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Article: Cyclic behaviour and resistance of saturated sand under non-symmetrical loading conditions

TitleCyclic behaviour and resistance of saturated sand under non-symmetrical loading conditions
Authors
KeywordsEarthquakes
Failure
Laboratory Tests
Liquefaction
Sands
Shear Strength
Issue Date2011
PublisherThomas Telford Ltd. The Journal's web site is located at http://www.geotechnique-ice.com
Citation
Geotechnique, 2011, v. 61 n. 1, p. 59-73 How to Cite?
AbstractThis paper reports findings from an experimental study that aimed to investigate the undrained behaviour of sand in non-symmetrical cyclic loading, and to clarify the role of initial static shear in liquefaction resistance. The testing programme, conducted on a standard sand under triaxial conditions, covers a broad range of initial states in terms of relative density, confining stress and initial shear stress ratio (α). Three distinct failure modes have been identified from the tests: flow-type failure, cyclic mobility and plastic strain accumulation. Of these, flowtype failure, characterised by abrupt runaway deformations without any prior warning, is the most critical, and pertains to sand in the loose state. The tests also demonstrate that the presence of initial static shear stress is beneficial to the liquefaction resistance of loose sand at low α levels, but it becomes detrimental at high Φ levels. In this connection the concept of threshold α is proposed, together with the use of a no-stress-reversal line for better characterisation of the effect of initial static shear. Furthermore, in the conceptual framework of critical state soil mechanics, a fairly good linear relationship has been established between the threshold α and the state parameter Φ that collectively accounts for the initial relative density and mean stress level. This relationship suggests that the threshold α decreases with increasing values of Φ, or with sand becoming looser than the critical state. It is further proposed that the concept of threshold α also applies to sand at high relative density, as long as the confining stress becomes sufficiently high. This proposal leads to a unified and consistent interpretation of the complicated static shear effect.
Persistent Identifierhttp://hdl.handle.net/10722/150547
ISSN
2015 Impact Factor: 2.0
2015 SCImago Journal Rankings: 2.837
ISI Accession Number ID
Funding AgencyGrant Number
Research Grants Council of Hong Kong719105
University of Hong Kong
Funding Information:

The work presented in this paper was supported by the Research Grants Council of Hong Kong under grant number 719105. This support is gratefully acknowledged. The support of the University of Hong Kong through its Outstanding Young Researcher Award Programme is also highly acknowledged.

References

 

DC FieldValueLanguage
dc.contributor.authorYang, Jen_US
dc.contributor.authorSze, HYen_US
dc.date.accessioned2012-06-26T06:05:36Z-
dc.date.available2012-06-26T06:05:36Z-
dc.date.issued2011en_US
dc.identifier.citationGeotechnique, 2011, v. 61 n. 1, p. 59-73en_US
dc.identifier.issn0016-8505en_US
dc.identifier.urihttp://hdl.handle.net/10722/150547-
dc.description.abstractThis paper reports findings from an experimental study that aimed to investigate the undrained behaviour of sand in non-symmetrical cyclic loading, and to clarify the role of initial static shear in liquefaction resistance. The testing programme, conducted on a standard sand under triaxial conditions, covers a broad range of initial states in terms of relative density, confining stress and initial shear stress ratio (α). Three distinct failure modes have been identified from the tests: flow-type failure, cyclic mobility and plastic strain accumulation. Of these, flowtype failure, characterised by abrupt runaway deformations without any prior warning, is the most critical, and pertains to sand in the loose state. The tests also demonstrate that the presence of initial static shear stress is beneficial to the liquefaction resistance of loose sand at low α levels, but it becomes detrimental at high Φ levels. In this connection the concept of threshold α is proposed, together with the use of a no-stress-reversal line for better characterisation of the effect of initial static shear. Furthermore, in the conceptual framework of critical state soil mechanics, a fairly good linear relationship has been established between the threshold α and the state parameter Φ that collectively accounts for the initial relative density and mean stress level. This relationship suggests that the threshold α decreases with increasing values of Φ, or with sand becoming looser than the critical state. It is further proposed that the concept of threshold α also applies to sand at high relative density, as long as the confining stress becomes sufficiently high. This proposal leads to a unified and consistent interpretation of the complicated static shear effect.en_US
dc.languageengen_US
dc.publisherThomas Telford Ltd. The Journal's web site is located at http://www.geotechnique-ice.comen_US
dc.relation.ispartofGeotechniqueen_US
dc.rightsCreative Commons: Attribution 3.0 Hong Kong License-
dc.rightsPermission is granted by ICE Publishing to print one copy for personal use. Any other use of these PDF files is subject to reprint fees-
dc.subjectEarthquakesen_US
dc.subjectFailureen_US
dc.subjectLaboratory Testsen_US
dc.subjectLiquefactionen_US
dc.subjectSandsen_US
dc.subjectShear Strengthen_US
dc.titleCyclic behaviour and resistance of saturated sand under non-symmetrical loading conditionsen_US
dc.typeArticleen_US
dc.identifier.emailYang, J:junyang@hkucc.hku.hken_US
dc.identifier.authorityYang, J=rp00201en_US
dc.description.naturepublished_or_final_versionen_US
dc.identifier.doi10.1680/geot.9.P.019en_US
dc.identifier.scopuseid_2-s2.0-79551614383en_US
dc.identifier.hkuros175401-
dc.relation.referenceshttp://www.scopus.com/mlt/select.url?eid=2-s2.0-79551614383&selection=ref&src=s&origin=recordpageen_US
dc.identifier.volume61en_US
dc.identifier.issue1en_US
dc.identifier.spage59en_US
dc.identifier.epage73en_US
dc.identifier.eissn1751-7656-
dc.identifier.isiWOS:000286460400004-
dc.publisher.placeUnited Kingdomen_US
dc.identifier.scopusauthoridYang, J=35605258800en_US
dc.identifier.scopusauthoridSze, HY=35604955300en_US

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