土木环境工程中英文对照外文翻译文献.docx
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土木环境工程中英文对照外文翻译文献.docx
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土木环境工程中英文对照外文翻译文献
中英文对照资料
INTERNATIONALJOURNALFORNUMERICALANDANALYTICALMETHODSINGEOMECHANICS
SUMMARY
Ananalyticalmethodispresentedforanalysisofslopestabilityinvolvingcohesiveandnon-cohesivesoils.Earthquakeeffectsareconsideredinanapproximatemannerintermsofseismiccoe$cient-dependentforces.Twokindsoffailuresurfacesareconsideredinthisstudy:
aplanarfailuresurface,andacircularfailuresurface.Theproposedmethodcanbeviewedasanextensionofthemethodofslices,butitprovidesamoreaccurateetreatmentoftheforcesbecausetheyarerepresentedinanintegralform.Thefactorofsafetyisobtainedbyusingtheminimizationtechniqueratherthanbyatrialanderrorapproachusedcommonly.
Thefactorsofsafetyobtainedbytheanalyticalmethodarefoundtobeingoodagreementwiththosedeterminedbythelocalminimumfactor-of-safety,Bishop's,andthemethodofslices.Theproposedmethodisstraightforward,easytouse,andlesstime-consuminginlocatingthemostcriticalslipsurfaceandcalculatingtheminimumfactorofsafetyforagivenslope.Copyright(1999)JohnWiley&Sons,Ltd.
Keywords:
analyticalmethod;slopestability;cohesiveandnon-cohesivesoils;dynamiceffect;planarfailuresurface;circularfailuresurface;minimizationtechnique;factor-of-safety.
INTRODUCTION
OneoftheearliestanalyseswhichisstillusedinmanyapplicationsinvolvingearthpressurewasproposedbyCoulombin1773.Hissolutionapproachforearthpressuresagainstretainingwallsusedplaneslidingsurfaces,whichwasextendedtoanalysisofslopesin1820byFrancais.Byabout1840,experiencewithcuttingsandembankmentsforrailwaysandcanalsinEnglandandFrancebegantoshowthatmanyfailuresurfacesinclaywerenotplane,butsigni"cantlycurved.In1916,curvedfailuresurfaceswereagainreportedfromthefailureofquaystructuresinSweden.Inanalyzingthesefailures,cylindricalsurfaceswereusedandtheslidingsoilmasswasdividedintoanumberofverticalslices.TheprocedureisstillsometimesreferredtoastheSwedishmethodofslices.Bymid-1950sfurtherattentionwasgiventothemethodsofanalysisusing
circularandnon-circularslidingsurfaces.Inrecentyears,numericalmethodshavealsobeenusedintheslopestabilityanalysiswiththeunprecedenteddevelopmentofcomputerhardwareandsoftware.OptimizationtechniqueswereusedbyNguyen,10andChenandShao.Whilefiniteelementanalyseshavegreatpotentialformodellingfieldconditionsrealistically,theyusuallyrequiresigni"cante!
ortandcostthatmaynotbejusti"edinsomecases.
Thepracticeofdividingaslidingmassintoanumberofslicesisstillinuse,anditformsthebasisofmanymodernanalyses.1,9However,mostofthesemethodsusethesumsofthetermsforallsliceswhichmakethecalculationsinvolvedinslopestabilityanalysisarepetitiveandlaboriousprocess.
Locatingtheslipsurfacehavingthelowestfactorofsafetyisanimportantpartofanalyzingaslopestabilityproblem.Anumberofcomputertechniqueshavebeendevelopedtoautomateasmuchofthisprocessaspossible.Mostcomputerprogramsusesystematicchangesinthepositionofthecenterofthecircleandthelengthoftheradiustofindthecriticalcircle.
Unlesstherearegeologicalcontrolsthatconstraintheslipsurfacetoanoncircularshape,itcanbeassumedwithareasonablecertaintythattheslipsurfaceiscircular.9Spencer(1969)foundthatconsiderationofcircularslipsurfaceswasascriticalaslogarithmicspiralslipsurfacesforallpracticalpurposes.CelestinoandDuncan(1981),andSpencer(1981)foundthat,inanalyseswheretheslipsurfacewasallowedtotakeanyshape,thecriticalslipsurfacefoundbythesearchwasessentiallycircular.Chen(1970),BakerandGarber(1977),andChenandLiumaintainedthatthecriticalslipsurfaceisactuallyalogspiral.ChenandLiu12developedsemi-analyticalsolutionsusingvariationalcalculus,forslopestabilityanalysiswithalogspiralfailuresurfaceinthecoordinatesystem.Earthquakee!
ectswereapproximatedintermsofinertiaforces(verticalandhorizontal)definedbythecorrespondingseismiccoe$cients.Althoughthisisoneofthecomprehensiveandusefulmethods,useof/-coordinatesystemmakesthesolutionprocedureattainablebutverycomplicated.Also,thesolutionsareobtainedvianumericalmeansattheend.ChenandLiu12havelistedmanyconstraints,stemmingfromphysicalconsiderationsthatneedtobetakenintoaccountwhenusingtheirapproachinanalyzingaslopestabilityproblem.
