407m多功能塔樓彈塑性分析

Elasto-plasticAnalysisandDiscussion昆明春之眼項目主塔樓KunmingEyeofSpringMainTower彈塑性分析及思考1項目介紹PROJECTINTRODUCTION234結(jié)構(gòu)設(shè)計STRUCTURALDESIGN5彈塑性分析ELASTO-PLASTICANALYSIS對比與思考COMPARISONANDTHOUGHTS支撐樣式BRACEPATTERN1項目介紹PROJECTINTRODUCTION工程概況GENERALDESCRIPTION工程概況云南昆明春之眼項目為一座總高為407米的多功能塔樓，包括辦公、酒店和觀景層。主結(jié)構(gòu)高度為381.8米。塔樓包含地上81層和4層地下室，地上層塔樓面積約19.7萬平方米。昆明位于強地震活動區(qū)域(抗震設(shè)防烈度8度、第三組、III類場地)。風(fēng)荷載相對較弱，結(jié)構(gòu)系統(tǒng)的側(cè)向設(shè)計主要受控于地震荷載效應(yīng)。ProjectDescriptionTheYunnanKunmingEyeofSpringprojectconsistsofatotal407-metertallmixed-usetowercontainingoffice,hotelandobservationlevels.Thestructuralheighttothemainroofis381.8m.Thetoweritselfcontainsapproximately197,000m2ofabovegradewithover81floorsand4basementlevels.Kunmingislocatedinahighseismiczone(designseismicintensityVIII,Group3,SiteCategoryIII).Windloadisrelativelylow,andthedesignisgovernedbyseismicdesign.

地上總計容面積

地上總面積

建筑高度（主屋面）

總層數(shù)

平面尺寸

典型層高

主塔樓18.7萬m219.7萬m2381.80m8161mx61m4.5m2012年500米方案500mDesignin2012冠頂500米TopofCrown500m冠頂250米TopofCrown250m冠頂500米TopofCrown500m冠頂550米TopofCrown550m2013年550米方案550mDesignin2013冠頂500米TopofCrown500m冠頂550米TopofCrown550m2014年456米初步設(shè)計456mForDDin20142016年407米初步設(shè)計407mForDDin20162支撐樣式BRACEPATTERN核心筒已確定建筑的電梯布置需求結(jié)構(gòu)的重力荷載需求地震區(qū)的軸壓比要求核心筒剛度確定的前提下，如何找到最優(yōu)的外框結(jié)構(gòu)形式？底部滾軸支座，頂部施加單位力CoreissetArchitecturallybyelevatoringStructurallybygravitytakedownAlsosubjecttoaxialcompressionratiolimitinEQzoneWhatisbestbracingpatternthatworkswithagivencorestiffness?RollerBCsatbase,unitlateralloadsattop(topdriftgoverns)?已確定Fixed未知Unknown核心筒Core周邊框架Perimeter問題描述PROBLEMSTATEMENT需要將完整剛度矩陣K凝聚到隔板側(cè)向位移自由度K*在軟件里面無法直接實現(xiàn)采用替代方法，計算位移u=F*P

-第i層施加單位荷載，得到F*的一個列向量

-遍歷所有樓層，得到完整的F*

-直接得到“凝聚”的柔度矩陣求逆得到K*=F*-1求逆是必須的，只采用ki=Pi/ui

將會丟失核心筒其他部位的柔度，夸大核心筒剛度。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…問題描述PROBLEMSTATEMENT從ETABS的F*得到K*假定外框的左右兩側(cè)各分配一半剛度也可以假定在樓面分配，而不是在外側(cè)注意：K*是完整矩陣，不是對角陣，因此右圖彈簧僅為示意。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……滾軸支座RollerBCs側(cè)向力LateralLoad核心筒剛度布置在外側(cè)CorestiffnessatexteriorPOLYTOP求解APPLICATIONTOPOLYTOPR=4R=2R=3R=1R=過濾半徑，控制單元尺寸filterradius,

