EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 8220100547058
Author: Das
Publisher: CENGAGE L
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Chapter 5, Problem 5.16P
To determine
Find the ultimate bearing capacity of the given foundation.
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A butt weld is set on the cross section of an I-shaped
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3.
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
A 2-m diameter flexible foundation applies a uniform pres-
sure to the underlying soil of 200 kN/m. Plot the varia-
tion of the vertical stress increase below the center of the
foundation as determined using both the Boussinesq (Aop)
and Westergaard (Aow) solutions up to a depth of z = 5 m.
(Note: p, 0.2.)
8.14
Chapter 5 Solutions
EBK PRINCIPLES OF FOUNDATION ENGINEERIN
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- 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_forward4. For the stressed soil element shown. use the pole method and determine: 1) the major and minor principal stresses, 2) the normal and shear stresses on the plane oriented 0 to the horizontal. O is 12⁰. Gy = 50 kN/m² Tyx = 50 kN/m² 0 Txy = 50 kN/m² Ox= 150 kN/m²arrow_forward1. 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_forward
- 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,arrow_forward7.7 78 Eq. (7.43) and μ, = 0. Refer to Figure P7.7. Using the procedure outlined in Section 7.10, determine the average stress increase in the clay layer below the center of the foundation due to the net foundation load of 445 kN. [Use Eq. (7.26).] Figusa M70arrow_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_forward
- A footing 4 mx 2 m in a plan, transmits a pressure of 150kN/m² on a cohesive soil have E = 6 x 10¹kN/m² and × μ = 0.5. What will be the immediate settlement of the footing at the center? Take influence factor = 1.5arrow_forwardhelp mearrow_forwardFollowing are the standard penetration numbers determined from a sandy soil in the field: Using Eq. (3.30), determine the variation of the peak soil friction angle, Φ'. Estimate an average value of Φ' for the design of a shallow foundation. (Note: For depth greater than 20 ft, the unit weight of soil is 118 lb/ft3.)arrow_forward
- A rectangular foundation 4 m x 6m (Figure P1.20) trans- mits a stress of 100 kPa on the surface of a soil deposit. Plot the distribution of increases of vertical stresses with depth under points A, B, and C up to a depth of 20 m. At what depth is the increase in vertical stress below A less than 10% of the surface stress? -2 m- 2 m 4 m-arrow_forwardFrom the given soil element, determine the major principal stress, in kPa, using the Pole Method. 150 kPa A 60 kPa 45⁰ 90 kPa 60 kPa Barrow_forwardA 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_forward
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