江苏溧水体育场结构方案设计与分析

164201012空间结构SPATIALSTRUCTURESVol.16No.4Dec.2010:2010-03-30.:(1985)),,,,.:,,.E-mail:[e-mail]赵耀宗1,2,蔡建国1,2,王蜂岚3,朱旭荣4,冯健1,2(1.,210096;2.,210096;3.,510663;4.,210029):.MI-DAS.,,,.,,,.:;;;;:TU393.3:A:1006-6578(2010)04-0067-07DesignandanalysisofthestructureofJiangsuLishuiStadiumZHAOYao-zong1,2,CAIJian-guo1,2,WANGFeng-lan3,ZHUXu-rong4,FENGJian1,2(1.KeyLaboratoryofRCandPCStructuresofMinistryofEducation,SoutheastUniversity,Nanjing210096,China;2.EngineeringResearchCenterforPrestressofJiangsuProvince,Nanjing210096,China;3.GuangdongElectricPowerDesignInstitute,Guangzhou510663,China;4.JiangsuProvincialArchitecturalDesign&ResearchInstituteCo.,Ltd,Nanjing210029,China)Abstract:Basedonthestee-lpipetrusssuperstructureandconcreteframesubstructureofJiangsuLishuiStadium,designconceptandstructuralsystemwereintroduced.WithFEMsoftwareMIDAS,thestatica-nalysis,modalanalysisandresponsespectrumanalysisfortheindividualmodelofsteelstructureandthewholemodelofstee-lconcretestructurewerecalculatedandcompared.Resultsshowthatthedifferencebe-tweentwomodelsisnotevidentininternalforceofbars.Whileitislargerindisplacementofjoints,andevidentincharacteroffreevibrationandtheresponseofearthquakeaction.Thewholestructureanalysisshouldbeconsideredassumingthatthestiffnessoftheupperpartislargerthanthatofthelowerparts.Keywords:structuraldesign;wholestructureanalysis;stee-lpipetruss;staticcharacter;earthquakeaction,,[1-4].,()(),.,,;,.,.,,,.68空间结构第16卷,,.,,.,[5-8].,,,.1,50,35m,17.39m,.,,1.1Fig.1EffectdrawingofLishuiStadium35m@176m,,56[9],.,,.,,,.,.,.,.,,,,,[10].,,.30m.,,.,.,.2.2Fig.2Transverseprofileofthestrucutre,,,,.,,.,,.2,:4.0kN/m2;()0.5kN/m2,0.5kN/m2;0.45kN/m2,1.1kN/m22.2kN/m2,B;0.65kN/m2;?30e.7,0.10g,,II,0.35s,0.05,0.03..,,.C30,Q345,Q235.,,2000mm@4000mm,18.8m,第4期赵耀宗,等:江苏溧水体育场结构方案设计与分析6926.2m.1,3.1Table1Sectionsizeofthemainunits/mm@mm1100@20001400@28001700@34001900@38002000@4000800@800500@2000402@14402@24402@16450@16450@20300@24325@24377@243Fig.3Columngridofgrandstand(+),,.MIDAS.,,,.,,,,.4.4Fig.4Finiteelementmodelofthestructure33.1.,,,(56).,,,,,.,/1.2+0.98+1.40.,:(1)(2)(3)(4)(5).2.,,5%,,,,,.,,.,,,.70空间结构第16卷5Fig.5Planofembeddedpartsandboltsontopofcol-umns6Fig.6Elevationofembeddedpartsandboltsontopofcolumns2(:kN)Table2Axialforcecomparisonofdifferentbars(Unit:kN)123454202.12-2921.345.42-614.7-126.874147.13-2876.444.74-643.06-125.791.33%1.56%1.52%4.41%0.86%787Fig.7Stressratioofgeneralmodel8Fig.8Stressratioofindependentmodel.,,,0.6.0.78,0.88,,.3.2/++0.,,,.,,,,100mm,[11].:1/4(1)第4期赵耀宗,等:江苏溧