407m多功能塔楼弹塑性分析

Elasto-plasticAnalysisandDiscussion昆明春之眼项目主塔楼KunmingEyeofSpringMainTower弹塑性分析及思考1项目介绍PROJECTINTRODUCTION234结构设计STRUCTURALDESIGN5弹塑性分析ELASTO-PLASTICANALYSIS对比与思考COMPARISONANDTHOUGHTS支撑样式BRACEPATTERN1项目介绍PROJECTINTRODUCTION工程概况GENERALDESCRIPTION工程概况云南昆明春之眼项目为一座总高为407米的多功能塔楼，包括办公、酒店和观景层。主结构高度为381.8米。塔楼包含地上81层和4层地下室，地上层塔楼面积约19.7万平方米。昆明位于强地震活动区域(抗震设防烈度8度、第三组、III类场地)。风荷载相对较弱，结构系统的侧向设计主要受控于地震荷载效应。ProjectDescriptionTheYunnanKunmingEyeofSpringprojectconsistsofatotal407-metertallmixed-usetowercontainingoffice,hotelandobservationlevels.Thestructuralheighttothemainroofis381.8m.Thetoweritselfcontainsapproximately197,000m2ofabovegradewithover81floorsand4basementlevels.Kunmingislocatedinahighseismiczone(designseismicintensityVIII,Group3,SiteCategoryIII).Windloadisrelativelylow,andthedesignisgovernedbyseismicdesign.

地上总计容面积

地上总面积

建筑高度（主屋面）

总层数

平面尺寸

典型层高

主塔楼18.7万m219.7万m2381.80m8161mx61m4.5m2012年500米方案500mDesignin2012冠顶500米TopofCrown500m冠顶250米TopofCrown250m冠顶500米TopofCrown500m冠顶550米TopofCrown550m2013年550米方案550mDesignin2013冠顶500米TopofCrown500m冠顶550米TopofCrown550m2014年456米初步设计456mForDDin20142016年407米初步设计407mForDDin20162支撑样式BRACEPATTERN核心筒已确定建筑的电梯布置需求结构的重力荷载需求地震区的轴压比要求核心筒刚度确定的前提下，如何找到最优的外框结构形式？底部滚轴支座，顶部施加单位力CoreissetArchitecturallybyelevatoringStructurallybygravitytakedownAlsosubjecttoaxialcompressionratiolimitinEQzoneWhatisbestbracingpatternthatworkswithagivencorestiffness?RollerBCsatbase,unitlateralloadsattop(topdriftgoverns)?已确定Fixed未知Unknown核心筒Core周边框架Perimeter问题描述PROBLEMSTATEMENT需要将完整刚度矩阵K凝聚到隔板侧向位移自由度K*在软件里面无法直接实现采用替代方法，计算位移u=F*P

-第i层施加单位荷载，得到F*的一个列向量

-遍历所有楼层，得到完整的F*

-直接得到“凝聚”的柔度矩阵求逆得到K*=F*-1求逆是必须的，只采用ki=Pi/ui

将会丢失核心筒其他部位的柔度，夸大核心筒刚度。NeedtocondensefullKmatrixtoreducedK*atdiaphragmlateralDOFs,Can’tdodirectlyinoursoftwareInstead,computeu=F*P-StoryloadonleveligivesonecolumnofF*-DoforeverystorytogetfullF*-Automaticallycondensed,“forfree”InverttogetK*=F*-1Havetodothisinversion!Justusing ki=Pi/ui

leavesouttheflexibilityoftherestofthecoreandexaggeratescorestiffnessPi=1…ui=F*i,iui+1=F*i+1,iui-1=F*i-1,iuS-1=F*S-1,iuS=F*S,i…问题描述PROBLEMSTATEMENT从ETABS的F*得到K*假定外框的左右两侧各分配一半刚度也可以假定在楼面分配，而不是在外侧注意：K*是完整矩阵，不是对角阵，因此右图弹簧仅为示意。HaveK*fromETABSmodelF*AssumehalfofthisstiffnessisappliedtoeachsideofdomainPrettybigassumption!Maybedistributedacrossstorylevelhorizontally,notjustatoutside.Note:K*isfull,soDOFsarecoupled.Haveoff-diagonaltermseverywhere.K*i,i/2K*i+1,i/2K*i,i/2K*i+1,i/2……滚轴支座RollerBCs侧向力LateralLoad核心筒刚度布置在外侧CorestiffnessatexteriorPOLYTOP求解APPLICATIONTOPOLYTOPR=4R=2R=3R=1R=过滤半径，控制单元尺寸filterradius,

