绿地中央广场双塔结构抗风设计

43920135BuildingStructureVol．43No．9May2013112112000922200092。。。。。。TU973．2+13A1002-848X201309-0042-05Wind-resistantdesignondouble-towerofGreenlandCentralPlazaYuZhongjun1DingJiemin1LinZhenshan2ZhaoXin11TongjiArchitecturalDesignGroupCo．Ltd．Shanghai200092China2DepartmentofBuildingEngineeringTongjiUniversityShanghai200092ChinaAbstractWindloadsandwind-inducedvibrationcomfortofdouble-towertallbuildinginZhengzhouGreenlandCentralPlazawereanalyzedandestimated．Becausetheplaneoftowerisclosetosquareandthetowerissupertallthetowerissensitivetothewindvibrationsotheacross-windloadcannotbeignoredinthedesign．Twotowersstandcloselyandalmosthavethesameheightwhichwillinterferethewindfieldaroundthetowers．Thereforethegroupeffectswhichmayenlargethewindloadshouldbeconsideredinthestructuredesign．Beforevectorsuperpositionthealong-windandacross-windloadcombinationshouldbereducedconsideringthecorrelationbetweentwokindsofloads．Resultsshowthatthebaseshearandoverturningmomentcalculatedbythismethodarealmostequaltothatobtainedbywindtunneltestwhichindicatestheeffectivenessofthemethodinthecalculationofwindloadsofsuperhigh-risestructure．Theresearchresultsofwind-inducedvibrationcomfortshowthatwind-inducedvibrationaccelerationmeetsthedemandofthecodeandtheresponsecalculatedaccordingtothecodeisslightlysmallerthanthatobtainedfromthewindtunneltest．KeywordsGreenlandCentralPlazawindloada[e-mail]。0、。。H。1-。2。674300m295．35m25．2m258．2m10．8m2．7m1．2m0．5m10．6m0．3m2．4m1．2m。C100439．0．50kN/m2。133m。。。211．1、、。。、-。。《》GB50009—200112001《》。2、、。2001《》1。2001《》。3-5。《》GB50009—201262012《》。2012《》wLk=gw0μzCL'1+R2槡L1wLkkN/m2g2．5w0kN/m2μzCL'RL。13。XY1000．50kN/m22%。3。31．2。。7、30%。2012《》、。342013。。2012《》。。4。bxyAxAyXY。44XY1。1Xx/b=0y/b=2．51．051．20Yx/b=2．5y/b=00．80＜1．000．85＜1．001X、1．051．20Y1．00Y。1．3、。2XY。2X/kN37804376373969445164/×106kN·m6．767．087．108．50Y/kN39466359413946635941/×106kN·m7．226．617．226．612。。。2012《》。0．4wk+wLkwk。22．15。。544439．。。1/400。。C。2．2。F^iz=Fimeanz±feiz2feiz=gkiz∑Mj=1mizω2jσjijz[]槡23F^izziFimeanzfeizkiz/Mmizzωjjσjjijzjzi。3。。6。。1000.5kN/m22%。6。。610050。ETABS3。3/kN479424638658647/×106kN·m8．907．899．3563。。3。4、。《》JGJ3—20028《》150m100．15m/s2、0．25m/s2。《》。《》JGJ99—989《》542013aw=ξvμsw010Amtot4awm/s2μsw01010kN/m22012《》ξv2012《》Am2mtott。atr=brT2t槡BLγBζt槡cr5atrm/s2br=2.05×10－4vnmTt槡/BL3．3kN/m3vnmm/svnm=40μzw0槡10μzγBkN/m3ζtcr1%～2%Tt1sBLm。《》1《》0．83。《》10。2《》vnm=40μzμsw0槡10。。1%2%4。40．25m/s210。104/m/s2/m/s22%0．0320．0591%0．0440．084。。2%1%100．0890．125m/s2。0．25m/s2。45。51。2。3。4。54、5。。1GB50009—2001S．2001．2．J．200434739-43．3GUMINGQUANYONG．AcrosswindloadsoftypicaltallbuildingsJ．JournalofWindEngineeringandIndustrialAerodynamics200492131147．4．D．2002．5．J．2002305627-632．6GB50009—2012S．2012．7．M．1990．8JGJ3—2002S．2002．9JGJ99—98S．1998．64