Thecircularslipsurfacesareemployedforanalysisofclayeyslopes,withintheframeworkofananalyticalapproach,inthisstudy.TheproposedmethodismorestraightforwardandsimplerthanthatdevelopedbyChenandLiu.Earthquakeeffectsareincludedintheanalysisinanapproximatemannerwithinthegeneralframeworkofstaticloading.Itisacknowledgedthatearthquakeeffectsmightbebettermodeledbyincludingaccumulateddisplacementsintheanalysis.Theplanarslipsurfacesareemployedforanalysisofsandyslopes.Aclosed-formexpressionforthefactorofsafetyisdeveloped,whichisdiferentfromthatdevelopedbyDas.
STABILITYANALYSISCONDITIONSANDSOILSTRENGTH
Therearetwobroadclassesofsoils.Incoarse-grainedcohesionlesssandsandgravels,theshearstrengthisdirectlyproportionaltothestresslevel:
(1)
where
istheshearstressatfailure,
theeffectivenormalstressatfailure,and
theeffectiveangleofshearingresistanceofsoil.
Infine-grainedclaysandsiltyclays,thestrengthdependsonchangesinporewaterpressuresorporewatervolumeswhichtakeplaceduringshearing.Underundrainedconditions,theshearstrengthcuislargelyindependentofpressure,thatis
=0.Whendrainageispermitted,however,both&cohesive'and&frictional'components
areobserved.Inthiscasetheshearstrengthisgivenby
(2)
Considerationoftheshearstrengthsofsoilsunderdrainedandundrainedconditions,andoftheconditionsthatwillcontroldrainageinthefieldareimportanttoincludeinanalysisofslopes.Drainedconditionsareanalyzedintermsofeffectivestresses,usingvaluesof
determinedfromdrainedtests,orfromundrainedtestswithporepressuremeasurement.Performingdrainedtriaxialtestsonclaysisfrequentlyimpracticalbecausetherequiredtestingtimecanbetoolong.DirectsheartestsorCUtestswithporepressuremeasurementareoftenusedbecausethetestingtimeisrelativelyshorter.
Stabilityanalysisinvolvessolutionofaprobleminvolvingforceand/ormomentequilibrium.Theequilibriumproblemcanbeformulatedintermsof
(1)totalunitweightsandboundarywaterpressure;or
(2)buoyantunitweightsandseepageforces.Thefirstalternativeisabetterchoice,becauseitismorestraightforward.Althoughitispossible,inprinciple,tousebuoyantunitweightsandseepageforces,thatprocedureisfraughtwithconceptualdiffculties.
PLANARFAILURESURFACE
Failuresurfacesinhomogeneousorlayerednon-homogeneoussandyslopesareessentiallyplanar.Insomeimportantapplications,planarslidesmaydevelop.Thismayhappeninslope,wherepermeablesoilssuchassandysoilandgravelorsomepermeablesoilswithsomecohesionyetwhoseshearstrengthisprincipallyprovidedbyfrictionexist.Forcohesionlesssandysoils,theplanarfailuresurfacemayhappeninslopeswherestrongplanardiscontinuitiesdevelop,forexampleinthesoilbeneaththegroundsurfaceinnaturalhillsidesorinman-madecuttings.
Figure1showsatypicalplanarfailureslope.FromanequilibriumconsiderationoftheslidebodyABCbyaverticalresolutionofforces,theverticalforcesacrossthebaseoftheslidebodymustequaltoweightw.Earthquakeeffectsmaybeapproximatedbyincludingahorizontalaccelerationkgwhichproducesahorizontalforcek=actingthroughthecentroidofthebodyandneglectingverticalinertia.1Forasliceofunitthicknessinthestrikedirection,theresolvedforcesofnormalandtangentialcomponentsNand¹canbewrittenas
(3)
(4)
where
istheinclinationofthefailuresurfaceandwisgivenby
(5)
where
istheunitweightofsoil,Htheheightofslope,
istheinclinationoftheslope.SincethelengthoftheslidesurfaceABis
theresistingforceproducedbycohesioniscH/sina.ThefrictionforceproducedbyNis
.Thetotalresistingoranti-slidingforceisthusgivenby
(6)
Forstability,thedownslopeslideforce¹mustnotexceedtheresistingforceRofthebody.Thefactorofsafety,Fs,intheslopecanbedefinedintermsofeffectiveforcebyratioR/T,thatis
(7)
Itcanbeobservedfromequation(7)thatFsisafunctionofa.ThustheminimumvalueofFscanbefoundusingPowell'sminimizationtechnique18fromequation(7).DasreportedasimilarexpressionforFswithk=0,developeddirectlyfromequation
(2)byassumingthat
where
istheaverageshearstrengthofthesoil,and
theaverageshearstressdevelopedalongthepotentialfailuresurface.
Forcohesionlesssoilswherec=0,thesafetyfactorcanbereadilywrittenfromequation(7)as
(8)
ItisobviousthattheminimumvalueofFsoccurswhena=b,andthefailurebecomesindependentofslopeheight.Forsuchcases(c=0andk=0),thefactorsofsafetyobtainedfromtheproposedmethodandfromDasareidentical.
CIRCULARFAILURESURFACE
Slidesinmedium-stifclaysareoftendeep-seated,andfailuretakesplacealongcurvedsurfaceswhichcanbecloselyapproximatedintwodimensionsbycircularsurfaces.Figure2showsapotentialcircularslidingsurfaceABintwodimensionswithcentreOandradiusr.Thefirststepinthe
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