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Article: Post-installation residual stresses in preformed piles jacked into granular soils

TitlePost-installation residual stresses in preformed piles jacked into granular soils
Authors
KeywordsBearing Capacity
Construction Effect
Field Test
Neutral Point
Preformed Pile
Residual Stress
Issue Date2011
Publisher《巖土工程學報》編輯部. The Journal's web site is located at http://218.241.156.197/Jwk_ytgcxb/CN/column/column11.shtml
Citation
Yantu Gongcheng Xuebao/Chinese Journal Of Geotechnical Engineering, 2011, v. 33 n. 10, p. 1526-1536 How to Cite?
AbstractThe working performance of a preformed pile may be significantly affected by the residual pile stress generated in the pile installation process. A field-test program is conducted in this study to investigate the load transfer behavior of two instrumented steel H-piles jacked into granular deposits during installation. Significant post-installation residual stresses are found to be locked in the test piles. The depth of neutral point for the residual shaft friction increases with increasing pile penetration but their ratios tend to be an invariable. Besides the well-known elasticity coefficient, the factors affecting the residual point resistance include the jacking force and the penetration rate. The average residual negative friction accumulates as the number of jacking strokes increases. Nevertheless, the unit residual negative friction at a given horizon shows a trend of degradation, which can be attributed to the presence of friction fatigue during pile installation. The residual pile stress is responsible for the variation in the stress state of the soils surrounding the pile shaft and beneath the pile base prior to loading service. This indicates that the pile-soil system will follow an unanticipated stress path toward axial loading failure. The data interpretation methods routinely adopted in the static and O-cell loading tests are going to be challenged in case that the influence of post-installation residual stress is involved. Also, the post-installation residual stress imposes positive effect on the uplift capacity of pile and increases the complexity of the plugging behavior of open-ended pipe piles. Assuming that the distribution of residual shaft friction resembles a folded line, a semi-empirical framework is proposed to estimate the residual pile stress at any depth from the knowledge of residual point resistance.
Persistent Identifierhttp://hdl.handle.net/10722/150592
ISSN
2013 SCImago Journal Rankings: 0.757
References

 

DC FieldValueLanguage
dc.contributor.authorYu, Fen_US
dc.contributor.authorTham, LGen_US
dc.contributor.authorYang, Jen_US
dc.contributor.authorLee, PKKen_US
dc.date.accessioned2012-06-26T06:05:58Z-
dc.date.available2012-06-26T06:05:58Z-
dc.date.issued2011en_US
dc.identifier.citationYantu Gongcheng Xuebao/Chinese Journal Of Geotechnical Engineering, 2011, v. 33 n. 10, p. 1526-1536en_US
dc.identifier.issn1000-4548en_US
dc.identifier.urihttp://hdl.handle.net/10722/150592-
dc.description.abstractThe working performance of a preformed pile may be significantly affected by the residual pile stress generated in the pile installation process. A field-test program is conducted in this study to investigate the load transfer behavior of two instrumented steel H-piles jacked into granular deposits during installation. Significant post-installation residual stresses are found to be locked in the test piles. The depth of neutral point for the residual shaft friction increases with increasing pile penetration but their ratios tend to be an invariable. Besides the well-known elasticity coefficient, the factors affecting the residual point resistance include the jacking force and the penetration rate. The average residual negative friction accumulates as the number of jacking strokes increases. Nevertheless, the unit residual negative friction at a given horizon shows a trend of degradation, which can be attributed to the presence of friction fatigue during pile installation. The residual pile stress is responsible for the variation in the stress state of the soils surrounding the pile shaft and beneath the pile base prior to loading service. This indicates that the pile-soil system will follow an unanticipated stress path toward axial loading failure. The data interpretation methods routinely adopted in the static and O-cell loading tests are going to be challenged in case that the influence of post-installation residual stress is involved. Also, the post-installation residual stress imposes positive effect on the uplift capacity of pile and increases the complexity of the plugging behavior of open-ended pipe piles. Assuming that the distribution of residual shaft friction resembles a folded line, a semi-empirical framework is proposed to estimate the residual pile stress at any depth from the knowledge of residual point resistance.en_US
dc.languageengen_US
dc.publisher《巖土工程學報》編輯部. The Journal's web site is located at http://218.241.156.197/Jwk_ytgcxb/CN/column/column11.shtmlzh_HK
dc.relation.ispartofYantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineeringen_US
dc.subjectBearing Capacityen_US
dc.subjectConstruction Effecten_US
dc.subjectField Testen_US
dc.subjectNeutral Pointen_US
dc.subjectPreformed Pileen_US
dc.subjectResidual Stressen_US
dc.titlePost-installation residual stresses in preformed piles jacked into granular soilsen_US
dc.typeArticleen_US
dc.identifier.emailTham, LG:hrectlg@hkucc.hku.hken_US
dc.identifier.emailYang, J:junyang@hkucc.hku.hken_US
dc.identifier.emailLee, PKK:hreclkk@hkucc.hku.hken_US
dc.identifier.authorityTham, LG=rp00176en_US
dc.identifier.authorityYang, J=rp00201en_US
dc.identifier.authorityLee, PKK=rp00141en_US
dc.description.naturelink_to_subscribed_fulltexten_US
dc.identifier.scopuseid_2-s2.0-80052135371en_US
dc.relation.referenceshttp://www.scopus.com/mlt/select.url?eid=2-s2.0-80052135371&selection=ref&src=s&origin=recordpageen_US
dc.identifier.volume33en_US
dc.identifier.issue10en_US
dc.identifier.spage1526en_US
dc.identifier.epage1536en_US
dc.publisher.placeChinaen_US
dc.identifier.scopusauthoridYu, F=22936179800en_US
dc.identifier.scopusauthoridTham, LG=7006213628en_US
dc.identifier.scopusauthoridYang, J=35605258800en_US
dc.identifier.scopusauthoridLee, PKK=24522826500en_US

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