第1題Whichofthefollowingitemsiscloselyrelatedtosoilmechanics（）ALandslideandfoundationsettlementBSteelstructureCConcretestructureDWoodenstructure第1題Thepartofrock,soilandgroundwaterinvolvedincivilengineeringconstructionisalsocommonlyregardedasgeotechnicalengineering.第2題Whichofthefollowingengineeringissuesarecloselyrelatedtogeotechnicalengineering（

）AFoundationexcavation

BPouringfloorCHighwayroadbedDSteelstructuredesign正確答案：AC第3題Landslidesaregeologicaldisastersassociatedwithgeotechnicalengineering.第4題Soilisaloosegranularmaterialthatresultsfromtheweatheringofrocks,erosion,naturaltransport,anddepositioninanewenvironment.1.1Test第1題Thethree-phasecompositionofsoilreferstosolidphase,liquidphaseandgasphase1.2Test第1題Whichofthefollowingweatheredproductshasbeeneroded,transported,anddepositedthroughvariousgeologicalprocesses,andfinallyformedsoil（

）ArockBthecoreofearthCthemantleofearthDconcrete1.3.1Test第1題Amongthethree-phasecompositionofsoil,whichphaseisnotincludedindrysoil（

）AsolidBliquidCgasDuncertain1.3.2Test第1題Intheparticlesizedistributioncurveofsoil,Cu=18.0andCc=1.88.Thesoilis（

）Awell-gradedsoilBpoor-gradedsoilCnotsuitableasfoundationmaterialDunabletojudge1.4Test第1題Thesinglegrainfabricismainlycoarse-grainedsoil,suchascrushedstone,gravel,sandandsomeothercoarsegrainsoil.1.5.1Test第1題Themassandvolumeofairinthesoilcanbeignored.1.5.2Test第1題Theindexesreflectingthedegreeofdensityofsoilincludevoidratioandporosity.1.6Test第1題Thedisadvantageofdividingthedensityaccordingtothevoidratioisthatitcannotfullyconsidertheparticlesizegradation.1.7Test第1題Thelimitwatercontentofcohesivesoilwhenitchangesfromthesemi-solidstatetotheplasticstateiscalled（

）Aliquidlimit

Bplasticlimit

CshrinkagelimitDuncertain1.8Test第1題

Insoil-fillingprojects,()isoftenusedastheevaluationindexofcompactioneffect.AgravityBdrydensity

CvoidratioDuncertain1.9Test第1題Usuallygravelandsandarecoarse-grainedsoil,classifiedaccordingtoparticlesizegradation.1.10Test第1題Thethree-phaseindexofphysicalpropertyofsoilisthebasicknowledgeofsoilmechanics.Exercises第1題Thelimitforthetransformationofcohesivesoilfromsemi-solidtoplasticstateis()AplasticlimitBliquidityindexCliquidlimitDplasticityindex第2題Whichofthefollowingstatementaboutthethree-phaseratioindexofthephysicalpropertiesofsoiliscorrect（

）AThevoidratioofthesoilwillneverbegreaterthan1BThewatercontent

ofthesoilistheratioofthemassofwatertothetotalmassofthesoilCThenaturalwatercontentandvoidratioofthesoilarethebasicindexesthatcanbedirectlymeasuredDTheporosityistheratioofthevolumeofvoidstothetotalvolumeofthesoil第3題Theporevolumeoffullysaturatedsoilisequaltothevolumeofwater.第4題Thegreatertheplasticityindexofcohesivesoil,thegreaterthehardnessofthesoil.第5題Theoptimumwatercontentofsoilcanbedeterminedbythecompactiontestofsoil.

第6題Generally,thesaturatedunitweightofasoilsampleisgreaterthanthebuoyantunitweight.

