Please help , use this figure thanks alot Two embankments loads on silty clay soils layers as shown below. Unit weights of the leftright embankments are 11 and 13 kN/m², respectively. Determine the stress increasehe embankments at point A that are loaded at a depth of 4 m below the groundurface.-3m!Center line1V:1HY= 11 kN/m5my= 13 N/m1V:1H1V:1H 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/cc4587a2-4782-412a-8f81-be5938dd5916.jpg

nd right embankments are 11 and 13 kN/m, respectively. Determine the stress increase Two embankments loads on silty clay soils layers as shown below. Unit weights of the left he embankments at point A that are loaded at a depth of 4 m below the ground urface.

nd right embankments are 11 and 13 kN/m, respectively. Determine the stress increase Two embankments loads on silty clay soils layers as shown below. Unit weights of the left he embankments at point A that are loaded at a depth of 4 m below the ground urface.

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

Please help , use this figure

thanks alot

Two embankments loads on silty clay soils layers as shown below. Unit weights of the left
right embankments are 11 and 13 kN/m², respectively. Determine the stress increase
he embankments at point A that are loaded at a depth of 4 m below the ground
urface.
-3m
!Center line
1V:1H
Y= 11 kN/m
5m
y= 13 N/m
1V:1H
1V:1H

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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