An embankment load on a silty clay soil layer as shown below. Determine thestress increase under the embankment at points A and B that are loaded at a depthof 6 m below the ground surface.5 m1H:2V1H:2V1H:1V8 m13y=18 kN/mY=18 kN/m³6 m: B: ACS Scanned with CamScanner Aơ =(6.33)where I' = a function of B/z and B2/z.The variation of I' with B/z and B,/z is shown in Figure 6.18. An application of thisdiagram is given in Example 6.8.0.502.03.0-1.61.41.20.451.00.400.90.80.70.350.60.300.50.4I'0.250.200.20.15Figure 6.18 Influence value I' forembankment loading (After Osterberg,1957) Osterberg, J. O. (1957)."Influence Values for Vertical Stresses0.100.1B1lz = 0in Semi-Infinite Mass Due toEmbankment Loading," Proceedings,Fourth International Conference on SoilMechanics and Foundation Engineering,London, Vol. 1. pp. 393–396. Withpermission from ASCE.0.050.010.11.010B2lzJuulL

Answered: Image /qna-images/answer/3207c164-fd84-413a-95d9-8525b0a9a5a0.jpg

An embankment load on a silty clay soil layer as shown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of 6 m below the ground surface. 5 m 1H:2V 1H:2V 1H:1V 8 m y=18 kN/m Y=18 kN/m

An embankment load on a silty clay soil layer as shown below. Determine the stress increase under the embankment at points A and B that are loaded at a depth of 6 m below the ground surface. 5 m 1H:2V 1H:2V 1H:1V 8 m y=18 kN/m Y=18 kN/m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Question

An embankment load on a silty clay soil layer as shown below. Determine the
stress increase under the embankment at points A and B that are loaded at a depth
of 6 m below the ground surface.
5 m
1H:2V
1H:2V
1H:1V
8 m
13
y=18 kN/m
Y=18 kN/m³
6 m
: B
: A
CS Scanned with CamScanner

Aơ =
(6.33)
where I' = a function of B/z and B2/z.
The variation of I' with B/z and B,/z is shown in Figure 6.18. An application of this
diagram is given in Example 6.8.
0.50
2.03.0-
1.6
1.4
1.2
0.45
1.0
0.40
0.9
0.8
0.7
0.35
0.6
0.30
0.5
0.4
I'
0.25
0.20
0.2
0.15
Figure 6.18 Influence value I' for
embankment loading (After Osterberg,
1957) Osterberg, J. O. (1957).
"Influence Values for Vertical Stresses
0.10
0.1
B1lz = 0
in Semi-Infinite Mass Due to
Embankment Loading," Proceedings,
Fourth International Conference on Soil
Mechanics and Foundation Engineering,
London, Vol. 1. pp. 393–396. With
permission from ASCE.
0.05
0.01
0.1
1.0
10
B2lz
JuulL

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