2.1Test第1題Theimportantparametersaffectingthepermeabilityofthesoilis（

）Asaturation

BwatercontenCcoefficientofpermeabilityDalloftheabove2.2Test第1題Thesandpileinaslightlywetstatecankeeptheverticalsteepwalluptoseveraltensofcentimeterswithoutcollapsingisduetotheexistenceof（

）Atension

BbuoyancyCcapillarycohesionDgravity2.3Test第1題Accordingtotheflowlinesofgroundwater,thetypesofgroundwaterseepageisdividedinto（

）Alaminarflowandturbulentflow

Bsteadyflowandturbulentflow

ClaminarflowandunsteadyflowDuncertain2.4Test第1題Darcy'slawisapplicabletolaminarflow（

）2.5.1Test第1題Forcoarse-grainedsoilwithstrongwaterpermeability,theconstantwaterheadmethodisusuallyusedtodeterminethecoefficientofpermeability.2.5.2Test第1題Whenparallelseepageoccursinthelayeredsoil,thetotalseepageflowthroughtheentiresoillayerperunittimeshouldbe()oftheseepageflowsofeachsoillayer.Adifference

Bequal

CsumDuncertain2.6Test第1題Whenthewaterflowdirectionis(),itwillcausethephenomenonofquicksand.AfromtoptobottomBfrombottomtotopCfromlefttorightDfromrighttoleft2.7Test第1題Whichofthefollowingmethodscanreducethehydraulicgradient（

）Aincreasinghead

differenceBreducingtheseepagepathCreducinghead

differenceDincreasing

strength2.8.1Test第1題Theexpressionoftheeffectivestressprincipleis（

）Athe

effectivestressisequaltothesumoftotalstressandporewaterpressureBtheeffectivestressisequaltothedifferencebetweentotalstressandporewaterpressureCtheeffectivestressisequaltotheproductoftotalstressandporewaterpressureDtheeffectivestressisequaltotheratiooftotalstresstoporewaterpressure2.8.2Test第1題Whenseepagefromtoptobottomoccursinthesoil,theeffectivestressbetweenparticles（

）AincreaseBdecreaseCnotchangeDuncertain2.9Test第1題Darcy'slawappliedtotheseepageoflaminarflowinsoil.Exercises第1題Darcy’slawshowsthatthedischargevelocitybearsalinearrelationwith（

）forsand.AtheseepagetimeBthecross-sectionalareaofseepageCthehydraulicgradient

Dtheseepagedistance第2題Accordingtogeologicalexploration,saturatedunitweightofacertainsoillayeris20KN/m3.Itscriticalhydraulicgradientis（

）A1.0B0.63C0.51D0.70第3題Duetotheexistenceofcapillarycohesion,somesandsculpturescanbebuiltintheseasidearea.第4題Thecoefficientofpermeabilityofdifferentsoillayersinthelayeredsoilareequal.第5題Thedirectionofseepageisco-directionwiththeseepageforce.

第6題Cohesiveandnon-cohesivesoilsshowthesameseepagebehaviors.3.1Test第1題Theaccidentcausedbytheinstabilityanddestructionofthesoilis（

）Amallfire

BfoundationpitcollapseCfallfromheightDbridgebreak3.2Test第1題Whichofthefollowingcausesnewcompressiondeformationofthefoundationsoil（

）Aadditionalstress

BverticalgeostaticstressCverticalgeostaticstressandadditionalstressDuncertain3.3Test第1題Calculatingtheeffectivegeostaticstressofthesoil,(

)shouldbeusedforthepermeablesoilbelowthegroundwaterlevel.AsaturatedunitweightBbuoyantunitweightCunitweight

Dcoefficientofstaticearthpressure3.4Test第1題Whenthetotalstressremainsunchanged,theporewaterpressureandeffectivestresscanbeconvertedintoeachother.3.5.1Test第1題Forflexiblefoundation,thedistributionofcontactpressureissimilartotheloaddistributionappliedtothebottomoffoundationbase.3.5.2Test第1題Theaverageunitweightofthebackfillbelowthegroundandabovefoundationanditsstepsisusuallytakenas（

）A10kN/m^3B15kN/m^3C20kN/m^3D25kN/m^33.5.3Test第1題Whenthefoundationhasaburieddepth,theadditionalpressurep0ofthebaseis（

