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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
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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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
Transcribed Image Text: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
Transcribed Image Text: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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