Controlssizeofmembers所有结果的体积百分比相同Volumefractionisthesameforallresults无核心筒WITHOUTCORER=4R=2R=3R=1有核心筒WITHCORER=4R=2R=3R=1屋顶-核心筒顶下方一层TopDiaphragm(onelevelbelowtopofcore)Base第二次收进2ndcorestep第一次收进1stcorestep第三次收进3rdcorestep核心筒收进CORESTEPS考虑核心筒刚度有两个效应减少底部楼层的材料在核心筒台阶以上支撑比较集中支撑补偿了核心筒刚度的突然降低，使得总体刚度更加均匀，减少变形突变“巨型腰桁架”类似于腰桁架，但是有几层高InclusionofcorestiffnesshastwoeffectsRemovingmaterialfromlowerlevelsConcentratingbracingabovecorestepsBracingcompensatesforsuddendrop-offinstiffnessatcoresteps,producingamoreevendistributionandremovingdeflection-amplifyingkinksindeflectedshape“Beltmega-brace”,likeabelttrussbutmulti-story结论CONCLUSIONS方案C-最优弹性性能方案B-最优弹塑性性能方案A-最优用钢量方案ASCHEMEA方案BSCHEMEB方案CSCHEMEC方案ASCHEMEA预审会PreEPR正式审查FormalEPR3结构设计STRUCTURALDESIGN基本设计参数BASICDESIGNPARAMETERS基地上所有建筑建筑结构安全等级

塔楼一级重要性系数γ0塔楼主要构件塔楼次要构件

1.11.0建筑结构设计使用年限50年建筑地基基础设计等级甲级建筑工程抗震设防分类乙类抗震设防烈度8度设计地震分组第三组场地土质类别

（根据2013年4月岩土工程勘察报告)III水平地震影响系数最大值amax0.16基本地震加速度0.20g设计地震特征周期0.65秒10年一遇基本风压0.20kN/m250年一遇基本风压0.30kN/m2100年一遇基本风压0.35kN/m2地面粗糙度B类50年一遇基本雪压0.30kN/m2100年一遇基本雪压0.35kN/m2高层建筑适用高度分类超B级高度反应谱阻尼比取值0.035风荷载计算阻尼比0.02塔楼结构体系

TowerStructuralSystem抗重力体系塔楼抗重力体系由核心筒和周边框架之间的钢结构楼面体系组成。楼面体系为采用常规重量混凝土的复合压型钢板组合钢板

GravityLoadResistingSystemThegravityloadresistingsystemofthetowerconsistsofstructuralsteelfloorframingthatspansbetweenthecoreandtheperimeterframe.Thefloorsystemwillbecompositemetaldeckwithnormalweightconcreteslabconstruction.下层平面LOWERFLOORPLAN变截面塔楼形状减少顶部风和地震力自下而上建筑形状由外凸渐变为内凹底部外凸减少塔楼长细比(6.2)上部内凹减少楼板尺寸、地震质量、剪力及倾覆力。TaperedtowershapereduceswindandseismicforcesattopShapechangesfromconvextoconcavegoingupthebuildingConvexshapeatthebottomreducestheoveralltowerslenderness(aspectratio=6.2)Concaveshapeatthetopreducesfloorplatesize,seismicmass,shearandoverturningforces.中层平面MID-LEVELFLOORPLAN上层平面UPPERFLOORPLAN塔楼形状

TOWERSHAPE

塔楼结构体系

TowerStructuralSystem支撑

BRACES框架系统FRAME核心筒及阻尼伸臂CORE+OUTRIGGERDAMPER完整抗侧体系COMPLETESYSTEM++=巨柱间拉梁及阻尼器STEELTIES+DAMPERS+消能减震措施EnergyDissipationMeasures巨柱间：45个粘滞阻尼器立面：18个BRB伸臂桁架：24个粘滞阻尼器典型外框节点TYPICALEXTERIORFRAMECONNECTION结构抗震性能目标

