有限元重度增加法与刚体极限平衡法在边坡稳定分析中的对比研究

1006—2610201405—0018—04111211．7100652．710065。2。TU457AComparisonandStudyonFiniteElementGravityIncreaseMethodandＲigidLimitEquilibriumMethodinSlopeStabilityAnalysisWANGJing1YAOFeng1LIUPeng12LYUQi11．POWEＲCHINAXibeiEngineeringCorporationLtd．Xi＇an710065China2．HighSlopeandGeologicalHazardＲesearchTreatmentDivisionofChinaHydropowerTechnologyＲesearchandDevelopmentCenterXi＇an710065ChinaAbstractBasedontheintroductionofthebasicprincipleandthecomparisonoftheiradvantages/disadvantagesoffiniteelementgravityincreasemethodandrigidlimitequilibriummethodinslopestabilityanalysisthestabilityoftheoverburdenslopeinonedamabutmentisanalyzedbyfiniteelementgravityincreasemethodandrigidlimitequilibriummethodrespectively．Thesafetyfactorofstabilityandthepossiblelocationofthemostdangerousslidingplanearecompared．Thecalculationresultsshowthattheshapeandthesafetyfactorofsta-bilityofthepossiblymostdangerousslidingplanebytwomethodsarebasicallythesame．Simultaneouslyitdemonstratesthatitissuit-abletoutilizethenon－convergencecalculatedbyapplicationoffiniteelementstaticbalanceasthefailurecriteriafortheintegratedinsta-bilityoftheslope．Itprimarilyverifiesthatitisfeasibletoanalyzetheslopestabilitybyfiniteelementgravityincreasemethod．Keywordsslopestabilitygravityincreasemethodlimitequilibriummethodsafetyfactor2014－09－091985－．0。、、、、。、Morgenstern－Price、Bishop1。。81．。。2。11．1cφF。cφc'=cFφ'=φF12－3cφgggfg0F=gfg022F。ChenMizuno4SwanSeo5。。。1．2、。－－。。。F。1．32、。。。1。2。3。4。5、。11、。2。3。。1．491·2014·5。17－10。211。6。①、②。22．135°～55°60°～75°。。1900m1970～2095m130m32m。。2．2ADINA。0．5m3019530399。。Mohr．Coulomb。500。1。ADINASparseMatrixDirectSolver－FullNewton－Ｒaphson。。gfg0。SLIDE。21、2。122．31。1/kN·m－3f'c'/MPa/MPaⅣ225．00．650．3525000．25Ⅴ20．00．500．035300．32．40．7875s。。02．、3～5。3t=0．4s4t=0．5s5t=0．7sgf=9．11。6、。F=gf/g0=9．11/9．81=0．93。6F=0．93Janbu。1JanbuF=0．951。Janbu2．2%。2。Janbu7。72512·2014·52．52m1．5m。3。、、。。1．Ｒ．2009．2．Ｒ．2011．3．Ｒ．櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀櫀2012．213。。、。1．J．200844．2SwanCCSeoYK．Limitstateanalysis0fearthens10pcsusingdualcontinuum/FEMapproachesJ．Int．J．Numer．Anal．Meth．Geomech．1999231359－1371．3Se0YK．ComputationalmethodsforelaSt0－plasticslopestabilityanalysiswithseepageM．Ph．D．ThesistheUniversityofIowa1998．4ChenWFMizunoE．NonlinearanalysisinsoilmechanicsJ．theoryandimplementation．Elsevier1990．5SnitbahnNandChenWF．Elastic－plasticlargedeformationanal-ysisofsoilslopeJ．Computer＆Structures．1978．6．J．20032331－8．7GriffithsDVlanePA．SlopestabilityanalysisbyfiniteelementsJ．Geotechnique1999493．8DawsonEM．ＲothWHDrescherA．SlopestabilityanalysisbystrengthreductionJ．Geotechnique1999496．9．J．2002243343－346．10．J．20032254－260．11．J．2001234407－411．52·2014·5