水体育场结构方案设计与分析71(2)(3)(4)(5).3.,.,,(4)11.85%,,.,.3(:mm)Table3Displacementcomparisonofdifferentnodes(Unit:mm)12345X-10.5022.240.043.69-10.630.4725.15%-0.013.581.22%)11.57%500%3.07%Y52.16017.965.8938.7267.065.9631.6383.5352.3722.22%)43.41%21.12%26.06%Z-144.880-35.59-170.47-94.7-165.062.04-53.34-193.38-103.412.23%)33.28%11.85%11.00%4,.,20,94.,1.95Hz,0.51s,,203.58Hz,,15160.41%.104.,,/0,.,,,..9,,9Fig.9Frequencycomparisonbetweengeneralmodelandindependentmodel101~4Fig.10Modeshapecomparisonfrom1stto4thorder72空间结构第16卷4(:%)Table4Comparisonofmodalmassparticipation(Unit:%)XYZ1001.896.350.3813.43234.8812.020000320.85003.77014.894017.4700005002.262.170.626.9360.6820.3700007000.981.030.320.2783.119.75000098.67000.3702.43100.02010.580.920.090.02110.011.860.7300.160120.5600.553.7602.01130.0309.370.230.030.27142.5900.150.1800.3150.0400.160.030.020.231600.090.080001701.144.6500.02018007.320.050.020190.10.160.01000200000.2900.4171.5462.8738.7219.141.6641.19,,[4],.4,Z,3./0,.,/0,,.5,,,/0(SRSS)[12]./1.0+0.50,,,56.,(Z),(XY),,.,,.,,,,,.,,,.,,,.5(:mm)Table5Comparisonofdisplacementcausedbyearthquakeaction(Unit:mm)12345XX1.6102.061.590.9810.471.936.958.775.59Y1.170-0.41-0.01-0.2-7.840.73-2.93-0.26-1.02Z-3.3502.70.020.3720.210.269.10.481.54YX0.400.4700.071.58-0.443.060.540.26Y0.650-0.121.660.81-2.730.65-1.615.043.17Z-1.800.64-3.33-1.426.110.224.618.973.42ZX0.760-0.790.010.070.730.05-1.13-0.040.05Y-1.2200.222.311.18-1.390.210.592.181.29Z3.440-1.12-4.94-1.893.120.08-1.64-3.84-1.46第4期赵耀宗,等:江苏溧水体育场结构方案设计与分析736(:kN)Table6Comparisonofaxialforcecausedbyearthquakeac-tion(Unit:kN)12345X67.57-39.210.980.160.32220.61-120.74.032.290.91Y62.57-39.470.8-12.81-2.52-157.191.24-2.4126.21-5.02Z90.75-57.481.12-13.94-2.6358.29-37.350.69-9.06-1.656(1),,,,.(2),,,,,,.(3),,,.,.,.[1],.[J].,2003,9(2):61-63.CHENRong-yi,DONGSh-ilin.Prestressingworkofalong-spansteeltrussstringstructure[J].SpatialStruc-tures,2003,9(2):61-63.[2],,,.[J].,1998,28(7):16-19.YINS-iming,HUYing-shan,LIUXu,etal.Structur-aldesignandstudiesonaseveralprestressedsteelmeshroofofasportscentre[J].IndustrialConstruction,1998,28(7):16-19.[3],.[J].,1998,28(7):11-15.ZHANGY-igang,KONGXiang-he.Theaseismicchar-acteristicoffullstructuresystemincludingspacetrussesunderhorizontalearthquake[J].IndustrialConstruc-tion,1998,28(7):11-15.[4]KAWAGUCHIM,Designproblemsoflongspanspatialstructures[J].EngineeringStructures,1991,13(2):144-163.[5],,,.[J].,2009,39(10):90-93.ZHANGMan-sheng,WANGShu,GUANZh-izhong,etal.DesignresearchofShanxiProvincialScienceandTechnologyMuse