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Article: Evaluation of the stability of anchor-reinforced slopes

TitleEvaluation of the stability of anchor-reinforced slopes
Authors
KeywordsAnchors
Factor of safety
Limit equilibrium method
Slopes
Issue Date2005
PublisherNRC Research Press. The Journal's web site is located at http://pubs.nrc-cnrc.gc.ca/cgi-bin/rp/rp2_desc_e?cgj
Citation
Canadian Geotechnical Journal, 2005, v. 42 n. 5, p. 1342-1349 How to Cite?
AbstractThe conventional methods of slices are commonly used for the analysis of slope stability. When anchor loads are involved, they are often treated as point loads, which may lead to abrupt changes in the normal stress distribution on the potential slip surface. As such abrupt changes are not reasonable and do not reflect reality in the field, an alternative approach based on the limit equilibrium principle is proposed for the evaluation of the stability of anchor-reinforced slopes. With this approach, the normal stress distribution over the slip surface before the application of the anchor (i.e., σ0) is computed by the conventional, rigorous methods of slices, and the normal stress on the slip surface purely induced by the anchor load (i.e., λpσp, where λp is the load factor) is taken as the analytical elastic stress distribution in an infinite wedge approximating the slope geometry, with the anchor load acting on the apex. Then the normal stress on the slip surface for the anchor-reinforced slope is assumed to be the linear combination of these two normal stresses involving two auxiliary unknowns, η1 and η2; that is, σ = η1σ0 + η2λpσp. Simultaneously solving the horizontal force, the vertical force, and the moment equilibrium equations for the sliding body leads to the explicit expression for the factor of safety (Fs) - or the load factor (λp), if the required factor of safety is prescribed. The reasonableness and advantages of the present method in comparison with the conventional procedures are demonstrated with two illustrative examples. The proposed procedure can be readily applied to designs of excavated slopes or remediation of landslides with steel anchors or prestressed cables, as well as with soil nails or geotextile reinforcements. © 2005 NRC Canada.
Persistent Identifierhttp://hdl.handle.net/10722/45465
ISSN
2015 Impact Factor: 1.877
2015 SCImago Journal Rankings: 2.093
ISI Accession Number ID
References

 

DC FieldValueLanguage
dc.contributor.authorZhu, DYen_HK
dc.contributor.authorLee, CFen_HK
dc.contributor.authorChan, DHen_HK
dc.contributor.authorJiang, HDen_HK
dc.date.accessioned2007-10-30T06:26:33Z-
dc.date.available2007-10-30T06:26:33Z-
dc.date.issued2005en_HK
dc.identifier.citationCanadian Geotechnical Journal, 2005, v. 42 n. 5, p. 1342-1349en_HK
dc.identifier.issn0008-3674en_HK
dc.identifier.urihttp://hdl.handle.net/10722/45465-
dc.description.abstractThe conventional methods of slices are commonly used for the analysis of slope stability. When anchor loads are involved, they are often treated as point loads, which may lead to abrupt changes in the normal stress distribution on the potential slip surface. As such abrupt changes are not reasonable and do not reflect reality in the field, an alternative approach based on the limit equilibrium principle is proposed for the evaluation of the stability of anchor-reinforced slopes. With this approach, the normal stress distribution over the slip surface before the application of the anchor (i.e., σ0) is computed by the conventional, rigorous methods of slices, and the normal stress on the slip surface purely induced by the anchor load (i.e., λpσp, where λp is the load factor) is taken as the analytical elastic stress distribution in an infinite wedge approximating the slope geometry, with the anchor load acting on the apex. Then the normal stress on the slip surface for the anchor-reinforced slope is assumed to be the linear combination of these two normal stresses involving two auxiliary unknowns, η1 and η2; that is, σ = η1σ0 + η2λpσp. Simultaneously solving the horizontal force, the vertical force, and the moment equilibrium equations for the sliding body leads to the explicit expression for the factor of safety (Fs) - or the load factor (λp), if the required factor of safety is prescribed. The reasonableness and advantages of the present method in comparison with the conventional procedures are demonstrated with two illustrative examples. The proposed procedure can be readily applied to designs of excavated slopes or remediation of landslides with steel anchors or prestressed cables, as well as with soil nails or geotextile reinforcements. © 2005 NRC Canada.en_HK
dc.format.extent512844 bytes-
dc.format.extent1177077 bytes-
dc.format.mimetypeapplication/pdf-
dc.format.mimetypeapplication/pdf-
dc.languageengen_HK
dc.publisherNRC Research Press. The Journal's web site is located at http://pubs.nrc-cnrc.gc.ca/cgi-bin/rp/rp2_desc_e?cgjen_HK
dc.relation.ispartofCanadian Geotechnical Journalen_HK
dc.rightsCreative Commons: Attribution 3.0 Hong Kong License-
dc.rightsCanadian Geotechnical Journal. Copyright © N R C Research Press.en_HK
dc.subjectAnchorsen_HK
dc.subjectFactor of safetyen_HK
dc.subjectLimit equilibrium methoden_HK
dc.subjectSlopesen_HK
dc.titleEvaluation of the stability of anchor-reinforced slopesen_HK
dc.typeArticleen_HK
dc.identifier.openurlhttp://library.hku.hk:4550/resserv?sid=HKU:IR&issn=0008-3674&volume=42&issue=5&spage=1342&epage=1349&date=2005&atitle=Evaluation+of+the+stability+of+anchor-reinforced+slopesen_HK
dc.identifier.emailLee, CF: leecf@hkucc.hku.hken_HK
dc.identifier.authorityLee, CF=rp00139en_HK
dc.description.naturepublished_or_final_versionen_HK
dc.identifier.doi10.1139/t05-060en_HK
dc.identifier.scopuseid_2-s2.0-32444450682en_HK
dc.relation.referenceshttp://www.scopus.com/mlt/select.url?eid=2-s2.0-32444450682&selection=ref&src=s&origin=recordpageen_HK
dc.identifier.volume42en_HK
dc.identifier.issue5en_HK
dc.identifier.spage1342en_HK
dc.identifier.epage1349en_HK
dc.identifier.isiWOS:000232856000009-
dc.publisher.placeCanadaen_HK
dc.identifier.scopusauthoridZhu, DY=7403599340en_HK
dc.identifier.scopusauthoridLee, CF=8068602600en_HK
dc.identifier.scopusauthoridChan, DH=7402216676en_HK
dc.identifier.scopusauthoridJiang, HD=13409299300en_HK

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