SeismicPerformanceTarget结构关键构件典型竖向构件耗能构件塔楼底部加强区支撑，巨柱，复合核心筒墙，转换桁架钢筋混凝土核心筒墙，外框CFT柱，SRC内柱,典型支撑钢筋混凝土及复合连梁，巨柱连系梁，外框梁，屈曲约束支撑StructureCriticalMembersTypicalVerticalMembersEnergyDissipatingMembersTowerTransferTrusses,Mega-Columns,CoreWallsinbottomstrengthenedzone，BracesinthebottomstrengthenedzoneTypicalCoreWalls,TypicalBraces,ExteriorCFTColumns,InteriorSRCColumnsR/CandCompositeLinkBeams,Mega-ColumnTieBeams,SpandrelBeams,BucklingRestrainedBraces结构抗震性能目标

SeismicPerformanceTarget性能目标关键构件底部加强区支撑及其对应楼层的平面支撑巨柱复合核心筒墙区转换桁架抗震等级一级特一级特一级一级小震

弹性弹性弹性弹性中震抗剪弹性弹性弹性弹性正截面-拉弯弹性弹性不屈服弹性正截面-压弯弹性弹性不屈服弹性大震抗剪不屈服不屈服不屈服不屈服正截面-拉弯不屈服不屈服允许少数屈服，塑性角θ<IO不屈服正截面-压弯不屈服不屈服允许少数屈服，塑性角θ<IO不屈服性能目标普通竖向构件普通核心筒墙外框CFT柱SRC内柱典型斜撑及其对应楼层的平面支撑抗震等级特一级一级一级一级小震

弹性弹性弹性弹性中震抗剪弹性弹性弹性弹性正截面-拉弯不屈服不屈服不屈服不屈服正截面-压弯不屈服不屈服不屈服不屈服大震抗剪≤0.15fck

正截面-拉弯塑性角θ<LS塑性角θ<LS塑性角θ<LS塑性角θ<LS正截面-压弯塑性角θ<LS塑性角θ<LS塑性角θ<LS塑性角θ<LS结构周期

BuildingPeriod振型一：Y向平动，T1=5.94sMode1:Y-Translation,T1=5.94s.振型三：扭转，T3=3.13sMode3:Torsion,T3=3.13s.振型二：X向平动，T2=5.86sMode2:X-Translation,T2=5.86s.扭转周期比TorsionPeriodRatioTz/T1=0.53<0.85风和地震的楼层剪力比较

WindandEarthquakeStoryShearComparison地震剪重比

SeismicShear-weightRatio结构底部X与Y方向的剪重比分别为2.69%与2.75%，均满足规范要求，不需对小震进行放大Analysisresultshowsshearweightratioatthebottomofthestructureisat2.69%and2.75%intheXandYdirection,respectively.Theshear-weightratiosforbothdirectionssatisfythecodelimitandtheseismicsheardoesnotneedtobeenlargedinthedesign.层间位移角

Inter-storyDrift位移角DriftXY50年规范风荷载1/15221/1490小震1/5661/57750年风洞风荷载1/28251/2703斜撑外框地震剪力比

RatioofSeismicShearResistedbyExteriorBracedFrame框筒倾覆力矩比

RatioofOverturningMoment弹性时程分析ElasticTimeHistoryAnalysis2artificialrecordsand5naturalrecordsareprovidedbyclient.Thesetimehistoriesarescaledtohaveapeakaccelerationof70cm/s2andthenappliedintheanalysis.Loadingmethodandrecordplotsareprovided.设计采用由业主提供的两条人工波和五条天然波。这些时程被单向施加在分析模型中。与规范反应谱对比时，这些时程波的峰值加速度调整到70cm/s2，其加载方式和图形如下。弹性时程分析ElasticTimeHistoryAnalysis天然波与小震规范谱比较ComparisonofCodeResponseSpectratoNaturalCurves模拟波与小震规范谱比较ComparisonofCodeResponseSpectratoArtificialWaves弹性时程分析ElasticTimeHistoryAnalysisX方向剪力比较

ShearComparisoninXDirectionY方向剪力比较

ShearComparisoninYDirection弹性时程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR楼层位移角比较Inter-StoryDriftComparison阻尼伸臂桁架阻尼伸臂桁架转换桁架约改善12%阻尼伸臂桁架阻尼伸臂桁架转换桁架楼层位移角比较Inter-StoryDriftComparison弹性时程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR约改善14%4弹塑性分析ELASTO-PLASTICANALYSIS弹塑分析模型的周期

