沧口航道桥主梁静风稳定性分析

:2009-09-10:(50808018):(1974-),,,,,E-mail:[e-mail]第30卷第5期2010年9月长安大学学报(自然科学版)JournalofChanganUniversity(NaturalScienceEdition)Vol.30No.5Sept.2010:1671-8879(2010)05-0058-05李利军1,胡兆同1,曲立清2(1.,710064;2.,266000):沧口航道桥(双塔双索面钢箱梁斜拉桥)是青岛海湾大桥的主通航孔桥,为确保其在建成运营后的抗风稳定性安全性和适用性,对其主梁进行了静风稳定性分析;采用FLUID软件计算主梁静力三分力系数,对主梁节段模型进行静力三分力系数风洞试验(与计算数据相吻合),然后求解主梁静风扭转发散临界风速,采用ANSYS软件求解其动力特性和主梁的静风横向屈曲临界风速结果表明:主梁静风扭转发散横向屈曲临界风速计算最小值分别为579m/s和745.6m/s,均远大于检验风速95.8m/s,因而沧口航道桥主梁的空气静力稳定性能够得到足够保证:桥梁工程;斜拉桥;钢箱梁;动力特性;三分力系数;空气静力稳定性:U448.27:AAerostaticstabilityanalysisofCangkouchannelbridgegirderLIL-ijun1,HUZhao-tong1,QUL-iqing2(1.SchoolofHighway,ChanganUniversity,Xian710064,Shaanxi,China;2.TsingtaoInternationalTrust&InvestmentCoLtd,Tsingtao266000,Shandong,China)Abstract:Cangkouchannelbridge,themainnavigationofQingdaogulfbridge,isadouble-cable-planecable-stayedsteelboxgirderbridgewithdouble-tower.Aimedatsteelboxgirderaerostaticstabilityanalysistoensurethestabilityofthewind-resistance,safetyandapplicabilityintheop-erationofthebridge,FLUIDsoftwareisusedtocalculatethecoefficientoftr-icomponentforcewhichisconsistentwiththewindtunneltestdataandthentosolveitscriticalwindvelocityofstatictorsionaldivergence,usesANSYStoanalyzeitsdynamicbehaviorandtransversebucklingcriticalwindspeed.Thecalculationshowstheminimumvaluesofcriticalwindvelocityare579m/s(statictorsionaldivergence)and745.6m/s(transversebuckling).Thecalculateresultsaremuchlargerthanthecorrespondingwindspeedtests(95.8m/s),whichguaranteesteelboxgirderaerostaticsstabilityinCangkouchannelbridge.6tabs,6figs,13refs.Keywords:bridgeengineering;cable-stayedbridge;steelboxgirder;dynamicbehavior;coeff-icientoftr-icomponentforce;aerostaticsstability0,,,,[1],,,[2-5],,,[6],[7],26.747km,3:,,,,,,10m,,39.6m/s[8-9],,1,,5,2,13,11~12,,48h15~20,6~7,8~10,2~3d,8d10m10minU10=39.6m/s,A,=0.1249m,Ud=47.9m/s,,Ubcr2,Ubcr=95.8m/s22.1,,3,,,,,3CH()=FY/0.5V2H(1)CV()=FZ/0.5V2B(2)CM()=MX/0.5V2B2(3):CH()CV()CM(),=0+,0,;FYFZMX;H;B;;V2.2,,,,[10](Ke(j-1)+K(j-1))j=F(j)-F(j-1)(4):Ke(j-1)K(j-1);F(j-1)F(j)j-1j-1jj;jj,Euclidean[10]Nn[Ck(j)-Ck(j-1)]2nNn[Ck(j-1)]2n2k(kH,V,M)(5):k;N33.1,600m,5(80m+90m+260m+90m+80m)52m,,3.2m,21.5m(859第5期李利军,等:沧口航道桥主梁静风稳定性分析m18.5m,218m),9m,,2,216C50,H,79m,38.4m40.6m113.2ANSYS,,link10[11]1;2;3,2,,,3.32,FLUID,3,466824,288960,359863,106961N-S[12];RNG;;-SIMPLE,,20m/s,41/(kgm-1)/(kgm2m-1)12240362800222404084002/m2/m4/m4/m40.92451.41531.53.7753/Hz/(kgm-1)/(kgm2m-1)0.4210129080.5795251981.7852469201/Hz/(kgm-1)/(kgm2m-1)0.6626