超高层混合结构竖向变形分析及补偿

43620133BuildingStructureVol．43No．6Mar．20131233120009222501013200092B3、、。B3+。B3TU398.7TU973A1002-848X201306-0045-05Verticalmembersshorteningandcompensationanalysisofsuperhigh-risecompositebuildingsZhangPanpan12ZhaoXin3ZhengYimin31DepartmentofBuildingEngineeringTongjiUniversityShanghai200092China2ShandongTongyuanDesignGroupCo．Ltd．Jinan250101China3ArchitecturalDesign＆ResearchInstituteofTongjiUniversityGroupCo．Ltd．Shanghai200092ChinaAbstractB3modelwasadoptedtoanalyzecompressiondeformationofverticalmembersthedeformationcompensationofthesuperhigh-risecompositebuildingandtheinfluenceofdifferentialdeformationbetweenthesupercolumnandthecore-wallaswellasthelock-intimeoftheoutriggersoninternalforcesoftheoutriggers．Theresultsshowthatshorteninguptocastingofsolution-floorlevelcanbecompensatedbythecontrollingofdesignelevationandtheshorteningsubsequenttocastingofsolution-floorlevelneedtobepre-compensatedbythecalculationofB3model．Themaximumshorteningsubsequenttocastingflooroccursinsomemiddlefloorswhenthecompensationperiodisshortandthemaximumshorteninghasatendencytomovethetopfloorwiththecompensationperiodincreasing．Theelevationdifferencesarehugewithdifferentconstructionmethodswhentheconstructioninspectionandthemethodofthedesignelevationplusthecompensationismuchbetterandcanbeadoptedtoreducethedifference．Theverticalmemberscanreachthedesignelevationthroughtheelevationcompensationofconcretepartandthelengthpre-adjustmentofthesteelpart．Theelevationcompensationistimevaryinganditsvaluereturnstozeroincompensationperiod．Thelaterlock-intimeoftheoutriggeristhemuchmoreadvantageoustheforcesoftheoutriggerhave．Keywordssuperhigh-risecompositebuildingB3modeldeformationcompensationelevationcontroll[e-mail]。0、。《》JGJ3—2010111.3.3、。、2。3。45-2013。6、、、。H．S．Park7Fintel。B38、、。1B3ACI209-92CEB-FIPPCAGL2000B39-12。Gardner12RILEMGL2000B3Bazant8B3GL2000。B3τsh13。B38、。t'εt=Jtt'σ+εsht1εshtt0=－εsh∞khSt2tt'=Et'Jtt'－13、Jtt'=q1+C0tt'+Cdtt't041～414。212。14。161。1ΔTiΔijΔTji。1～62。11ΔT1ΔT2ΔT3ΔT4ΔT5ΔT6ΔT71Δ11Δ12Δ13Δ14Δ15Δ16Δ172Δ22Δ23Δ24Δ25Δ26Δ273Δ33Δ34Δ35Δ36Δ374Δ44Δ45Δ46Δ475Δ55Δ56Δ576Δ66Δ672123456Δ11∑2i=1∑2j=iΔij∑3i=1∑3j=iΔij∑4i=1∑4j=iΔij∑5i=1∑5j=iΔij∑6i=1∑6j=iΔij∑7j=2Δ1j∑2i=1∑7j=3Δij∑3i=1∑7j=4Δij∑4i=1∑7j=5Δij∑5i=1∑7j=6Δij∑6i=1Δi73。。。。。110。。2。。64436．2。4、。。。4.11MIDAS2B3、3ε=αΔT。4.2。12。26。4.2.11。Δi7ii。4.2.261。1ΔT221Δ122ΔT331Δ132Δ23。3SiiΔFii－1ΔTii－1。3S1S2S3S4S5S6ΔTiΔT2ΔT3ΔT4ΔT5ΔT6ΔT7ΔFiΔF2ΔF3ΔF4ΔF5ΔF6ΔF711～6。55.1581m86。Ⅰt'=5dt0=7d70%216.4kN/m3721.4kN/m30.33。MIDAS7.4。、、、。35.25.2.113～5。。742013415163071。。、、6。5.2.2153123。。。。。10mm15。30mm580m1/1000580mm。100mm。30mm。4。。84±10mm±30mm±100mm84436．95.2.31、73.5mm。、。。8。7285mm7587mm7283mm。5.2.4。123+4+。1～34。94。1423。5.311.35D+0.98L+T2T。DLT。212。105。122132166661。1051.35D+0.98L+0.98TT1212101～11731.0%34.4%30.0%35.2%84～10026.5%35.9%16.8%30.9%68～8320.6%40.5%10.6%21.7%32～6721.9%51.3%9.9%21.4%37～5118.1%54.5%16.6%27.3%8～2118.0%62.1%8.0%18.3%61。2。3+。4。5。2794436．1616。。?、○K。71。。2。3。1．J．2000623-13．2CUOCDANINELA．Long-spanroofstructuresJ．ModernSteelConstruction199434546-50．3GB50017—2003S．2003．4．M．2002．5．J．200538945-52．6．M．2002．7．OpenGLJ．200315121554-1557．491JGJ3—2010S．2011．2．S+RCJ．200021668-73．3．M．2005．4．-J．200526266-73．5．-J．200639415-19．6．M．2007．7PARKHS．Optimalcompensationofdifferentialcolumnshorteninginhigh-risebuildingsJ．TheStructuralDesignofTallandSpecialBuildings200312149-66．8BAZANTZPBAWEJAS．Creepandshrinkagepredictionmodelforanalysisanddesignofconcretestructures-ModelB3J．MaterialsandStructures1995286357-365．9ACI209R-92PredictionofcreepshrinkageandtemperatureeffectsinconcretestructuresS．ACICommittee1997．10CEB-FIPModelcode1990S．LondonThomasTelford1993．11FINTELMGHOSHSKIYENGARH．ColumnshorteningintallstructurespredictionandcompensationM．PortlandCementAssociation1987．12GARDNERNJ．Comparisonofpredictionprovisionsfordryingshrinkageandcreepofnormal-strengthconcretesJ．CanadianJournalofCivilEngineering2004305767-775．13BAZANTZPKIMJ．ConsequencesofdiffusiontheoryforshrinkageofconcreteJ．MaterialandStructures1991245323-326．14．B3J．2010271108-116．15GB50204—2002S．2002．72