上海世博会中国国家馆屋盖钢结构设计与分析

43220131BuildingStructureVol．43No．2Jan．20135106412010、4.86kN·m。、、、、3。。nn、。TU391TU318A1002-848X201302-0001-06SteelstructuredesignandanalysisonroofofChinaPavilionattheWorldExpo2010ShanghaiXuMingxinChenFuxiZhouYuezhouZhouHanxiangArchitecturalDesignandResearchInstituteofSouthChinaUniversityofTechnologyGuangzhou510641ChinaAbstractTheroofofChinaPavilionattheWorldExpo2010Shanghaihaslessverticalsupportbecauseitsshapeofbiggerontopandsmalleronthebottomislikeaninversequadrangularfrustumpyramidcrown．Maximalvalueofbendingmomentinthegirderis48600kN·m．Howevergeneralgirdercouldnotbearitunderthelimitationofnetstoreyheight．DifficultiesemphasesindesignandcorrelativedetailingoftrussgirderI-steelcompositesecondarybeamroofslabwereintroduced．Toreducelocalmomentinmembersteelplateswereusedforreinforcementencirclingthechordsbetweentheupperanddownchordsattheendoftrussgirder．Thehugeaxialforcesfromthechordswouldcauseshearforceinsingleshearingwall．Inthecaseofupperchordspenetratingthreeshearwallsthestudslippagewasutilizedtoreducetheshearforce．Thefeasibilityofthetechnologicalmeasuresabovehasbeenprovedbyfiniteelementanalysis．Lastlyverticalvibrationcompleteprocessoftheroofwasaccomplishedundernwalkingloadstimehistorywithrandomavoirdupoisandrandomfrequency．TheresultsoflargenumberrandomanalysisnamelyMonteCarlomethodshowthattheroofcansatisfythecomfortdemand．KeywordsWorldExpo2010ShanghaiChinaPavilionsteeltrusscompositebeamfini[e-mail]。12010、。、。“”9.0m2。433.3m。33.3m69.9m×69.9m60.3m139.4m×139.4m69.9m1。33.341.449.5m121。60.3m2m2169.9m×69.9m4。49.5m69.9m2.7m201322033.3m。。。3GLHJ▲。325.6m×34.75m34.75m8m4.86kN·m、6640kN。、、800×42006.95N/mm20.30fcfcC50。。22.1Q345≤35mmQ345B≥36mmQ345GJC。2.2、H。4。。。□400×500×40×40H430×400×40×40。4HJ12.3HJ15HJ12.3.1ETABSHJ1。3HJ15a－5970－2180kN－3750－1400kN。5a。HJ15b231150kN·m5948kN·m。5HJ1、12900kN2432．4660kN－898kN·m－329kN·m。0.60。HJ1585N/mm2。。。2.3.2HJ14.65m、6。6HJ1ETABS。、ANSYS。。HJ17380N/mm2。7HJ1/N/mm22.3.3HJ1。Q345GJCQ345。1.11/1.1Q345GJC304N/mm2。HJ1299N/mm2220N/mm2。2.3.460%9%2.4%。1.30。HJ1。、302N/mm2。2.3.5HJ1299kN8kN·m2%。8%。2.3.6HJ1522000kN。、、、。。HJ143。5%。、8B、C。A、C80032013×4200B500×4200。ANSYS。、9。8HJ1/N/mm29。Solid65smear。-《》GB50010—2002-、William-WarnkevonMises、Rankine。2。、Combin39。-23V=Vu1－e－nsm1VVusmmn=0.7m=0.4。8ABC0.610.260.080.05A。83.5N/mm2≈0.15fc。0.05mm10.26Vu。HJ1。2.3.2。2.3.7。23%24%。。800×150035mmC60。2.4HJ2HJ3、HJ26500kN2090kN－546kN·m－167kN·mHJ31960kN712kN－186kN·m－51kN·m。HJ2HJ3HJ1。332.7m3。、10GL1GL4GL2GL369.9m。GL2H2000×350×16×35、438kN153kN。4。GL22%。4432．10/kN·m。199kN·m。4140C40。s15.2@500。3。。0.3。3、70%GL、30%。1.0N/mm2。0.2N/mm2。0.40N/mm2。12@100mm。2008HJ1。513.3Hz3Hz5。1SAP20000.3kN。nn、、、。ANSYS。0.75m33325。0.65kN、0.3*vfill61.87Hz、0.18602π。26Ft=G1+∑2n=1αncos2πnfst+φn2Gαα1=0.5α2=0.2fstφφ1φ2=φ1+π/2。0.0253*110.0947m/s2。33250.101m/s2。11100。520131000.1210m/s20.0516m/s20.0789m/s20.0141m/s212。xy1000.07～0.08m/s233。120.17m/s2546%71%。61。HJ133。2nn、、、。。3。、。4。52%。、。1．J．200939584-89．2JOHNSONRPMOLENSTRAN．PartialshearconnectionincompositebeamsforbuildingsJ．InstitutionofCivilEngineersProceedings1991914679-704．3．-ANSYSJ．2007274101-105．4GB50017—2003S．2003．5JGJ3—2010S．2011．6．D．2008．443HWANGH．J．200437647-51．4．J．2006152107-114．5JOONAMPARKPEERANANTOWASHIRAPORNJAMESICRAIGetal．Seismicfragilityanalysisoflow-riseunreinforcedmasonrystructuresJ．EngineeringStructures2009314125-137．6JIJELNASHAIASKUCHMADA．Seismicfragilityrelationshipsofreinforcedconcretehigh-risebuildingsJ．TheStructuralDesignofTallandSpecialBuildings2009181259-277．7．J．200741111916-1920．8ZAREIANFKRAWINKLERH．AssessmentofprobabilityofcollapseanddesignforcollapsesafetyJ．EarthquakeEngineeringandStructureDynamics20073631901-1914．9．J．20092949-22．10．RCJ．201128341-48．11．J．200538111-20．6