ThePeriodsofE-PanalysismodelPerform

3D模型周期PeriodsofPerform3DModel振型二Mode2振型三Mode3振型一Mode1ETABS弹性模型周期

PeriodsofETABSElasticModel模态Mode周期PeriodUXUYRZ15.7143.5%55.9%-25.6259.5%3.6%-32.9400-模态Mode周期PeriodUXUYRZ16.0290.28240.3096025.9650.31470.2803033.166000.719时程曲线挑选

Timehistoryselection七组时程：两组人工波，五组天然波Sevengroupsoftimehistory:twogroupofartificialtimehistory,fivegroupsofnaturaltimehistory加速度峰值（PGA）:400cm/s2Peakgroundacceleration(PGA):400cm/s2

THPAIRPRIMARYTHPAIRSECONDARYLOADCASEL802L8031.0L802X+0.85L803YL802L8031.0L802Y+0.85L803XL1213L12141.0L1213X+0.85L1214YL1213L12141.0L1213Y+0.85L1214XL2628L26261.0L2628X+0.85L2626YL2628L26261.0L2628Y+0.85L2626XL770-3L770-21.0L770-3X+0.85L770-2YL770-3L770-21.0L770-3Y+0.85L770-2XL770-6L770-51.0L770-6X+0.85L770-5YL770-6L770-51.0L770-6Y+0.85L770-5XUSA00726USA007251.0USA00726X+0.85USA00725YUSA00726USA007251.0USA00726Y+0.85USA00725XUSA00265USA002661.0USA00265X+0.85USA00266YUSA00265USA002661.0USA00265Y+0.85USA00266X时程曲线挑选

TimehistoryselectionX-Direction

底部剪力绝对值

AbsoluteValueofBaseShear反应谱百分比

%ofRS平均

AverageofSelectedkN>65%>80%规范大震反应谱CodeResponseSpectrumRARE507,000--L802707,700140%102%L1213667,200132%L2628392,80077%L770-3479,90095%L770-6534,000105%USA00726473,20093%USA00265347,50069%Y-Direction

底部剪力绝对值

AbsoluteValueofBaseShear反应谱百分比

%ofRS平均

AverageofSelectedkN>65%>80%规范大震反应谱CodeResponseSpectrumRARE514,400--L802676,500131%96%L1213657,600128%L2628378,20074%L770-3440,70086%L770-6517,900101%USA00726449,70087%USA00265330,30064%耗能构件

EnergyDissipatingElements核心筒SRC连梁CoreSRCLinkbeams周边框架：巨柱间钢连系梁框架梁柱高腰支撑上部的BRB阻尼器PerimeterSteeltiesbetweenmegacolumnsMomentframebeamsandColumnsBucklingrestrainedbracesatthetopofhighwaistedbracesDampers核心筒SRC连梁耗能构件

EnergyDissipatingElementsCoreSRCLinkbeams耗能构件

EnergyDissipatingElementsPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周边框架：巨柱间钢连系梁框架梁柱支撑上部的BRB阻尼器耗能构件

EnergyDissipatingElementsPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周边框架：巨柱间钢连系梁框架梁柱支撑上部的BRB阻尼器屈曲约束支撑节点BRBConnections

屈曲约束斜撑BucklingRestrainedBraces

BRB1050X1050+750X80X2耗能构件

EnergyDissipatingElements耗能构件

EnergyDissipatingElements液体粘滞阻尼器为非线性,由以下公式表述： FD=C0Vα其中，FD

阻尼器出力(kN)V变形速率(m/s)

挑选阻尼器指数α=0.3

阻尼系数C0

=10,000kN(s/m)0.3

PerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周边框架：巨柱间钢连系梁框架梁柱支撑上部的BRB阻尼器巨柱间阻尼器Dampers

@MegaColumns耗能构件

EnergyDissipatingElements伸臂桁架阻尼器Dampers

@OutriggerTrussesPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周边框架：巨柱间钢连系梁框架梁柱支撑上部的BRB阻尼器时程分析的底部剪力弹塑性与弹性对比

