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| STUDY OF COMPACTING SOIL DISPLACEMENTS AROUND JACKED SINGLE PILE BASED ON EXCESS PORE PRESSURE DISSIPATION |
| LUO Zhanyou1，2，XIA Jianzhong1，GONG Xiaonan2，LIU Wei1 |
(1. Geotechnical Engineering Institute，Zhejiang University of Science and Technology，Hangzhou，Zhejiang 310023，China；
2. Coastal and City Geotechnical Engineering Institute，Zhejiang University，Hangzhou，Zhejiang 310058，China) |
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Abstract Compacting soil displacements vary with the dissipation of excess pore water pressure produced by the installed pile，and this problem is still not well resolved because of the piling process complexity. According to strain path method and source-sink method，the closed-form analytical expressions of displacement fields caused by the installation of jacked pile due to the dissipation of excess pore water pressure were obtained in small strain condition. The solution taking into consideration stress-free ground surface and dissipation of excess pore water pressure was in accordance with the practical engineering，and the solution could provide the whole-depth compacting soil displacements. Based on soil deformation characteristics near the installed pile，the integrate expressions of compacting soil displacements in large strain condition were also deduced，and the differences of compacting soil displacements in small and large strain conditions were analyzed. The influences of excess pore water pressure dissipation on compacting soil displacements were analyzed by use of the theoretical solution and the analytical results of compacting soil displacement were compared with field tests. The results show that the horizontal and vertical compaction soil displacements of the installed pile reduce with the dissipation of excess pore water pressure. Theoretical solution variation trends of compacting soil displacements based on the dissipation of excess pore water pressure were in accord with measured results，and the calculating values of soil displacements were agree well with experimental results.
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Received: 23 May 2013
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2014, Vol. 33 
