经典工科类论文翻译.docx
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经典工科类论文翻译.docx
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经典工科类论文翻译
OptimalDesignResearchofShearWallStructure
forBoardHigh-riseResidentialBuilding
WangErlei1,a,LuZhean2,bandZhouLang3,c
1DesignInstituteofWuhanUniversityofTechnology,Wuhan430070,China;
2SchoolofCivilEngineeringandArchitecture,WuhanUniversityofTechnology,Wuhan430070,China;
3HubeiKeyLaboratoryofRoad,BridgeandEngineering,WuhanUniversityofTechnology,Wuhan430070,China
a,bluzhean@,czhoushuile@
Abstract:
TakeaHigh-riseResidentialBuildingastheobjectinWuhandistrict,inassignstheconstructionplanunderthepremise,theopticalmathematicsmodeloftheshearwallisestablished.Basedonresearchofstructuredynamiccharacteristics,displacement,mechaniccharacter,structuremeasure,usesthecriterionmethodandtheexhaustionmethod,designprincipleofboardhigh-riseresidentialbuildingisconductedfromtheopticalofshearwallarrangement,thickness,highnessandquantity,furthermore,siteconditionandseismicfortificationintensityinfluencetotheopticalstructureisanalyzed.
Keywords:
Shearwallstructure,Boardresidentialbuilding,Optimaldesignresearch.
1Introduction
Asahigh-risestructuresystem,theshearwallstructureiswidelyusedinthemodernhigh-risebuildings.Butforthereasonablearrangementofshearwall,theDesignRegulationforConcreteStructureofTallBuilding(JGJ3-2002)(hereinafterreferredtoas"highrules")withoutaspecificprovision,concretearrangementandsectiondesignofshearwallstructuralaredesignedaccordingtoexperiencebystructuralengineer.OptimizationsofHigh-risestructure,tosearchfortheoptimalshearwallstiffnessforallpurposes,previousearthquakeshavedemonstratedthatgenerallythelargerstiffnessofstructure,thelighterearthquake.However,thestructurestiffnesscanincrease,becausetheunlimitednormally,thegreaterstiffnessofbuilding,thehigherprojectcost,thereisaproblemofthe"degrees".Controlthe"degree"havetwomainfactors,ontheonehandistocontrolahorizontaldisplacementofstructure,firststructurehavetomeetthesection4.6ofhighrulesrelevantlimitingvalueofhorizontaldisplacementofstructure,ontheotherhandistocontroltheearthquakeeffect,becauseinsmallearthquakessituation,sometimeswillgiveafalsesenseofsecuritywhenappearvertexdisplacementofstructuremeettherequirementsandstructurereinforcementforcomponent"safe".Takinghigh-riseresidentialplateshearwallstructureasanexample,thepaperestablishesoptimizationanalysismodeloflateralstiffnessofshearwall,andoptimizesarrangementandquantityofshearwall,inanattempttomeetstructuraldeformationconditions,achievesdesignofhigh-risebuildingsforshearwallstructureissafeandeconomiceffect.
2Optimizationroute
2.1Defineoptimaldesignvariable
Fromtheeconomicperspective,thenumberofshearwallshouldbelessset.Fromtheangleofanti-windandanti-seismic,shearwallshouldbemoremade.Buttheincreasednumberofshearwallstructurewillleadtostructuralstiffnessincreasewithitandcyclesshorter,thusincreasedtheearthquakeeffect.Inaddition,thequantityofshearwallstructureincreases,notonlyincreasesforceofsuperstructurebutalsoincreasesconsumptionmaterialsandmakesfoundationdesigndifficult,costincreaseswithit.Sotherewillbeoneofthemostoptimallateralstiffnessofshearwall,notonlyeconomybutalsosatisfyrequirementofresidential,soselecttheeffectivestiffnessofshearwallasdesignvariable.
2.2Constraintcondition
(1)Deformationconstraint:
Inadditiontolimitmaximumhorizontaldisplacementofstructure,mustmeetthelimitingvalueofrelativemaximalstoryhorizontaldisplacement.Maximalinter-laminardisplacementangleshouldbelessthan1/1000,namely:
(1)
(2)Theshearforcerequirementforconcretewallsection:
(2)
Inthisformula:
―Shearingforcedesignvalueforconcretewallsection;
―Bearingcapacityseismicadjustmentcoefficient;
―Concretestrengthinfluencecoefficient;
―Concreteaxialcompressionstrengthdesignvalue;
,
―Cross-sectionalwidthofshearwall,effectivedepthofsection;
(3)Theminimumthicknessofshearwall,strengthlevelofconcreteandaxialcompressionratioandsoon,mustmeettherequirementsofregulations.
