Seismic Behavior of Gravel Drains and Compacted Sand Piles using ...

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Figure 2. Figure 10: Time histories of excess pore pressure ratio under the foundation centerline in Test C Figure 11. Excess pore water pressure ratio isopiestic lines in Test O
Figure 12. Excess pore water pressure ratio isopiestic lines in Test G Figure 13. Excess pore water pressure ratio isopiestic lines in Test C The isopiestic lines for excess pore water pressure ratio, five seconds after the shaking had started, are depicted in Figures 11-13. It can be observed that the excess pore water pressures right under the foundation never reached zero effective stress conditions in any of the tests and the corresponding excess pore pressure ratios never gained a value of 100%. This is due to the presence of foundation, other wise the shaking intensity was enough to develop complete liquefaction. Looking at the locations farther from the effect of the foundation, shows that achieving higher excess pore water pressure ratios was possible. In other words, ru values were lowest immediately below the foundation, revealing a
Page 1 and 2: Seismic Behavior of Gravel Drains a
Page 3 and 4: Figure 1. Three-dimensional view of
Page 5 and 6: Where u is the pore water pressure,
Page 7 and 8: Figure 5. Time histories of acceler
Page 9: Figure 8. Time histories of excess
Page 13 and 14: Figure 14. Failure patterns observe
Page 15 and 16: Figure 16. Time histories of excess
Page 17 and 18: Figure 20. Excess pore water pressu
Page 19 and 20: The real advantages of drains may l

Seismic Behavior of Gravel Drains and Compacted Sand Piles using ...

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