三塔斜拉桥受横桥向风载时的计算方法

:0451-0712(2002)06-0093-02:U448.272:B程翔云(410082):,,,:;;;,(1),1,1(d),H,,t,kt,:kt=Ht(1),ktmktskd,1(b,c)2(1(e)),1(b),P,l,kl,:kl=Pl(2)3,,(JTJ021-89);,22:;,1(c)Rtm(1(c)),1(e)1(h),4()21:(1(df)),,,,1(e)2:(1(gi)),,,,(),[2],kci,::2002-01-11200266HIGHWAYJun.2002No.61kci=(1lil+1lir)cosiTi/2i=tan-1(hilil)(3):lil=lir,kci=1licosiTi(4):lil,lir,i2;Ti,,Ti/2,[2]51(e)1(h),,29420026:0451-0712(2002)06-0095-03:U448.27:B陈　策(212002):,,:;;;1,176m+406m+176m1490m,,:,,,;,,,:2001-12-306,,,,,,,:[1](JTJ021-89).[2]..,1999(5).CalculationMethodforCable-StayedBridgewithThreeTowersBearingTransverseWindLoadCHENGXiang-yun(CivilEngineeringInstitute,HunanUniversity,Changsha410082,China)Abstract:Appliedtheplanefiniteelementcomputerprograminsteadofthespacefiniteelementcomputerprogram,thispaperexplinedthecalculationprocedureforcable-stayedbridgewiththreetwoersbearingtransversewindload.Thismethodhasadvantagesofclearconception,simplifiedcalculationandeasygrasp.Keywords:cable-stayedbridgewiththreetowers;transversewindload;regidityofspringbearing;regidityofresistancepush200266HIGHWAYJun.2002No.6