Controlssizeofmembers所有結(jié)果的體積百分比相同Volumefractionisthesameforallresults無核心筒WITHOUTCORER=4R=2R=3R=1有核心筒WITHCORER=4R=2R=3R=1屋頂-核心筒頂下方一層TopDiaphragm(onelevelbelowtopofcore)Base第二次收進2ndcorestep第一次收進1stcorestep第三次收進3rdcorestep核心筒收進CORESTEPS考慮核心筒剛度有兩個效應(yīng)減少底部樓層的材料在核心筒臺階以上支撐比較集中支撐補償了核心筒剛度的突然降低，使得總體剛度更加均勻，減少變形突變“巨型腰桁架”類似于腰桁架，但是有幾層高InclusionofcorestiffnesshastwoeffectsRemovingmaterialfromlowerlevelsConcentratingbracingabovecorestepsBracingcompensatesforsuddendrop-offinstiffnessatcoresteps,producingamoreevendistributionandremovingdeflection-amplifyingkinksindeflectedshape“Beltmega-brace”,likeabelttrussbutmulti-story結(jié)論CONCLUSIONS方案C-最優(yōu)彈性性能方案B-最優(yōu)彈塑性性能方案A-最優(yōu)用鋼量方案ASCHEMEA方案BSCHEMEB方案CSCHEMEC方案ASCHEMEA預(yù)審會PreEPR正式審查FormalEPR3結(jié)構(gòu)設(shè)計STRUCTURALDESIGN基本設(shè)計參數(shù)BASICDESIGNPARAMETERS基地上所有建筑建筑結(jié)構(gòu)安全等級

塔樓一級重要性系數(shù)γ0塔樓主要構(gòu)件塔樓次要構(gòu)件

1.11.0建筑結(jié)構(gòu)設(shè)計使用年限50年建筑地基基礎(chǔ)設(shè)計等級甲級建筑工程抗震設(shè)防分類乙類抗震設(shè)防烈度8度設(shè)計地震分組第三組場地土質(zhì)類別

（根據(jù)2013年4月巖土工程勘察報告)III水平地震影響系數(shù)最大值amax0.16基本地震加速度0.20g設(shè)計地震特征周期0.65秒10年一遇基本風(fēng)壓0.20kN/m250年一遇基本風(fēng)壓0.30kN/m2100年一遇基本風(fēng)壓0.35kN/m2地面粗糙度B類50年一遇基本雪壓0.30kN/m2100年一遇基本雪壓0.35kN/m2高層建筑適用高度分類超B級高度反應(yīng)譜阻尼比取值0.035風(fēng)荷載計算阻尼比0.02塔樓結(jié)構(gòu)體系

TowerStructuralSystem抗重力體系塔樓抗重力體系由核心筒和周邊框架之間的鋼結(jié)構(gòu)樓面體系組成。樓面體系為采用常規(guī)重量混凝土的復(fù)合壓型鋼板組合鋼板

GravityLoadResistingSystemThegravityloadresistingsystemofthetowerconsistsofstructuralsteelfloorframingthatspansbetweenthecoreandtheperimeterframe.Thefloorsystemwillbecompositemetaldeckwithnormalweightconcreteslabconstruction.下層平面LOWERFLOORPLAN變截面塔樓形狀減少頂部風(fēng)和地震力自下而上建筑形狀由外凸?jié)u變?yōu)閮?nèi)凹底部外凸減少塔樓長細比(6.2)上部內(nèi)凹減少樓板尺寸、地震質(zhì)量、剪力及傾覆力。TaperedtowershapereduceswindandseismicforcesattopShapechangesfromconvextoconcavegoingupthebuildingConvexshapeatthebottomreducestheoveralltowerslenderness(aspectratio=6.2)Concaveshapeatthetopreducesfloorplatesize,seismicmass,shearandoverturningforces.中層平面MID-LEVELFLOORPLAN上層平面UPPERFLOORPLAN塔樓形狀

TOWERSHAPE

塔樓結(jié)構(gòu)體系

TowerStructuralSystem支撐

BRACES框架系統(tǒng)FRAME核心筒及阻尼伸臂CORE+OUTRIGGERDAMPER完整抗側(cè)體系COMPLETESYSTEM++=巨柱間拉梁及阻尼器STEELTIES+DAMPERS+消能減震措施EnergyDissipationMeasures巨柱間：45個粘滯阻尼器立面：18個BRB伸臂桁架：24個粘滯阻尼器典型外框節(jié)點TYPICALEXTERIORFRAMECONNECTION結(jié)構(gòu)抗震性能目標

