深圳大运会体育中心体育场整体模型承载力试验研究

JournalofBuildingStructures31420104Vol131No14Apr12010001:100026869(2010)04200012091,1,1,2,3,4,3,4,4(1.,100084;2.,210098;3.,518031;4.,518031):,2,,,,;,,;,,,,:;;;;:TU39313TU312:AExperimentalinvestigationofintegralscaledmodelonload2carryingcapacityofmainstadiumofShenzhenUniversiadeSportCenterGUOYanlin1,DOUChao1,WANGYonghai1,CAOPingzhou2,LIUQiongxiang3,NIShaowen4,GUOManliang3,YEQian4,LIXingwu4(1.DepartmentofCivilEngineering,TsinghuaUniversity,Beijing100084,China;2.CollegeofCivilEngineering,HohaiUniversity,Nanjing210098,China;3.ShenzhenGeneralInstituteofArchitecturalDesign&Research,Shenzhen518031,China;4.BureauofPublicWorksofShenzhenMunicipality,Shenzhen518031,China)Abstract:Anewtypeofstructuralsystemnamedassingle2layerfolded2planespatialreticulatedstructurewasadoptedinthesteelroofofmainstadiuminShenzhenUniversiadeSportCenter.Anexperimentalinvestigationofintegralstructuralscaledmodelwascarriedout.Theloadingwithapre2stackedself2balancingloadingsystemandtheschemeofstretchinginbatchandgradeusingmanualchainhoists,controllingbydisplacementfirstly2thenadjustingbyinnerforce,wasconductedtostudythestiffnessvariationandload2carryingcapacityofthemodel.Theweakregionsandfailuremechanismwereobservedandinvestigatedaccordingly.TestresultsagreewithanalyticalresultsbyFEM,indicatingthatsingle2layerfolded2planespatialreticulatedstructurehasenoughintegralstiffnessandsafetyfactor,howevertheload2carryingcapacityisdeterminedbyindividualmembersinhightensionstress.Theconnectionofmembersunderhightensionforceandbendingmomentwithjointsinshoulderapexistheweakregionofthewholestructure,thereforetheregionsshouldbemuchconcernedandtheweldingqualityshouldbecontrolledstrictlyduringconstruction.Keywords:single2layerfolded2planespatialreticulatedstructure;integralscaledmodeltest;self2balancingloadingsystem;stretchingingradeandbatch;load2carryingcapacity:(1958),,,,E2mail:gyl@tsinghua1edu1cn:(1984),,,E2mail:douc06@mails1thu1edu1cn:2009810,,2011,(1)1Fig.1PerspectiveofUniversiadeSportCenter,,300m285m,(2)20,51196814m,11m[1]2Fig.2Structuralsketchofpartofmainstadium,,,,,;,,3,,;(),1200mm,700mm,100mm10mm,3Fig.3Load2bearingsketchoftypicalunit,600mm400mm,450mm150mm();,,20,44Fig.4Perspectiveofjoints,,2,,,,,1,110,3010m2815m,414m[2](5)25Fig.5Integralscaledmodelofmainstadium111206,,,120010070010,37;,7,6004003084002501212,110,;,,,,,,,,,;,,,378,73,(1)1Table1Sizeofmembersinmodel/mm/mm12010121101100110012071512180191110012051512150194019211041511441100019310041510841114019790389401770180802763112311407031670401910192604031001860602102100170603021501850501151150182402511211230301151150188112,,;,,;20,,,(6)[3]6Fig.6Jointsofintegraltestmodel,,,,,3D113Q390,Q345,Q390,Q345350MPa,520MPa,23%33%(2)2Table2Materialpropertyforpipesintest/MPa/MPa/%7043505202910763346515311589435053030151084355510331011443755602510121534051026151218335500241512110335520231060602102103105302810505011511530551531103030115115325520301532,,211,,,,,++,3,,,,[4]3Table3DesignvalueofloadoforiginalstructurePC0125kN/m20130kN/m0130kN/m20120kN/m2PC0130kN/m20130kN/m20115kN/m20120kN/m20165kN/m20115kN/m22111kN/m0160kN/m,,,,80,(7)7Fig.7Sketchofloadingpoints,80,++,,1100,8020(4),74Table4Designvalueofloadforinnernodes/kN/kN1215113102215123103310133104315143155315153156315163157315173108310183109310192151031020210,20(8),,8Fig.8Comparisonofdeflectionsofinnerringbetweentwoloadingmodes212,2,,,,;2,,,4,2,2(9),;,,[5]92Fig.9Loadingmethodusingmanualchainhoistsanddistributionbeams213,,,()()(710),,,,10Fig.10Pre2stackedself2balancingloadingsystem,20,,2mm,,,,,(11)11Fig.11Sketchofloadcarryingofself2balancingloadingsystem214(1):,;,(12),HS100kN,,1m,3mm,12HS100kNFig.12SketchofmanualchainhoistofHS100kNtype,(13),,40,,(2)100kN40,8040,2020,40513Fig.13Sketchofdisplacementloadingintest,,,[6],,,,1414Fig.14Testsite(3),,,,,,,,2,,[6],,2,();,,1/3,(4),,,,,[6],,2:,,;,,1515Fig.15Loadingflowchartofeachloadstageduringsitetest(5):,,,;,,(16);,,,71119,,3,:616Fig.16Layoutofdisplacementgaugingpoints,140mm,,1/10;,15mm;,,11(5)(17),2(19),,17Fig.17Failureregionofmodel,,,,,,,[7],8,5,,9,,,17,,,[8]5,5(18,,),185,18Fig.18Stressdevelopmentofthefailureregion311,,,80,,,,80,(19),,,,,,,,,255kN,358kN,7192Fig.19Totalreactionforcevs.displacementcurvesforkeygaugingpoints2274kN,141mm,1/5JGJ612003K4129K,,,312ABAQUS,,4,20,571084,61215,,6,;57,(a)(b)20Fig.20FEmodelforfailurejoint2,350MPa,520MPa,25%,400010-6,,,9,8,9,,8,57,70105,11058ABAQUS,21,,80,1105,398MPa21Fig.21Developmentofmaximumaxialstressinjointmodel,500010-6,,,5,22Fig.22DamagestatusofjointinFEA4,,:(1);(2),,,(3),,,,[1]GMP,SBP.[R].:,2007.(GMP,SBP.FeasibilityreportofoverrundesignofsteelroofofmainstadiuminShenzhenUniversiadeSportCenter[R].Shenzhen:BureauofPublicWorksofShenzhenMunicipality,2007.(inChinese))[2],.[R].:,2008.(GUOYanlin,DOUChao.ReportofintegralscaledmodeltestofmainstadiuminShenzhenUniversiadeSportCenter[R].Beijing:TsinghuaUniversity,2008.(inChinese))[3],.[M].:,2006.(LiXingrong,WeiCaiang.Designmanualofsteelstructuralconnection[M].Beijing:ChinaArchitecture&BuildingPress,2006.(inChinese))[4],,,.[R].:,2007.(HUANGQiming