152471.9530262883.88487184734/()-30+3-30+3CH()0.49580.62880.89410.63270.94250.9588CV()-0.31450.13850.3344-0.40010.40250.3004CM()-0.02220.01790.04610.10430.16350.18563.4(XNJD-1),,[13]2,60长安大学学报(自然科学版)2010年23140,2.1m,0.4625m,0.0761m,4.54,2.5,,PVC,-10~+10,204;56,443.5,VtdVtd=KtdftB(6)Ktd=32rb21CM(7):ft;B;=mb2;b=B2;r=Imm,Im5()6(),m;CM0(7)Ktd=8ImCMB2(8)(8)(6),Vtd=8ImCMBft(9)3,55,95.8m/s,5ft/HzIm/(kgm2m-1)CMB/m/(ms-1)/(ms-1)1.78524692010.5421.5605.295.81.78524692010.5921.5579.095.83.6,ANSYS,,(Kd+Kg)=F(10):Kd;Kg61第5期李利军,等:沧口航道桥主梁静风稳定性分析;;F,,(Kd+Kg)=F(11),,1,(11),(Kd+Kg)(+)=F(12),Kd+Kg=0(13):,,66,95.8m/s,6/()/(ms-1)/(ms-1)/(ms-1)0899.9776.395.8-31000.0902.895.8+3771.9745.695.84(1),2.0,,,(2),95.8m/s,,:References:[1],,.[J].,2004,51(4):51-54.XIONGZheng-yuan,YANQuan-sheng,LIL-ijun.Nonlinearstabilityanalysisoflargespancable-stayedbridgewithcalm[J].RailwayStandardDesign,2004,51(4):51-54.[2]SuC,HanDJ,YanQS,etal.Wind-inducedvibrationanalysisoftheHongKongTingKaubridge[J].Pro-ceedingsoftheInstitutionofCivilEngineers:Struc-turesandBuildings,2003,156(3):263-272.[3]UniversityofHongKong,SouthChinaUniversityofTechnology.Wind-inducedvibrationanalysisoftheTingKaubridge[R].HongKong:TheHighwayDe-partmentofGovernmentoftheHKSAR,1998.[4]KiviluomaR.Coupled-modebuffetingandfluttera-nalysisofbridges[J].ComputersandStructures,1999,70(2):219-228.[5]DingQ,LeePKK.Computersimulationofbuffetingactionsofsuspensionbridgesunderturbulentwind[J].ComputersandStructures,2000,76(6):787-797.[6],.[J].,2005,22(1):206-210.HANDa-jian,ZOUXiao-jiang.Nonlinearaerostaticstabilityanalysisofalongspancable-stayedbridge[J].EngineeringMechanics,2005,22(1):206-210.[7],,.[J].,2008,25(4):99-102.HUANGPing-ming,WANGDa,ZHOUKe-fu.Re-searchonaerostaticstabilityofasymmetrypedestriansuspensionbridgewithouttower[J].JournalofHigh-wayandTransportationResearchandDevelopment,2008,25(4):99-102.[8]JTG/TD60012004,[S].[9],.()[R].:,2005.[10],.[J].,2005,38(1):60-70.XIANGHa-ifan,GEYao-jun.Onaerodynamiclimitstosuspensionbridges[J].ChinaCivilEngineeringJournal,2005,38(1):60-70.[11],,,.[J].,2008,8(2):40-43.HUQing-an,QIAOYun-qiang,LIUJian-xin,etal.Buffetingperformanceofbridgetowerunderyawedwindduringconstruction[J].JournalofTrafficandTransportationEngineering,2008,8(2):40-43.[12],,.[J].,2009,22(2):42-47.LIJia-wu,ZHANGHong-jie,HANWan-shui.Wind-inducedresponseofcable-stayedbridgewithconsid-erationofReynoldsnumbereffect[J].ChinaJournalofHighwayandTransport,2009,22(2):42-47.[13],,.[R].:,2005.62长安大学学报(自然科学版)2010年