TheTimeHistoryBaseShearEP/ElasticRatio平均弹塑性比弹性X方向=

75%,

Y方向=

85%AverageEP/ElasticRatioX=75%,RatioY=85%THPAIRPRIMARYTHPAIRSECONDARYLOADCASEH1SHEAREPH2SHEAREPH1SHEARELASTICH2SHEARELASTICH1EP/ERATIOH2EP/ERATIOL802L8031.0L802X+0.85L803Y433,000350,500707,700414,00061.2%L802L8031.0L802Y+0.85L803X305,100497,900426,200676,50073.6%L1213L12141.0L1213X+0.85L1214Y436,200390,200667,200404,40065.4%L1213L12141.0L1213Y+0.85L1214X337,400465,300408,900657,60070.8%L2628L26261.0L2628X+0.85L2626Y300,400228,700392,800194,60076.5%L2628L26261.0L2628Y+0.85L2626X197,500321,800200,300378,20085.1%L770-3L770-21.0L770-3X+0.85L770-2Y340,700365,600479,900399,50071.0%L770-3L770-21.0L770-3Y+0.85L770-2X316,400422,200394,900440,70095.8%L770-6L770-51.0L770-6X+0.85L770-5Y425,200372,300534,000406,50079.6%L770-6L770-51.0L770-6Y+0.85L770-5X324,700456,400416,000517,90088.1%USA00726USA007251.0USA00726X+0.85USA00725Y360,100321,700473,200318,00076.1%USA00726USA007251.0USA00726Y+0.85USA00725X290,200366,400318,000449,70081.5%USA00265USA002661.0USA00265X+0.85USA00266Y

334.900186,300347,500195,80097%USA00265USA002661.0USA00265Y+0.85USA00266X170,900

323,400185,600330,30098%结构构件的反应

ResponseofBuildingComponents钢筋混凝土连梁SRCLinkBeams图：连梁的变形：端部转角与屈服极限、IO、LS和CP的比值Figure:LinkBeamsDeformation:endrotationasmultipleoftheYieldLimit,IO,LS,andCP.结构构件的反应

ResponseofBuildingComponents钢筋混凝土剪力墙ReinforcedConcreteShearWalls抗剪强度验算ShearStrengthCheck结构构件的反应

ResponseofBuildingComponents钢筋混凝土剪力墙ReinforcedConcreteShearWallswithandwithoutdampers结构构件的反应

ResponseofBuildingComponents钢筋混凝土剪力墙ReinforcedConcreteShearWalls图：核心筒墙体：（左图）混凝土压应变(红色＝0.002)，（右图）钢筋拉应变(红色＝屈服应变)Figure:Corewalls:(left)Concretecompressionstrain(Red=0.002),(right)Reinforcingsteeltensionstrain(Red=εy)巨柱

MegaColumns

巨柱强度：（左）双向压弯承载力利用率，（中）轴拉承载力利用率，（右）抗剪承载力利用率Figure:Megacolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear几乎所有柱子都保持了弹性，仅有很少数构件屈服，满足性能目标。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.结构构件的反应

ResponseofBuildingComponents外框柱PerimeterColumns

图：外框柱强度：（左）双向压弯承载力利用率，（中）轴拉承载力利用率，（右）抗剪承载力利用率Figure:Perimetercolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear结构构件的反应

ResponseofBuildingComponents几乎所有柱子都保持了弹性，仅有很少数构件屈服，满足性能目标。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.外框柱PerimeterColumns

图：外框柱强度：（左）双向压弯承载力利用率，（中）轴拉承载力利用率，（右）抗剪承载力利用率Figure:Perimetercolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear结构构件的反应

ResponseofBuildingComponents几乎所有柱子都保持了弹性，仅有很少数构件屈服，满足性能目标。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.周边框架钢梁PerimeterMomentFrameSteelBeams图：钢框架梁的变形：端部转角与屈服、IO、LS的比值Figure:SteelFrameBeamDeformation:endrotationasmultipleoftheYL,

IOandLS框架梁基本没有屈服，大震性能很好。Noframebeamsyield.Thisperformancecanbeacceptedunderrareearthquake.结构构件的反应

