高层建筑剪力墙结构中英文对照外文翻译文献.docx

高层建筑剪力墙结构中英文对照外文翻译文献.docx

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高层建筑剪力墙结构中英文对照外文翻译文献

中英文资料翻译

一.英文原文

ANEWSTAGGEREDSHEARWALLSTRUCTUREFORHIGH-RISEBUILDING

ABSTRACT

Shearwallstructurehasbeenwidelyusedintallbuildings.However,therearestilltwoobviousdisadvantagesinthisstructure:

firstofall,spacebetweentwoshearwallcouldnottoobigandtheplanelayoutisnotflexible,sothatserviceabilityrequirementsaredissatisfiedforpublicbuildings;secondly,thebiggerdeadweightwillleadtotheincreaseofconstructionalmaterialsandseismicforcewhichcausedesighdifficultyofsuper-structuresandfoundations.Inthispaper,anewtypetallbuildingstructure-staggeredshearwallstructure-ispresentedinordertoovercomeabovedisadvantagesoftraditionalshearwall,whichnotonlyprovidebigspaceforarchitecturaldesignbutalsohaslighterdeadweightandhighcapacityofresistancetohorizontalload.

REINFORCEMENTCONCRETESTAGGEREDSHEARWALLSTRUCTURALSYSTEMINTALLBUILDINGS

StructureStyleandFeaturesofNewTypeShearWallStructuralSystem：

Inthisnew-typeshearwallstructuralsystem,everyshearwallisatstaggeredlocationonadjacentfloor,aswellasadjacentshearwallsarestaggeredwitheachother.Oneendoffloorslabissupportedontopedgeofoneshearwall;theotherendoffloorslabissupportedonbottomedgeofadjacentshearwall.Theedgecolumnandbeamaresetbesideeveryshearwall.Theembeddedcolumnandconnectedbeamaresetoneveryfloor.Theadvantageofthisstructuralsystemisitsbigusespacewithsmallspanfloorslab.Theshearwallarrangementcanbestaggeredornotaccordingtouserequirement,showninFigure1.Asaresult,thewidthofonebayisincreasedfromLto2Lor3L.Inaddition,thedeadweighofstaggeredshearwallissmallerthanthatoftraditionaldown-to-groundshearwall,sothematerialcostisreduced.Thestructuralanalysisresultindicatesthewallamountdecreasesby25%andthedeadweighdecreasedby20%comparingthenew-typeshearwallwithtraditionalshearwall,whilebothhavesamelateralstiffness.Twomainobviousdisadvantagesoftraditionalshearwallareovercomeandtheusespaceofshearwallstructuresisenlargedeffectively.Besidesthearchitecturalconvenience,thestaggeredshearwallhasotheradvantages.Althoughthestiffnessofeveryshearwallischangedalongverticaldirection,thesumstiffnessofwholestructureisevenalongverticaldirectionwhenadjacentshearwallsaresetonstaggeredlocations.Thewholestructuraldeformationisbasicallybendingstyle.Formtheanalysisofreference,thestaggeredshearwallhasstrongerwholestiffness,lesstop-storeydisplacement（decreasingbyabout58%）,andlessrelativestoreydisplacementcomparingwithtraditionalcoupledshearwall.Underthesamehorizontalload,thestaggeredshearwallstructurecouldeffectivelycutdowntheinternalforceofcoupledbeamandembeddedcolumn,atthesametimethestructuralseismicperformanceisimproved.

WorkingMechanismofNewTypeShearWallStructure

Undertheverticalload,thisstructureeffectisthesameasordinaryframe-shearwallstructure,thatis,theshearwallandcolumnacttogethertoresisttheverticalload.Becausethestiffnessofeveryspanshearwallislargeandthedeformationissmall,thebendingdeformationandmomentofcolumnsareverysmall.Underlateralload,thestructuredeformationisuniform,therebyitcanimprovethewholestiffnesseffectivelyandthehighercapabilityresistinglateralloadisobtained.Themaincauseistheparticulararrangementmethodofwalls,whichcouldbeexplainedasfollows:

firstly,thelateralshearingforcetransfermechanismisdifferentfromtraditionalshearwall.Thelateralshearingforceontopedgeofshearwallistransferredtounderlayerfloorslabthoughthebottomedgeofwall,thentounderstoreyadjacentshearwallthroughtheunderstoreyfloorslab.Atlast,thelateralshearingforceistransferredtogroundfloorshearwallandfoundation.Bythisway,thelateralshearingforcetransfermechanismisspecial,inwhicheveryfloorslabtransferthelateralshearingforceofitselffloorandabovefloor.Butintraditionalshearwalldirectly.Thisstructuremakesthebestuseofthepeculiaritythattheslabstiffnessisverystrongtotransferandresistlateralshear.Althoughtheshearwallsarenotupbottominsequence,theslabswhichhaslargerstiffnessparticipateintheworktransferringandresistinglateralshearforcefromthetoptothedown,fromthefloormiddleparttoedge,andfromtheedgetomiddlepartinwholestructure.Itcorrespondstoaspaceintegerstructurewithlargelateralstiffnessconnectedallshearwallsbyslabs,whichhavebeencutineverystoryandspan.Ithasbeenprovedinauthor’spaperthatthewholestructurewilloccurinteger-bendingdeformationunderlateralforceaction,whileeverystoreyshearwallswilloccurintegerbendingwithoutlocalbending.Secondly,ineverypieceofstaggeredshearwall（showninFigure2）,theshearwallarrangementformsfourlargeXdiagonalbracealongadcb,cfed,ehgf,gjih（dashedasshowninFigure2）.BecausetheshearwallsformingXdiagonalbracehavelargestiffnessandstrength,theXdiagonalbracestiffnessisstrong.Inaddition,boththeedgebeamsandcolumnsaroundtheboundaryformbracing‘frame”withlargelateralstiffness.Hence,thestructuralintegerstiffnessisgreatlyimproved.

