 m in plan at a depth of 1.2 m in a sand deposit, as shown in Figure 5.23a. Given: y = 17.5 kN/m³; ā = 145 kN/m², and the following approximated variation of qc with z: 1.2 m q=145 kN/m² ++++y=17.5 kN/m³ z (m) 9c (kN/m²) B=2m- 0-0.5 2250 L=4 m 0.5-2.5 3430 2.5-5.0 2950 Estimate the elastic settlement of the foundation using the strain influence factor method.arrow_forward4. A flexible foundation is shown below, determine the immediate settlement below the center of the foundation. Assume the thickness of the soil below the foundation is 20 meters. Following is the variation of the modulus of the soil below the foundation. Es (kN/m²) Depth below the foundation(m) 0-4 4-8 8-20 >20 1.2m 10000 8000 12000 ∞ 90 = BXL = 2m x 2m Us = 0.3 150kPaarrow_forward
- 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 butt weld is set on the cross section of an I-shaped beam. The re are bending moment M ard sheao forne V at the speicing position, where Ma || 20 KN m and v 374KN The beam is made of Q355 b steel and semi- automatic weld is used with welding rod E50. The des ign value of the weld tensile to Strength f" is 260 N/mnm?. c heek whethe please The stregth of the butt weld is safe by eloulation. ET 3.arrow_forwardA circular foundation having qo=720 kPa and radius of 2m is placed on a soil section as shown in figure (1), if the ground water level was located at N.G.S, for the soil element (A) which located under the center of the foundation at the middle of clay layer. Calculate the followings: Sandy soil Ysa19.74 kN/m³ eo = 0.54 Clayey soil Ysa19.18 kN/m³ e =0.8 Calculate the Effective stress Choose... + at soil element (A) in (kPa) The increase in stress (kPa) due to footing load (Use Choose... + Approximated method) at soil element (A) 7marrow_forward
- 1. Figure 1. shows a continuous foundation on a deposit of sand layer and variation of the elasticity of the soil (E.). Assuming y = 18 kN/m³ and C2 for 10 years, calculate the elastic settlement of the foundation using the strain influence factor method of Schmertmann et al., 1978. 1.5 m Sand 2.5 m 0 2 14 q=195 kN/m² Depth (m) Figure 1. E,= 6000 E, <= 12,000 E, (kN/m²) E,= 10,000arrow_forwardProblem 1. A column foundation (Figure below) is 3 m × 2 m in plan. The load on the column, including the weight of the foundation is 4500 kN. Determin the average vertical stress increase 4 m beneath the corner of the foundation in the soil layer due to the foundation loading by: a) Boussinesq equations b) 2:1 method Given: Df = 1.5 m, Ø'= 25°, c'= 70 kN/m². 1.5 m 1 m 3m x 2m y = 17 kN/m³ Water level Ysat 19.5 kN/m³arrow_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_forward
- 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 + 1.5mk 2m 0.5m X 2m 3m * 3m - 3marrow_forwardQ3c. 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_forward6.8 Refer to Figure P6.8. Using the procedure outlined in Section 6.8, determine the average stress increase in the clay layer below the center of the foundation due to the net foundation load of 50 ton. [Use Eq. (6.28).] 4:5 ft 3 ft 50 ton (net load) 10 ft 5 ft x 5 ft Sand y=100 lb/ft! Sand Yat=122 lb/ft³ Groundwater table Ysat ⇒120 lb/ft³ = 0.7 C=0.25 -C, 0,06 Preconsolidation pressure = 2000 lb/ft² Figure P6.8arrow_forward
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