ResponseofBuildingComponents没有塑性剪切变形超过LS限值。这是满足大震下的设计要求的。NoneofthemembersexceedtheLSlimitstate(consideredacceptablefortherareearthquake)asindicatedinthefigure.Thisperformancecanbeacceptedunderrareearthquake钢拉梁的变形：剪切应变与屈服极限、IO、LS和CP的比值Figure:SteelTieBeamsDeformation:shearstrainasmultipleoftheYieldLimit,IO,LS,andCP.结构构件的反应

ResponseofBuildingComponents巨柱间钢拉梁SteelTieBeamsbetweenMegaColumnsFloorTieBeamSizes:HXBXtwXtfL77-TopBU950X450X15X55L53-76BU1200X550X15X60L31-52BU900X450X15X55L2-30BU900X450X15X50图：斜撑强度Figure:Bracesstrengthcapacity:(left)P(withDampers);(right)P(NoDampers)结构构件的反应

ResponseofBuildingComponents外框斜撑PerimeterFrameBraces

有阻尼器(withDampers)

无阻尼器(NoDampers)截面强度利用率=1.08截面强度利用率=1.02斜撑基本没有屈服，大震性能很好。Nobracesyield.Thisperformancecanbeacceptedunderrareearthquake.图：平均轴向变形与屈服、IO、LS比值Figure:AverageBRBaxialdeformationasmultipleoftheYieldLimit,IO,LS

屈曲约束斜撑BucklingRestrainedBraces

结构构件的反应

ResponseofBuildingComponents弹塑性分析结论

EPAnalysisConclusion七条时程曲线下非弹性耗能占总能量输入的20-40%。如果设置粘滞阻尼器，阻尼器耗能6-8%，占非弹性耗能的20%左右。除极个别墙肢，剪力墙混凝土压应变都在0.002之内，没有受压破坏。墙钢筋没有屈服。所有墙肢满足名义剪力限值要求。有些墙肢在核心筒收进区附近，抗剪承载力不足。可通过型钢或增加墙厚满足抗剪要求。设置阻尼器，墙肢情况有所改善。大震作用下，大部分的连梁弯曲屈服，没有超过LS限值，有效地消散了地震能量。巨柱间的钢连系梁较多屈服，少量抗剪超出IO限值，但没有超出LS限值，有效地消散了地震能量。所有屈曲约束斜撑屈服，超过IO限值，但不超过LS限值。大部分巨柱/框架柱、框架梁、斜撑在大震下保持不屈服，仅有少量抗弯框架梁出现塑性铰，没有超出IO限值。在外框增加阻尼器与屈曲约束斜撑对于耗能的分布有很大影响，62%耗能在核心筒，38%耗能在外框。大震作用下，在考虑双向地震荷载的前提下，七条曲线平均最大弹塑性层间位移比为X方向为1/139，Y方向为1/124。增加阻尼器，在X方向改善层间位移最大25%，平均11%，Y方向改善最大13%，平均8%。5对比与思考COMPARISONANDTHOUGHTS3.5%/

5%起始阻尼比INITIALDAMPINGRATIO3.5%起始阻尼比–能量耗散对比3.5%INITIALDAMPING–ENERGYDISSIPATION37%6%46%7%以下为L802/L803波组5%与3.5%能耗的对比。选择这组波对比分析是因为这组波的弹塑性与弹性底部剪力比值最小。对于3.5%阻尼比，粘滞阻尼器器产生的总能耗与5%的阻尼比结果类似，但是其中非线性能量耗散从37%增加至46%，显示结构破坏有所增加。3.5%起始阻尼比–位移角对比3.5%INITIALDAMPING–STORYDRIFT平均最大层间位移角X方向Y方向5%阻尼1/1321/1223.5%阻尼1/1261/119增加4.7%2.5%初始阻尼比采用3.5%后，层间位移角稍有增大。3.5%起始阻尼比–位移角对比3.5%INITIALDAMPING–STORYDRIFTX方向Y方向5%阻尼81%86%3.5%阻尼75%81%降低7.4%5.8%初始阻尼比采用3.5%后，基底剪力略有降低。平均基底剪力3.5%起始阻尼比–位移角对比3.5%INITIALDAMPING–STORYDRIFT初始阻尼比采用3.5%后，更多钢连系梁和钢梁出现破坏。其他构件影响不大。构件破坏情况更多钢连系梁超过IO，但是仍小于LS更多连梁超过IO，但是仍小于LS阻尼器能量耗散ENERGYDISSIPATIONOFTHEDAMPERS大震下耗能百分比分布–终审EnergyDissipationPercentageDistributionunderRareEarthquake–FormalEPR外框耗能-25%EnergyDissipationinExteriorFrame