）Ap0=p

Bp0=p-γd

Cp0=p+γd

Dp0=γd

3.6.1Test第1題Whencalculatingtheadditionalstressingroundbase,J.Boussinesqassumesthatthegroundsoilisasemi-infinitespaceelasticbody.3.6.2Test第1題Whenusingthecornermethod,thereisnoneedtoturnthenon-cornerpointsintothecornersofseveralrectangles.3.6.3Test第1題Thetrapezoidaldistributedloadappliedonarectangularbasecanbedecomposedintoasuperpositionofanuniformdistributedloadandatriangulardistributedload.3.7.1Test第1題Whenthestripfoundationissubjectedtoaverticaluniformload,calculationoftheadditionalstressinthegroundsoilcanberegardedasaplaneproblem.3.7.2Test第1題Whenthestripfoundationbaseissubjectedtoaneccentricloadinthewidthdirection,thedistributionofthecontactpressureisrectangular.3.8Test第1題TheapplicableconditionofeffectivestressprincipleofTerzaghiis（

）Aunsaturatedsoil

BrockCsaturatedsoil

DmetalExercises第1題Thegroundwaterlevelofafoundationis2.0mbelowtheground.Whenthegroundwaterleveldropsto5.0m,theverticalgeostaticstressofthesoilat3.0mbelowthegroundwilldecrease.第2題Theeffectivestressprincipleshowsthatthetotalstressisequaltothesumoftheeffectivestressandtheporewaterpressure.第3題Thestressstateofthegroundsoilunderthestripfoundationcanbesimplifiedas()foranalysis.Aone-dimensionalstressBplanestrainCplanestressDthree-dimensionalstress第4題Whencalculatinggeostaticstressofthesoillayer,()shouldbeusedforpermeablesoil

(i.e.,sandandclay)belowthegroundwaterlevel.AnaturalunitweightBsaturatedunitweightCbuoyantunitweightDdryunitweight第5題Inalayeredsoilfoundation,theself-weightstressfollowsastep-wisedistributionwithdepth.

第6題Additionalstressesinsoilarecausedbyadditionalloading,includinggroundwatermovement.4.1Test第1題Thelowerthecompressibilityofthesoil,thegreaterthesettlementofthesoilunderthesameconditions（）4.2.1Test第1題Whichofthefollowingcompressionsinthesoilunderloadingcannotbeignored（）AsoilparticlesBinterparticlepore

CsealinggasDwaterinthesoil4.2.2Test第1題Theoedometertestcanonlyproducelateraldeformationduringcompression（）4.2.3Test第1題

Thesteepertheslopeofthecompressioncurve,thelowerthecompressibilityofthesoil（）4.3Test第1題Thetypesofloadtestsincludein-situshallowanddeepplateloadtests（）4.4.1Test第1題Naturalgroundaregenerallylayereddistributedandknownaslayeredsoil（）4.4.2Test第1題Thewidthofthebaseofthefoundationis4m.Whenapplyinglayer-wisesummationmethod,thethicknessofeachlayercanbedividedinto（）A3.2mB2.4mC1.6mD2.8m4.5.1Test第1題Whatchangeshaveoccurredinthevoidratioofthesoilintheprocessfromloadingcompressiontounloadingrebound（）AIncreasefirstandthendecrease