SeismicPerformanceTarget結(jié)構(gòu)關(guān)鍵構(gòu)件典型豎向構(gòu)件耗能構(gòu)件塔樓底部加強區(qū)支撐，巨柱，復(fù)合核心筒墻，轉(zhuǎn)換桁架鋼筋混凝土核心筒墻，外框CFT柱，SRC內(nèi)柱,典型支撐鋼筋混凝土及復(fù)合連梁，巨柱連系梁，外框梁，屈曲約束支撐StructureCriticalMembersTypicalVerticalMembersEnergyDissipatingMembersTowerTransferTrusses,Mega-Columns,CoreWallsinbottomstrengthenedzone，BracesinthebottomstrengthenedzoneTypicalCoreWalls,TypicalBraces,ExteriorCFTColumns,InteriorSRCColumnsR/CandCompositeLinkBeams,Mega-ColumnTieBeams,SpandrelBeams,BucklingRestrainedBraces結(jié)構(gòu)抗震性能目標

SeismicPerformanceTarget性能目標關(guān)鍵構(gòu)件底部加強區(qū)支撐及其對應(yīng)樓層的平面支撐巨柱復(fù)合核心筒墻區(qū)轉(zhuǎn)換桁架抗震等級一級特一級特一級一級小震

彈性彈性彈性彈性中震抗剪彈性彈性彈性彈性正截面-拉彎彈性彈性不屈服彈性正截面-壓彎彈性彈性不屈服彈性大震抗剪不屈服不屈服不屈服不屈服正截面-拉彎不屈服不屈服允許少數(shù)屈服，塑性角θ<IO不屈服正截面-壓彎不屈服不屈服允許少數(shù)屈服，塑性角θ<IO不屈服性能目標普通豎向構(gòu)件普通核心筒墻外框CFT柱SRC內(nèi)柱典型斜撐及其對應(yīng)樓層的平面支撐抗震等級特一級一級一級一級小震

彈性彈性彈性彈性中震抗剪彈性彈性彈性彈性正截面-拉彎不屈服不屈服不屈服不屈服正截面-壓彎不屈服不屈服不屈服不屈服大震抗剪≤0.15fck

正截面-拉彎塑性角θ<LS塑性角θ<LS塑性角θ<LS塑性角θ<LS正截面-壓彎塑性角θ<LS塑性角θ<LS塑性角θ<LS塑性角θ<LS結(jié)構(gòu)周期

BuildingPeriod振型一：Y向平動，T1=5.94sMode1:Y-Translation,T1=5.94s.振型三：扭轉(zhuǎn)，T3=3.13sMode3:Torsion,T3=3.13s.振型二：X向平動，T2=5.86sMode2:X-Translation,T2=5.86s.扭轉(zhuǎn)周期比TorsionPeriodRatioTz/T1=0.53<0.85風(fēng)和地震的樓層剪力比較

WindandEarthquakeStoryShearComparison地震剪重比

SeismicShear-weightRatio結(jié)構(gòu)底部X與Y方向的剪重比分別為2.69%與2.75%，均滿足規(guī)范要求，不需對小震進行放大Analysisresultshowsshearweightratioatthebottomofthestructureisat2.69%and2.75%intheXandYdirection,respectively.Theshear-weightratiosforbothdirectionssatisfythecodelimitandtheseismicsheardoesnotneedtobeenlargedinthedesign.層間位移角

Inter-storyDrift位移角DriftXY50年規(guī)范風(fēng)荷載1/15221/1490小震1/5661/57750年風(fēng)洞風(fēng)荷載1/28251/2703斜撐外框地震剪力比

RatioofSeismicShearResistedbyExteriorBracedFrame框筒傾覆力矩比

RatioofOverturningMoment彈性時程分析ElasticTimeHistoryAnalysis2artificialrecordsand5naturalrecordsareprovidedbyclient.Thesetimehistoriesarescaledtohaveapeakaccelerationof70cm/s2andthenappliedintheanalysis.Loadingmethodandrecordplotsareprovided.設(shè)計采用由業(yè)主提供的兩條人工波和五條天然波。這些時程被單向施加在分析模型中。與規(guī)范反應(yīng)譜對比時，這些時程波的峰值加速度調(diào)整到70cm/s2，其加載方式和圖形如下。彈性時程分析ElasticTimeHistoryAnalysis天然波與小震規(guī)范譜比較ComparisonofCodeResponseSpectratoNaturalCurves模擬波與小震規(guī)范譜比較ComparisonofCodeResponseSpectratoArtificialWaves彈性時程分析ElasticTimeHistoryAnalysisX方向剪力比較