-25%钢拉梁9%Steel

Tie

Beams核心筒耗能-63%EnergyDissipationinCore

-63%粘滞阻尼器-

10%Viscous

DampersBRB5%阻尼伸臂耗能-11%EnergyDissipationinDampedOutrigger-11%连梁-62%Link

beams阻尼伸臂-11%DampedOutrigger阻尼伸臂桁架耗能效果EnergyDissipationofDampedOutriggers耗能分配-初审EnergyDissipation–PrelimEPR耗能分配-终审EnergyDissipation–FinalEPR外框Perimeter38%巨柱间连系梁Steelties10%框架梁柱MFbeams/Columns1%BRB10%巨柱间阻尼器Dampers@MegaColumns18%核心筒Core62%LinkBeams61%外框Perimeter25%巨柱间连系梁Steelties9%框架梁柱MFbeams/Columns1%BRB5%巨柱间阻尼器Dampers@MegaColumns10%核心筒Core63%LinkBeams62%伸臂阻尼OutriggerDampers11%比例基本未变比例基本未变比例下降比例下降比例基本未变外框Perimeter29%巨柱间连系梁Steelties17%框架梁柱MFbeams/Columns3%BRB9%核心筒Core71%LinkBeams70%耗能分配-无阻尼器EnergyDissipation–NoDamper能量消散图-无阻尼器与有阻尼器对比

EnergyDissipation

Plot–NoDampers

vsDampers能量消散图-无阻尼器与有阻尼器对比

EnergyDissipation

Plot–NoDampers

vsDampers屈服机制SequenceofHinging -HingingsequencebelowisforartificialTH1.0770-3Y+0.85L770-2X核心筒短连梁

核心筒长连梁

巨柱间连系梁剪切屈服

约2/3连系梁屈服后，上部及下部BRB屈服

中部BRB屈服。结构体系的屈服机制YieldingMechanismOfTheStructuralSystem屈服机制SequenceofHinging -HingingsequencebelowisforartificialTH1.0770-3Y+0.85L770-2X核心筒短连梁

核心筒长连梁

巨柱间连系梁剪切屈服

约2/3连系梁屈服后，上部及下部BRB屈服

中部BRB屈服。结构体系的屈服机制YieldingMechanismOfTheStructuralSystem最大阻尼器出力Max.Damperforce4000kN最大阻尼器变形Max.Damperdeformation+/-30mm

巨柱间阻尼器Dampers

@MegaColumns

阻尼器的参数及布置Damperlayoutandpropertiesα=0.3C0=10,000kN(s/m)0.3

伸臂阻尼器Dampers

@Outriggers

阻尼器的参数及布置Damperlayoutandproperties每榀桁架2个阻尼器Eachtrusshas2dampers最大阻尼器出力Max.Damperforce5500kN最大阻尼器变形Max.Damperdeformation+/-80mmα=0.3C0=10,000kN(s/m)0.3阻尼器的参数及布置Damperlayoutandproperties

不同位置阻尼的贡献DamperContribution 阻尼器仅位于伸臂桁架Dampers@outriggeronly伸臂桁架仅位于巨柱间Dampersbetweenmegacolumnsonly所有阻尼器AllDampersWITHDAMPERS核心筒Core周边框架PerimeterLOADCASELinkBeamsWallsTotalCoreMFbeamsMFColumnsSteelTiesBRBsDampersDampers@MegaColumnsDampers@outriggerTotalPerimeter1.0L802X+0.85L803Y72%1%74%0%0%7%4%14%7%7%26%1.0L802Y+0.85L803X69%2%71%0%0%8%4%15%8%8%29%1.0L1213X+0.85L1214Y72%1%72%0%1%7%5%14%7%7%27%1.0L1213Y+0.85L1214X68%1%69%0%1%8%5%16%7%9%30%1.0L2628X+0.85L2626Y62%0%63%0%0%3%3%30%15%15%37%1.0L2628Y+0.85L2626X45%0%46%0%0%7%3%43%20%23%53%1.0L770-3X+0.85L770-2Y67%1%67%0%0%8%5%19%9%10%32%1.0L770-3Y+0.85L770-2X67%1%67%0%0%8%5%19%9%10%32%1.0L770-6X+0.85L770-5Y71%1%72%0%0%6%4%17%8%9%28%1.0L770-6Y+0.85L770-5X64%1%64%0%0%10%5%20%9%11%35%1.0USA00726X+0.85USA00725Y55%1%56%0%2%15%6%20%9%11%43%1.0USA00726Y+0.85USA00725X55%1%56%0%2%15%6%20%10%10%43%1.0L0056X+0.85L0055Y63%0%63%0%0%8%4%24%12%12%37%1.0L0056Y+0.85L0055X46%1%47%0%0%13%5%33%15%18%52%Average62%1%63%0%1%9%5%22%10%11%36%阻尼器的参数及布置Damperlayoutandproperties