BDecreasefirstandthenincreaseCRemainingthesame

DUncertain4.5.2Test第1題Fornormallyconsolidatedsoil,themaximumconsolidationpressureexperiencedbythesoillayerinhistoryisequaltotheself-weightstressoftheexistingoverburden（）4.6.1Test第1題Thedrainagetimeofporewaterinsaturatedsoilisrelatedtothedrainagedistanceofsoillayer（）4.6.2Test第1題Terzaghi’stheoryofonedimensionalconsolidationassumesthatthepermeabilitycoefficientofthecompressedsoillayerisconstant（）4.7Test第1題Ingeneral,whichisthelargerbetweendeformationmodulusofsoilandconfinedcompressionmodulusofsoil（）AdeformationmodulusBconfinedcompressionmodulusCRemainingthesameDuncertainExercises第1題Itisgenerallyassumedthatthecompressiondeformationafterloadingofthesoilisrelatedtothedischargeofwaterandgasinthesoilfromtheporesandthecontinuedshrinkageofthepores.第2題Whenthesoiliscompressedanddeformedafterloadingandthenunloadedandrebounded,someofthedeformationthatcannotberecoverediscalledelasticdeformation.第3題Thethreestagesoftheload-settlementcurveintheloadtestinclude()AlineardeformationstageBlocaldeformationstageCtotaldestructionstageDunconfirmed正確答案：CBA第4題Histhemaximumdrainagedistance.Whenthesoillayerisdrainedononeside,Histhethicknessofthesoillayer.Whenthesoillayerisdrainedonbothsides,His（

）ofthethicknessofthesoillayer.A1timesB0.5timesC1.5timesD2times第5題Thedefinitionsofcompressionmodulusanddeformationmodulusarethesame.第6題Foracertainsoillayer,ifthepre-consolidationstressis300kPa,andthecurrentconsolidationstressis200kPa,thentheconsolidationstateisnormallyconsolidated.5.1Test第1題

Indesignofgroundandfoundation,thegrounddeformationandstrengthconditionsshouldbemetinordertoensurethesafetyoftheupperbuilding（

）5.2Test第1題Theshearstrengthofsoilreferstotheultimateabilityofsoiltoresistshearfailure（

）5.3.1Test第1題Thestrain-controlledloadingmethodofdirectsheartestrefersto（

）AapplyinghorizontalshearstressinstagesBapplyinghorizontalshearstressatconstantstrainrate

CapplyinghorizontalshearstressinstantaneouslyDuncertain5.3.2Test第1題Inthetriaxialsheartest,thesoilsampleissubjectedtobothverticalandlateralpressure（

）5.3.3Test第1題Theunconsolidatedundrainedtriaxialsheartestisequivalenttothe(

)testinthedirectsheartest.Aslowshear

BconsolidationquickshearCquickshear

Dconsolidationslowshear5.4.1Test第1題Theinterceptofenvelopeofshearstrengthandtheordinateis（

）AinternalfrictionangleBcohesiveforceCangleoffailuresurface

Duncertain5.4.2Test第1題TheanglebetweenthemaximumshearstresssurfaceoftheMohrcircleandthemajorprincipalstresssurfaceis（

）A45°-φ/2B45°+φ/2C45°D60°5.4.3Test第1題WhentheMohrstresscircleisbelowtheenvelopeofshearstrength,itmeansthattheshearstressofthesoilelementonanyplaneislessthantheshearstrengthofthesoil（

）5.5.1Test第1題Accordingtodifferentconditionsoftriaxialsheartestofthesoil,thestrengthindexoftotalstressandeffectivestresscanbemeasured（

）5.5.2Test第1題Sincethedrainagevalveisalwaysclosedduringtheconsolidatedundrainedtriaxialsheartest,noporewaterpressurewillbegeneratedinthesample（

）5.6Test第1題Comparedwithcohesivesoil,thedifferenceoftheCoulomb'slawexpressionofsandsoilis（

）AtheexistenceofinternalfrictionangleB

theexistenceofcohesion

C

nocohesion

D

uncertainExercises第1題Thelimitequilibriumconditionofthesoilistherelationshipofthesoilbetweentheprincipalstressinthesoilandtheshearstrengthparameterofthesoilunderthelimitequilibriumstate.第2題Theadvantageofthetriaxialsheartestisthatitcancontrolthedrainageconditionsanddeterminethechangeofporewaterpressureofthesoilsampleduringtheshearprocess.

