EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 9780100547056
Author: Das
Publisher: YUZU
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Chapter 5, Problem 5.16P
To determine
Find the ultimate bearing capacity of the given foundation.
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Students have asked these similar questions
Repeat Problem 8.2 for an allowable settlement of 25 mm.
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
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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- 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_forwardA rectangular foundation 2.5m × 6m on a deposit of overconsolidated sandy gravel with past overburden pressure of 150 kPa is shown in the figure below along with the variation of the cone penetration resistance. Assuming that the bulk unit weight of the sandy gravel is 18 kN/m3and creep is at the end of ten years after construction, calculate the elastic settlement of the foundation using the strain influence factor methodarrow_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_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_forwardS1arrow_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_forward
- 7.compute failure function 8. compute principal stressarrow_forwardsubject - geotechnical design book - principle of foundation engineeringarrow_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_forward
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