ShearComparisoninXDirectionY方向剪力比較

ShearComparisoninYDirection彈性時程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR樓層位移角比較Inter-StoryDriftComparison阻尼伸臂桁架阻尼伸臂桁架轉(zhuǎn)換桁架約改善12%阻尼伸臂桁架阻尼伸臂桁架轉(zhuǎn)換桁架樓層位移角比較Inter-StoryDriftComparison彈性時程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR約改善14%4彈塑性分析ELASTO-PLASTICANALYSIS彈塑分析模型的周期

ThePeriodsofE-PanalysismodelPerform

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

PeriodsofETABSElasticModel模態(tài)Mode周期PeriodUXUYRZ15.7143.5%55.9%-25.6259.5%3.6%-32.9400-模態(tài)Mode周期PeriodUXUYRZ16.0290.28240.3096025.9650.31470.2803033.166000.719時程曲線挑選

Timehistoryselection七組時程：兩組人工波，五組天然波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時程曲線挑選

TimehistoryselectionX-Direction

底部剪力絕對值

AbsoluteValueofBaseShear反應(yīng)譜百分比

%ofRS平均

AverageofSelectedkN>65%>80%規(guī)范大震反應(yīng)譜CodeResponseSpectrumRARE507,000--L802707,700140%102%L1213667,200132%L2628392,80077%L770-3479,90095%L770-6534,000105%USA00726473,20093%USA00265347,50069%Y-Direction

底部剪力絕對值

AbsoluteValueofBaseShear反應(yīng)譜百分比

%ofRS平均

AverageofSelectedkN>65%>80%規(guī)范大震反應(yīng)譜CodeResponseSpectrumRARE514,400--L802676,500131%96%L1213657,600128%L2628378,20074%L770-3440,70086%L770-6517,900101%USA00726449,70087%USA00265330,30064%耗能構(gòu)件

EnergyDissipatingElements核心筒SRC連梁CoreSRCLinkbeams周邊框架：巨柱間鋼連系梁框架梁柱高腰支撐上部的BRB阻尼器PerimeterSteeltiesbetweenmegacolumnsMomentframebeamsandColumnsBucklingrestrainedbracesatthetopofhighwaistedbracesDampers核心筒SRC連梁耗能構(gòu)件

EnergyDissipatingElementsCoreSRCLinkbeams耗能構(gòu)件

EnergyDissipatingElementsPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周邊框架：巨柱間鋼連系梁框架梁柱支撐上部的BRB阻尼器耗能構(gòu)件

EnergyDissipatingElementsPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周邊框架：巨柱間鋼連系梁框架梁柱支撐上部的BRB阻尼器屈曲約束支撐節(jié)點BRBConnections

屈曲約束斜撐BucklingRestrainedBraces

BRB1050X1050+750X80X2耗能構(gòu)件

EnergyDissipatingElements耗能構(gòu)件

EnergyDissipatingElements液體粘滯阻尼器為非線性,由以下公式表述： FD=C0Vα其中，F(xiàn)D

阻尼器出力(kN)V變形速率(m/s)

挑選阻尼器指數(shù)α=0.3

阻尼系數(shù)C0

=10,000kN(s/m)0.3

PerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周邊框架：巨柱間鋼連系梁框架梁柱支撐上部的BRB阻尼器巨柱間阻尼器Dampers

@MegaColumns耗能構(gòu)件

EnergyDissipatingElements伸臂桁架阻尼器Dampers

@OutriggerTrussesPerimeterSteeltiesbetweenmegacolumnsMFbeamsandColumnsBRBsatthetopofbracesDampers周邊框架：巨柱間鋼連系梁框架梁柱支撐上部的BRB阻尼器時程分析的底部剪力彈塑性與彈性對比