第3題Forcohesivesoil,thetotalstressexpressionofCoulomb'slawis（

）ABCD第4題Whichofthefollowingisthemainadvantageofthetriaxialcompressiontest（

）ASimpletestoperationBCancarryoutunconsolidatedundrainedsheartest(UUtest)CSimpleequipmentDDrainageconditionscanbecontrolled第5題Indirectsheartests,shearfailureoccursalongtheweakestplaneofthesoilsample.第6題Ineffectivestressandtotalstressapproaches,theshearstrengthparametersremainconstant.6.1Test第1題Thefailuremodesoffoundationincludegeneralshearfailure,localshearfailureandpunchingshearfailure（

）6.2.1Test第1題Foundationdeformationmainlyreferstotheverticaldeformation(thesettlementofthefoundation)andthelateraldeformationofthefoundationcausedbyverticaldeformation.（

）6.2.2Test第1題Whichfailureformofthefoundationhasacontinuousslidingsurface（

）AGeneralshearfailure

BLocalshearfailureCPunchingshearfailureDUncertain6.3.1Test第1題Criticaledgeloadreferstotheloadcorrespondingtotheendoftheelasticstageofthepressure-settlementcurve(p-scurve)（

）6.3.2Test第1題Whentheallowablemaximumdepthofplasticzoneiscontrolledwithinacertainrangeofthebasewidth,thecorrespondingloadiscalledthedepthloadinlimitedplasticzone（

）6.4Test第1題Inthepressure-settlementcurve(p-scurve),theloadcorrespondingtothebeginningofthesteepdescentiscalled（

）Acriticaledgeload

BdepthloadinlimitedplasticzoneCultimateloadDuncertain6.5Test第1題AccordingtothePrandtl’sfoundationslidingmodel,theinfluencewidthandthemaximuminfluencedepthduetofoundationslidecanbedetermined.（

）6.6Test第1題ThedifferencebetweentheTerzaghi’sfoundationslidingmodelandthePrandtl’sfoundationslidingmodelis（

）AcenterloadBgeneralshearfailure

CthefrictionofthebottomsurfaceofthegroundDnodifference6.7Test第1題Whenusingthenormativemethodtodeterminetheformulaforcalculatingbearingcapacityofground,fais（

）AcharacteristicvalueofbearingcapacityofgroundBmodifiedcharacteristicvalueofbearingcapacityofgroundCcorrectioncoefficientofbearingcapacityofground

Duncertain6.8Test第1題In-situtestmethodsinclude（

）A

indoorcompactiontest

Bdirectsheartest

CfieldloadtestDindoortriaxialtest6.9Test第1題Whenfoundationdeformationisallowedandthegroundisstable,thecapacitytowithstandtheloadperunitareaiscalledthebearingcapacityofground.（

）Exercises第1題BasedonthecalculationformulaoflimitloadderivedbyPrandtl’stheory,weneedtoconsidertheinfluenceoffactorssuchastheshape

offoundation,eccentricload,thedepthoffoundation,etc.accordingtotheactualsituation.（

）第2題Thestudyofthebearingcapacityofgroundisforreasonablefoundationdesign.（）第3題ThemostimportantdifferencebetweentheultimatebearingcapacitymodelofgroundofTerzaghiandthatofPrandtlisthat（）AthesoilofgroundisheterogeneousBthefrictionofthebottomsurfaceofthegroundisconsideredCtheeffectofloadeccentricityisconsideredDlocalshearfailureoffoundationisassumed第4題Whichofthefollowingstatementsaboutthefieldloadtestiswrong（）AComparedwiththelaboratorytest,theerrorcausedbythedisturbanceofthesampleisreducedBDeterminingmodulusofcompressibilityCDeterminingmodulusofdeformationDWhenexcavatingthetestpit,theelevationofthebottomofthepitisequaltothatofthefoundation第5題Duringglobalshearfailureofasoilfoundation,acontinuousslidingplaneisnotformed.第6題Plante'stheoryoftheultimatebearingcapacityoffoundationsconsidersthefrictionatthebasebutneglectstheself-weightofthefoundationsoil.7.1Test第1題Itisanessentialworkinengineeringconstructiontodesignreasonableslopesectionandcarryontheanalysisandcalculationofslopestability.（

