Please use this identifier to cite or link to this item: https://doi.org/10.1061/(ASCE)1090-0241(2006)132:1(36)
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dc.titlePile behavior due to excavation-induced soil movement in clay. I: Stable wall
dc.contributor.authorOng, DEL
dc.contributor.authorLeung, CE
dc.contributor.authorChow, YK
dc.date.accessioned2021-12-20T09:16:29Z
dc.date.available2021-12-20T09:16:29Z
dc.date.issued2006-01-01
dc.identifier.citationOng, DEL, Leung, CE, Chow, YK (2006-01-01). Pile behavior due to excavation-induced soil movement in clay. I: Stable wall. JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING 132 (1) : 36-44. ScholarBank@NUS Repository. https://doi.org/10.1061/(ASCE)1090-0241(2006)132:1(36)
dc.identifier.issn10900241
dc.identifier.issn19435606
dc.identifier.urihttps://scholarbank.nus.edu.sg/handle/10635/211196
dc.description.abstractA series of centrifuge model tests has been conducted to investigate the behavior of a single pile subjected to excavation-induced soil movements behind a stable retaining wall in clay. The results reveal that after the completion of soil excavation, the wall and the soil continue to move and such movement induces further bending moment and deflection on an adjacent pile. For a pile located within 3m behind the wall where the soil experiences large shear strain (>2%) due to stress relief as a result of the excavation, the induced pile bending moment and deflection reach their maximum values sometime after soil excavation and thereafter decrease slightly with time. For a pile located 3m beyond the wall, the induced pile bending moment and deflection continue to increase slightly with time after excavation until the end of the test. A numerical model developed at the National University of Singapore is used to back-analyze the centrifuge test data. The method gives a reasonably good prediction of the induced bending moment and deflection on a pile located at 3m or beyond the wall. For a pile located at 1m behind the wall where the soil experiences large shear strain (>2%) due to stress relief resulting from the excavation, the calculated pile response is in good agreement with the measured data if the correct soil shear strength obtained from postexcavation is used in the analysis. However, if the original soil shear strength prior to excavation is used in the analysis, this leads to an overestimation of the maximum bending moment of about 25%. The practical implications of the findings are also discussed in this paper. © 2006 ASCE.
dc.description.urihttp://libproxy1.nus.edu.sg/login?url=http://dx.doi.org/10.1061/(ASCE)1090-0241(2006)132:1(36)
dc.language.isoen
dc.publisherASCE-AMER SOC CIVIL ENGINEERS
dc.sourceElements
dc.subjectScience & Technology
dc.subjectTechnology
dc.subjectPhysical Sciences
dc.subjectEngineering, Geological
dc.subjectGeosciences, Multidisciplinary
dc.subjectEngineering
dc.subjectGeology
dc.subjectCENTRIFUGE MODEL TESTS
dc.subjectDIAPHRAGM WALLS
dc.subjectCOLLAPSE
dc.subjectSUBJECT
dc.typeArticle
dc.date.updated2021-12-19T04:14:11Z
dc.contributor.departmentDEPT OF CIVIL & ENVIRONMENTAL ENGG
dc.description.doi10.1061/(ASCE)1090-0241(2006)132:1(36)
dc.description.sourcetitleJOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING
dc.description.volume132
dc.description.issue1
dc.description.page36-44
dc.identifier.isiut000234604300004
dc.published.statePublished
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