TheTimeHistoryBaseShearEP/ElasticRatio平均彈塑性比彈性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%結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents鋼筋混凝土連梁SRCLinkBeams圖：連梁的變形：端部轉(zhuǎn)角與屈服極限、IO、LS和CP的比值Figure:LinkBeamsDeformation:endrotationasmultipleoftheYieldLimit,IO,LS,andCP.結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents鋼筋混凝土剪力墻ReinforcedConcreteShearWalls抗剪強度驗算ShearStrengthCheck結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents鋼筋混凝土剪力墻ReinforcedConcreteShearWallswithandwithoutdampers結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents鋼筋混凝土剪力墻ReinforcedConcreteShearWalls圖：核心筒墻體：（左圖）混凝土壓應(yīng)變(紅色＝0.002)，（右圖）鋼筋拉應(yīng)變(紅色＝屈服應(yīng)變)Figure:Corewalls:(left)Concretecompressionstrain(Red=0.002),(right)Reinforcingsteeltensionstrain(Red=εy)巨柱

MegaColumns

巨柱強度：（左）雙向壓彎承載力利用率，（中）軸拉承載力利用率，（右）抗剪承載力利用率Figure:Megacolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear幾乎所有柱子都保持了彈性，僅有很少數(shù)構(gòu)件屈服，滿足性能目標。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents外框柱PerimeterColumns

圖：外框柱強度：（左）雙向壓彎承載力利用率，（中）軸拉承載力利用率，（右）抗剪承載力利用率Figure:Perimetercolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents幾乎所有柱子都保持了彈性，僅有很少數(shù)構(gòu)件屈服，滿足性能目標。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.外框柱PerimeterColumns

圖：外框柱強度：（左）雙向壓彎承載力利用率，（中）軸拉承載力利用率，（右）抗剪承載力利用率Figure:Perimetercolumnsstrengthcapacity:(left)biaxialPMM,(middle)axialtension,(right)shear結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents幾乎所有柱子都保持了彈性，僅有很少數(shù)構(gòu)件屈服，滿足性能目標。Almostallthecolumnsremainelastic,veryfewcolumnsyield,whichisconsistentwithperformancetargets.周邊框架鋼梁PerimeterMomentFrameSteelBeams圖：鋼框架梁的變形：端部轉(zhuǎn)角與屈服、IO、LS的比值Figure:SteelFrameBeamDeformation:endrotationasmultipleoftheYL,

IOandLS框架梁基本沒有屈服，大震性能很好。Noframebeamsyield.Thisperformancecanbeacceptedunderrareearthquake.結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents沒有塑性剪切變形超過LS限值。這是滿足大震下的設(shè)計要求的。NoneofthemembersexceedtheLSlimitstate(consideredacceptablefortherareearthquake)asindicatedinthefigure.Thisperformancecanbeacceptedunderrareearthquake鋼拉梁的變形：剪切應(yīng)變與屈服極限、IO、LS和CP的比值Figure:SteelTieBeamsDeformation:shearstrainasmultipleoftheYieldLimit,IO,LS,andCP.結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents巨柱間鋼拉梁SteelTieBeamsbetweenMegaColumnsFloorTieBeamSizes:HXBXtwXtfL77-TopBU950X450X15X55L53-76BU1200X550X15X60L31-52BU900X450X15X55L2-30BU900X450X15X50圖：斜撐強度Figure:Bracesstrengthcapacity:(left)P(withDampers);(right)P(NoDampers)結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents外框斜撐PerimeterFrameBraces

有阻尼器(withDampers)

無阻尼器(NoDampers)截面強度利用率=1.08截面強度利用率=1.02斜撐基本沒有屈服，大震性能很好。Nobracesyield.Thisperformancecanbeacceptedunderrareearthquake.圖：平均軸向變形與屈服、IO、LS比值Figure:AverageBRBaxialdeformationasmultipleoftheYieldLimit,IO,LS

屈曲約束斜撐BucklingRestrainedBraces

結(jié)構(gòu)構(gòu)件的反應(yīng)