）7.2.1Test第1題Whichofthefollowingbelongstoanaturalslope（

）AThefoundationpitofconstructionengineeringBTheembankmentofhighwayCNaturalhillside

DTunnelsupportsystem

7.2.2Test第1題Whichofthefollowingfactorscancauseinstabilityoftheslope（

）AReducingtheslopeangle

BCuttingthebottomoftheslope

CImprovingthesoilshearstrength

DReducingtheheightoftheslope7.3.1Test第1題Theslidingsurfaceofsandysoilcanbeapproximatedas（

）AarcsurfaceBplaneCcurvedsurfaceDuncertain7.3.2Test第1題Theeffectofseepagealongtheslopeonthestabilityofcohesionlesssoilslopeis（

）AnoeffectBfavorableCadverseDuncertain7.4.1Test第1題Whenthecohesivesoilslopefails,theslidingsurfaceoffailurecanbeapproximatedasarcsurface.（

）7.4.2Test第1題Forahomogeneoussimplesoilslopewithrelativelysmallheight,theslopestabilityanalysiscanbecarriedoutbystabilitynumbermethod（

）7.5.1Test第1題Intheslopestabilityanalysis,whichofthefollowingsoilslopeissuitableforslicesmethod（

）AsandBcobble

CclayDgravel7.5.2Test第1題TheSwedishmethodofslicesassumesthattheslidingsoilbodyisanon-deformablerigidbodyanditslidesalongthecylindricalsurfaceasawhole（

）7.6Test第1題ThedifferencebetweentheBishopmethodandtheSwedishmethodofslicesisthattheBishopmethodtakesintoaccounttheforcesonbothsidesofthesoilstrip（

）7.7Test第1題Theinfluencingfactorsofsoilslopeinstabilityinclude（

）Arainwaterinfiltration

Bunloadinginthetopofslope

Cretainingstructure

DsupportingsystemExercises第1題Forthestabilityanalysisofcohesivesoilslopes,itisoftentheoreticallyassumedthattheslidingsurfaceoftheslopeisapproximatelyacylindricalsurfaceandtheslidingsoilbodyisregardedasarigidbodytosimplifythecalculation.

（）第2題Whenseepageoccursalongtheslope,thestabilitysafetyfactorofthecohesionlesssoilslopeisalmostnotreduced（）第3題Thereisacohesionlessdrysoilslopewithaslopeangleof26°.Accordingtofieldinvestigation,theinternalfrictionangleofthesoilis31°,thenthestabilitysafetyfactorofthesoilslopeis（）A1.23B0.81C1.19D0.84第4題IntheBishopmethodofarcslidesurface,if()isequalto0,itisthesimplifiedBishopmethod.AporewaterpressureBthedifferenceoftangentialforceonbothsidesofsoilstripCthedifferenceofnormalforcesonbothsidesofthesoilstripDfrictionontheslidesurface第5題Thestabilitysafetyfactorofaslopeisusuallydefinedbytheratioofslidingforcetoresistingforcealongtheslidingsurface.第6題Theslicemethodinvolvesdividingthesoilmassabovetheslidingsurfaceintoseveralverticalslicestoanalyzetheforcesoneachslice,thendeterminingstabilitysafetyfactorsthroughforceandmomentequilibriumconditions.

8.1Test第1題Retainingwallsarewidelyusedincivilconstruction,roadtraffic,bridgeandtunnelandotherengineeringconstructions（

）8.2Test第1題Retainingwallisastructureusedtosupportnaturalorartificialslopestokeepthesoilstable（

）8.3Test第1題Normally,thelateralpressureofthesoilonthebackoftheretainingwalliscalled（

）AgeostaticstressBearthpressureCadditionalpressureDverticalpressure8.4Test第1題Whenthewallhasnodisplacementoronlyasmalldeformation,theearthpressureactingontheretainingwallisearthpressureatrest.（

）8.5.1Test第1題ThebasicassumptionofRankine'searthpressuretheoryisthat()Athebackoftheretainingwallissmo