不同位置阻尼的贡献DamperContribution 伸臂阻尼器巨柱间阻尼器阻尼器耗能%

总结：1，不管是否有阻尼器，连梁和巨柱间钢连系梁都最先破坏。巨柱间阻尼器不能避免其破坏，但能分担其能量耗散。进一步设置阻尼伸臂桁架，对其影响很小。2，巨柱、斜撑、框架柱、框架梁本来破坏就比较轻微，增加阻尼器后情况变化不大。3，巨柱间阻尼器（45个）和伸臂桁架阻尼器（24个）耗能相当。4，阻尼器作用在于结构发生一定破坏、位移较大时，形成比较稳定的耗能机制，减缓进一步的结构变形和构件破坏。5，BRB支撑在大震中全部屈服，起到了“保险丝”和耗能的作用。阻尼器对位移的改善DRIFTIMPROVEMENTOFTHEDAMPERSX方向有效阻尼比计算EffectiveDampingCalculation:周期数Stepno.位移Displacement(mm)有效阻尼EffectiveDamping%1434.295.0%2316.584.5%3246.514.8%4175.634.4%5143.624.6%6101.924.7%775.164.4%863.96

Y方向有效阻尼比计算EffectiveDampingCalculation:周期数Stepno.位移Displacement(mm)有效阻尼EffectiveDamping%1414.214.2%2317.864.6%3232.584.8%4167.144.8%5124.74.6%698.394.5%775.014.5%857.47

小震阻尼器分析DAMPERANALYSIS

FOR

FREQUENT

EQ内在阻尼取3.5%小震反应谱改善结果IMPROVEMENTINFREQUENTEQSPECTRUMANALYSIS1/5001/5501/5001/550X向小震Y向小震改善9%改善9%弹性时程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR楼层位移角比较Inter-StoryDriftComparison阻尼伸臂桁架阻尼伸臂桁架转换桁架约改善12%阻尼伸臂桁架阻尼伸臂桁架转换桁架楼层位移角比较Inter-StoryDriftComparison弹性时程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR约改善14%大震弹塑性楼层位移角X方向有无阻尼器对比RareEQEPInterstoryDrift–XDirection

Comparisonwithandwithoutdampers1/1001/1301/1001/130层间位移-终审Interstory

Drift-FinalEPRInterstoryDriftImprovedby改善层间位移11%无阻尼器巨柱间阻尼器+阻尼伸臂桁架七条波平均值大震时程分析改善结果IMPROVEMENTINRAREEQTHANALYSIS大震弹塑性楼层位移角Y方向有无阻尼器对比RareEQEPInterstoryDrift–YDirection

Comparisonwithandwithoutdampers1/1001/1301/1001/130InterstoryDriftImprovedby改善层间位移8%无阻尼器巨柱间阻尼器+阻尼伸臂桁架层间位移-终审Interstory

Drift-FinalEPR七条波平均值大震时程分析改善结果IMPROVEMENTINRAREEQTHANALYSIS大震弹塑性楼层位移角X方向有无阻尼器对比RareEQEPInterstoryDrift–XDirection

Comparisonwithandwithoutdampers层间位移-初审InterstoryDrift–PrelimEPR七条波平均值1/1001/100InterstoryDriftImprovedby改善层间位移3%阻尼伸臂桁架控制位移效果DriftImprovementbyDampedOutriggers无阻尼器巨柱间阻尼器大震弹塑