ResponseofBuildingComponents彈塑性分析結(jié)論

EPAnalysisConclusion七條時程曲線下非彈性耗能占總能量輸入的20-40%。如果設(shè)置粘滯阻尼器，阻尼器耗能6-8%，占非彈性耗能的20%左右。除極個別墻肢，剪力墻混凝土壓應(yīng)變都在0.002之內(nèi)，沒有受壓破壞。墻鋼筋沒有屈服。所有墻肢滿足名義剪力限值要求。有些墻肢在核心筒收進區(qū)附近，抗剪承載力不足?？赏ㄟ^型鋼或增加墻厚滿足抗剪要求。設(shè)置阻尼器，墻肢情況有所改善。大震作用下，大部分的連梁彎曲屈服，沒有超過LS限值，有效地消散了地震能量。巨柱間的鋼連系梁較多屈服，少量抗剪超出IO限值，但沒有超出LS限值，有效地消散了地震能量。所有屈曲約束斜撐屈服，超過IO限值，但不超過LS限值。大部分巨柱/框架柱、框架梁、斜撐在大震下保持不屈服，僅有少量抗彎框架梁出現(xiàn)塑性鉸，沒有超出IO限值。在外框增加阻尼器與屈曲約束斜撐對于耗能的分布有很大影響，62%耗能在核心筒，38%耗能在外框。大震作用下，在考慮雙向地震荷載的前提下，七條曲線平均最大彈塑性層間位移比為X方向為1/139，Y方向為1/124。增加阻尼器，在X方向改善層間位移最大25%，平均11%，Y方向改善最大13%，平均8%。5對比與思考COMPARISONANDTHOUGHTS3.5%/

5%起始阻尼比INITIALDAMPINGRATIO3.5%起始阻尼比–能量耗散對比3.5%INITIALDAMPING–ENERGYDISSIPATION37%6%46%7%以下為L802/L803波組5%與3.5%能耗的對比。選擇這組波對比分析是因為這組波的彈塑性與彈性底部剪力比值最小。對于3.5%阻尼比，粘滯阻尼器器產(chǎn)生的總能耗與5%的阻尼比結(jié)果類似，但是其中非線性能量耗散從37%增加至46%，顯示結(jié)構(gòu)破壞有所增加。3.5%起始阻尼比–位移角對比3.5%INITIALDAMPING–STORYDRIFT平均最大層間位移角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，層間位移角稍有增大。3.5%起始阻尼比–位移角對比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–位移角對比3.5%INITIALDAMPING–STORYDRIFT初始阻尼比采用3.5%后，更多鋼連系梁和鋼梁出現(xiàn)破壞。其他構(gòu)件影響不大。構(gòu)件破壞情況更多鋼連系梁超過IO，但是仍小于LS更多連梁超過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–終審EnergyDissipationPercentageDistributionunderRareEarthquake–FormalEPR外框耗能-25%EnergyDissipationinExteriorFrame

-25%鋼拉梁9%Steel

Tie

Beams核心筒耗能-63%EnergyDissipationinCore

-63%粘滯阻尼器-

10%Viscous

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

beams阻尼伸臂-11%DampedOutrigger阻尼伸臂桁架耗能效果EnergyDissipationofDampedOutriggers耗能分配-初審EnergyDissipation–PrelimEPR耗能分配-終審EnergyDissipation–FinalEPR外框Perimeter38%巨柱間連系梁Steelties10%框架梁柱MFbeams/Columns1%BRB10%巨柱間阻尼器Dampers@MegaColumns18%核心筒Core62%LinkBeams61%外框Perimeter25%巨柱間連系梁Steelties9%框架梁柱MFbeams/Columns1%BRB5%巨柱間阻尼器Dampers@MegaColumns10%核心筒Core63%LinkBeams62%伸臂阻尼OutriggerDampers11%比例基本未變比例基本未變比例下降比例下降比例基本未變外框Perimeter29%巨柱間連系梁Steelties17%框架梁柱MFbeams/Columns3%BRB9%核心筒Core71%LinkBeams70%耗能分配-無阻尼器EnergyDissipation–NoDamper能量消散圖-無阻尼器與有阻尼器對比

EnergyDissipation

Plot–NoDampers

vsDampers能量消散圖-無阻尼器與有阻尼器對比

EnergyDissipation

Plot–NoDampers

vsDampers屈服機制SequenceofHinging -HingingsequencebelowisforartificialTH1.0770-3Y+0.85L770-2X核心筒短連梁

核心筒長連梁

巨柱間連系梁剪切屈服

約2/3連系梁屈服后，上部及下部BRB屈服

中部BRB屈服。結(jié)構(gòu)體系的屈服機制YieldingMechanismOfTheStructuralSystem屈服機制SequenceofHinging -HingingsequencebelowisforartificialTH1.0770-3Y+0.85L770-2X核心筒短連梁

核心筒長連梁

巨柱間連系梁剪切屈服

約2/3連系梁屈服后，上部及下部BRB屈服

中部BRB屈服。結(jié)構(gòu)體系的屈服機制YieldingMechanismOfTheStructuralSystem最大阻尼器出力Max.Damperforce4000kN最大阻尼器變形Max.Damperdeformation+/-30mm