Duetotheabovemainreasons,thisstructureisconsideredtohaveparticularadvantagescomparedwithtraditionalshearwallstructureinimprovingstructurallateralstiffness.Itcanprovidelargerusingspace,andreducethematerial,earthquakeactionaswellasdeadweight.Also,itcanprovidelargerlateralstiffness,whichwillbenefitthestructurallateralcapability.Inauthor’spaperandinthispapertheexamplecalculatingresultsindicatesthatlateralstiffnessofthisstructurearedoubleofcoupledshearwallstructure,andnearlyequaltointegershearwallstructure（lightsmallthanthelatter）.

Aseismicanalysisandconstructionmeasuresinabuildingexample

Inordertostudydynamiccharacteristicsandaseismicperformancesinthisstructuralsystem,thestaggeredshearwallwillbeusedasallcrosswallsinthelargebayshearwallstructurewithoutinternallongitudinalwalls.

Example.Thereisanine-storeyreinforcementconcretebuilding,whichislargebayshearwallstruvture,showninfigure3.here,wallscolumns,beams,andslabsareallcast-in-situ.Thethicknesst=240mmisusedforshearwallsfrom1to3stories,whilethicknesst=200mmisusedforshearwallsfrom4to9stories.Giventhesectionofcolumnsofwidthb=500mmanddepthh=600mm.Giventhesectionofbeamsofwidthb=300mmanddepthh=700mm.ThemodulusofelasticityisassumedtobeE=2.1*10E7kN/

andG=1.05*10E7kN/

.Theexternallongitudinalwallsarecast-in-situwallframe,andthecrosswallsarestaggeredshearwalls,showminFigure3（a）（schemeI）,intensity8zonesnearearthquake,2typesiteground。

TheaseismicanalysisisgivenbyusingthecomputerprogramFWDwithwallboardelementbasedonmodalayalysisresponsespectrummethod。

Inordertocompare，theaseismicanalysisofothersaregivenatthesametime，whicharethecrosswallsusedintegerwalls（scheme2）andcoupledwalls（scheme3）,showninFigure3（a）and（b）,respectively.TherelatedresultsarelistedinTable1andTable2,wheretheseismicshearanddisplacementarealladoptfromtheSRSSresultofformalthreemodalshapes.

Table1PeriodT（s）top-storeydisplancement△（cm）bottomseismicshearV（KN）

Walllayout

T1

T2

T3

△

V

G

SchemeⅠ

0.417

0.128

0.089

0.89

4088.3

56610

0.071

SchemeⅡ

0.376

0.110

0.057

0.78

6181.3

67500

0.092

SchemeⅢ

0.811

0.205

0.092

1.94

2519.9

60660

0.042

Table2Every-storydisplancement△（cm）

Numberofstories

SchemeⅠ

SchemeⅡ

SchemeⅢ

9

0.890

0.780

1.940

8

0.812

0.695

1.647

7

0.686

0.605

1.381

6

0.604

0.512

1.143

5

0.472

0.415

0.909

4

0.372

0.315

0.658

3

0.239

0.220

0.426

2

0.161

0.133

0.233

1

0.056

0.059

0.074

Fromtheabvecalculatedresults,itcanbeobserved,firstly,thatthebuildingbayincreasedfrom7.2m（scheme2,3）to7.2*2=14.4m（scheme1）.Therefore,theuseablefloorareaisincreasedgreatlywhiledeadweightisdecreased2093kN,andconcreteofshearwallsissaved（40%comparedwithscheme2orabout25%comparedwithscheme3）.Becausethestructuralstiffnessbasedonthearrangementmethodofshearwallsisuniform,thewholelateralstiffnessisincreasedalotthanthatofschene3andclosetoscheme2,however,theseismicforceisdecreasedgreatlyduetothedecreaseofdeadweight,whichreducethebottomshearcoefficientafrom0.092（scheme2）to0.071,therebyitcansolveproblemsintraditionalshearwallstructureswithlightincreaseofthetop-storeydisplancement（scheme1onlyincreases0.11cmthanscheme2）,suchaslargerbottomshearseismiccoefficient.Comparedwithcoupledwall（scheme3）,thisstructureobviouslyadvanceslateralstiffnessthatthetop-storeydisplancement

=0.89cmisabout45%ofthecoupledwall

=1.94cm.However,theconcreteamountanddeadweightreduce25%thanthatofcoupledwall.Thisresultshowsthatthenewtypestruvturecanadjustthestructuralstiffnessandreduceeigherdeadweightorseismicforcewhenthesolidshearwallwithsmallopening,whichhaslargestiffness,deadweight,seismicforce,andmaterialamount,isdissatisfiedbecausethesectionofshearwallsandheightofcoupiedbeamsarelimitedindesign.Inthisstructure,thelateralshearforcecannotbetransferredtobottomdirectlybutthoughslabsbecausetheshearwallsarecutinecerystorey.Due