2.3Requirementofstructuralconstruction
(1)Requirementofratioofstructurelateralstiffnesstogravityload:
Undertheactionofhorizontalearthquakeandwindload,deformationpatternofmid-tallreinforcedconcreteshearwallstructureisflexure-shearingtypedeformation.Withthelowerofstructurallateralstiffness,adverseeffectsofgravityloadsecond-ordereffect(gravityP–Δeffect)willnonlinearincrease.StructurallateralstiffnesstogravityloadisoneofmainparametersaffectinggravityP-Δmainparameters,ratioofstructurelateralstiffnesstogravityloadandthelimitingvalueofstorydisplacementtocontrolstructurelateralstiffnessisverynecessary.Whenthedesignhorizontalforceofstructureissmall,thelateralstiffnesscansatisfyrequirementofthelimitingvalueofstorydisplacement,butoftencannotsatisfycontrollingvalueofratioofstructurelateralstiffnesstogravityload[1].Therefore,atoptimizingshearwalllateralstiffness,mustmeettheminimumallowablevalueofratioofstructurelateralstiffnesstogravityload.
(3)
(4)
Inthisformula:
―Theifloorgravityloadrepresentativevalue.
n―Totalstoresofbuilding.
(2)Requirementofratioofstructureshearforcetogravityload:
structureshearforcetogravityload(i.e.horizontalseismicshearcoefficient)isratioofseismicshearstandardvalueofeachfloortogravityloadrepresentativevaluesofuppereachfloor,makesstructurereactiontohorizontalearthquakeeffectindicators,itmainrelatedtoseismicfortificationintensityandarrangementofstructural.Becauseoftheearthquakeeffectcoefficientinlongperiodofdeclinerapidly,calculativeeffectofbiggishfundamentalnaturalperiodofstructureinhorizontalearthquakeactionmaybesmall[1].Toensurethesafetyofmid-tallresidentialstructure,atcalculatinghorizontalseismicaction,ratioofstructureshearforcetogravityloadmeetrequirementoftheminimumlimitingvalue,makecalculationofhorizontalearthquakeactionnotgosofarastosmall.TheprojectfortificationintensityforsixdegreesinWuhanarea,taking0.8%ofratioofstructureshearforcetogravityloadisappropriate.
(5)
Inthisformula:
VEki―Theifloorshearforceofcorrespondstohorizontalseismicaction
―Horizontalseismicshearcoefficient,take0.008
Gj―Thejfloorgravityloadrepresentativevalue
(3)Solvestiffnessofshearwall
(6)
(7)
Among,
(8)
3.Projectcases
3.1Projectprofile
Atypicalhigh-risebuildinginWuhan,standardfloorplainview,asshowninFigure1,buildingheightis96m,superstructurehasthirty-twostories,substructurehasonestorey,thebasement-storey3.6meters,therestofeachstorey3.0meters,withatotalconstructionareaofA3for14153.018squaremeters.Housesare14.850metersintotalwidth,housesofthetotalratioofhightowidthfor6.46;preliminarypredicatedthatverticalandplaneareirregular.Intheregionearthquakeintensityis6degrees,classificationforearthquake-resistanceisC-class,suchasseismiccategory,basicearthquakeaccelerationis0.05g,thesafetylevelofstructuresissecondarylevel,designlifeis50years,windvelocitypressureis0.4kN/m2in100years[3],surfaceroughnessisCategoryC,apicalplateofbasementisembeddedfixedendofstructure,siteclassificationasClassIIvenues,foundationdesignisbgrade.
Fig.1Standardlayerconstructionlayout
3.2Preliminaryschemeofarchitecturalstructure
Accordingtothestatisticsoftheconstructionschemeandload,putforwardshearwall(localshort-legshearwalls)structureforlayout,convenientforconstructingandconcretestrengthclassesofshearwalldonotdiffertoobig.Slabthicknessdependsoneconomicvalue,asshowninFigure2,scheme.Becausebuildingplaneofthisprojectisirregular,andthebuildingfunctionrequirementshaswavewindowaroundthecorner,muststrengthenshearwallstiffness.
Strengthenpartsofshearwallbottomisbelowthesixthfloor(elevationbelow14.970),take250mmthickness,Undergroundoutdoorwallboardthicknessis300mm,Therestofeachstoreyarefor200mm,thebasementapicalplatethicknessis180mmandbaseplateis400mm.Concretestrengthclassofthemainload-bearingcomponents:
Columnandwall:
1-8layers(underelevation20.970)forC40,9-22layers(under65.970elevation)forC35,23-32layers(aboveelevation65.970)forC30,Beamandplate:
1-8layers(underelevation20.970)forC35,8-32layers(aboveelevation20.970)forC30.Themainbearingsteel:
apicalplateandbaseplateofbasement,shearwall,andcolumnandbeam,castinplacepanelsusesHRB400rebar.
UsingsoftwareSATWEforcalculationandanalysisofpreliminarylayoutmodel,themainparametersareasfollows:
thesafetylevelofstructureissecondarylevel;designlifeis50years,seismicgradeofshearwallisthree-level,concretedensity27kN/m3;theverticalloadcalculationinformation:
simulationconstructionloading3.periodreductioncoefficient0.95;Becausebuildingplaneisirregular,chooseconsidertwo-wayseismictorsioneffect;Consideringallthefloorlayoutunderthemostadverse-arrangeliveload,amplifiedcoefficientofmiddlebeamstiffnessis2.0,amplitudemodulationfactorofbeamendis0.85,stiffnessreductioncoefficientofconnectingbeamis0.8(consideringwindl
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