巨柱間阻尼器Dampers

@MegaColumns

阻尼器的參數(shù)及布置Damperlayoutandpropertiesα=0.3C0=10,000kN(s/m)0.3

伸臂阻尼器Dampers

@Outriggers

阻尼器的參數(shù)及布置Damperlayoutandproperties每榀桁架2個阻尼器Eachtrusshas2dampers最大阻尼器出力Max.Damperforce5500kN最大阻尼器變形Max.Damperdeformation+/-80mmα=0.3C0=10,000kN(s/m)0.3阻尼器的參數(shù)及布置Damperlayoutandproperties

不同位置阻尼的貢獻DamperContribution 阻尼器僅位于伸臂桁架Dampers@outriggeronly伸臂桁架僅位于巨柱間Dampersbetweenmegacolumnsonly所有阻尼器AllDampersWITHDAMPERS核心筒Core周邊框架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%阻尼器的參數(shù)及布置Damperlayoutandproperties

不同位置阻尼的貢獻DamperContribution 伸臂阻尼器巨柱間阻尼器阻尼器耗能%

總結(jié)：1，不管是否有阻尼器，連梁和巨柱間鋼連系梁都最先破壞。巨柱間阻尼器不能避免其破壞，但能分擔其能量耗散。進一步設(shè)置阻尼伸臂桁架，對其影響很小。2，巨柱、斜撐、框架柱、框架梁本來破壞就比較輕微，增加阻尼器后情況變化不大。3，巨柱間阻尼器（45個）和伸臂桁架阻尼器（24個）耗能相當。4，阻尼器作用在于結(jié)構(gòu)發(fā)生一定破壞、位移較大時，形成比較穩(wěn)定的耗能機制，減緩進一步的結(jié)構(gòu)變形和構(gòu)件破壞。5，BRB支撐在大震中全部屈服，起到了“保險絲”和耗能的作用。阻尼器對位移的改善DRIFTIMPROVEMENTOFTHEDAMPERSX方向有效阻尼比計算EffectiveDampingCalculation:周期數(shù)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方向有效阻尼比計算EffectiveDampingCalculation:周期數(shù)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內(nèi)在阻尼取3.5%小震反應(yīng)譜改善結(jié)果IMPROVEMENTINFREQUENTEQSPECTRUMANALYSIS1/5001/5501/5001/550X向小震Y向小震改善9%改善9%彈性時程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR樓層位移角比較Inter-StoryDriftComparison阻尼伸臂桁架阻尼伸臂桁架轉(zhuǎn)換桁架約改善12%阻尼伸臂桁架阻尼伸臂桁架轉(zhuǎn)換桁架樓層位移角比較Inter-StoryDriftComparison彈性時程分析–正式EPRElasticTimeHistoryAnalysis–FormalEPR約改善14%大震彈塑性樓層位移角X方向有無阻尼器對比RareEQEPInterstoryDrift–XDirection

Comparisonwithandwithoutdampers1/1001/1301/1001/130層間位移-終審Interstory

Drift-FinalEPRInterstoryDriftImprovedby改善層間位移11%無阻尼器巨柱間阻尼器+阻尼伸臂桁架七條波平均值大震時程分析改善結(jié)果IMPROVEMENTINRAREEQTHANALYSIS大震彈塑性樓層位移角Y方向有無阻尼器對比RareEQEPInterstoryDrift–YDirection

Comparisonwithandwithoutdampers1/1001/1301/1001/130InterstoryDriftImprovedby改善層間位移8%無阻尼器巨柱間阻尼器+阻尼伸臂桁架層間位移-終審Interstory

Drift-FinalEPR七條波平均值大震時程分析改善結(jié)果IMPROVEMENTINRAREEQTHANALYSIS大震彈塑性樓層位移角X方向有無阻尼器對比RareEQEPInterstoryDrift–XDirection

Comparisonwithandwithoutdampers層間位移-初審InterstoryDrift–PrelimEPR七條波平均值1/1001/100InterstoryDriftImprovedby改善層間位移3%阻尼伸臂桁架控制位移效果DriftImprovementbyDampedOutriggers無阻尼器巨柱間阻尼器大震彈塑