大跨度上承式钢桁拱桥的地震响应分析
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摘要
对研究大跨度上承式钢桁拱桥在地震激励作用下的响应特性进行了研究。采用时程分析法计算了上承式钢桁拱桥在纵向、纵+竖、三维激励作用下的内力响应,分析了纵向、竖向、横向激励作用下上承式钢桁拱桥的响应特性,讨论了行波效应对钢桁拱肋地震响应的影响,对桥面系支座布置方式的影响进行了对比分析。结果表明:拱脚是上承式钢桁拱桥在地震作用下的危险截面,行波效应显著增大了拱肋内力,桥面支座的布置方式是影响拱肋内力响应的重要因素。
The seismic response behavior of long-span steel braced deck-type arch bridge was investigated.The interior force response of steel braced deck-type arch bridge subjected to longitudinal excitation,longitudinal & vertical excitation,three-dimension exaction was calculated by time-history analysis method.The seismic response behavior of braced deck-type arch bridge subjected to longitudinal excitation,vertical excitation and lateral excitation was analyzed.The effect of travel wave was discussed.The influence of deck support manner was contrasted.The results show that arch end is critic section of steel braced arch bridge subjected to seismic excitation and the arch rib interior force increases obviously due to travel wave effect.The collocation of deck support is important to arch rib interior force.
The seismic response behavior of long-span steel braced deck-type arch bridge was investigated.The interior force response of steel braced deck-type arch bridge subjected to longitudinal excitation,longitudinal & vertical excitation,three-dimension exaction was calculated by time-history analysis method.The seismic response behavior of braced deck-type arch bridge subjected to longitudinal excitation,vertical excitation and lateral excitation was analyzed.The effect of travel wave was discussed.The influence of deck support manner was contrasted.The results show that arch end is critic section of steel braced arch bridge subjected to seismic excitation and the arch rib interior force increases obviously due to travel wave effect.The collocation of deck support is important to arch rib interior force.
引文
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[8]李涛.大跨度钢管混凝土拱桥的抗震分析[J].公路,1996(1):10-13.LI Tao.Seismic response analysis of long-span CFST archbridge[J].Highway,1996(1):10-13.
[9]GB 50011-2001,建筑抗震设计规范[S].GB 50011-2001,Code for seismic design of buildings[S].
[10]胡聿贤.地震工程学[M].2版.北京:地震出版社,2006:170-174.HU Yu-xian.Earthquake engineering[M].2nd ed.Beijing:China Earthquake Press,2006:170-174.
[11]CECS 160:2004,建筑工程抗震性态设计通则[S].CECS 160:2004.General rule for performance-based seis-mic design of buildings[S].
[12]Li B,Al-Bermani F G A.Maximum reponse of symmetricstructures subject to a multicomponent earthquake[J].EESD,1993,22:1 047-1 066.
[2]Namy A S.Stability and load-carrying capacity of three di-mensional long-span steel arch[J].Computer and Structure,1997,65(6):857-868.
[3]郑家树,金邦元.大跨度钢管混凝土拱桥空间地震反应分析[J].西南交通大学学报,2003,38(1):53-56.ZHENG Jia-shu,JIN Bang-yuan.Three-dimensional seismicresponses of long-span CFST arch bridge[J].Journal ofSouthwest Jiaotong University,2003,38(1):53-56.
[4]徐艳,胡世德,王志强,等.大跨径钢拱桥的横向非线性地震响应分析[J].同济大学学报,2004,32(7):878-883.XU Yan,HU Shi-de,WANG Zhi-qiang,et al.Analysis oflateral nonlinear seismic response of long span steel archbridges[J].Journal of Tongji University,2004,32(7):878-883.
[5]赵灿晖,周志祥.多维地震激励作用下大跨度钢管混凝土提篮拱桥的随机响应[J].地震工程与工程振动,2005,25(2):87-92.ZHAO Can-hui,ZHOU Zhi-xiang.Stochastic response of along-span x-type concrete filled-in steel tube arch bridgeto multi-component seismic excitation[J].Earthquake engi-neering and engineering vibration,2005,25(2).87-92.
[6]王君杰,王前信,江近仁.大跨度拱桥在空间变化地震动下的响应[J].振动工程学报,1995,8(2):119-125.WANG Jun-jie,WANG Qian-xin,JIANG Jin-ren.Randomresponse of long-span arch bridge under spatially variableseismic excitations[J].Journal of Vibration Engineering,1995,8(2):119-125.
[7]赵灿晖,周志祥.钢管混凝土拱桥的多维随机地震响应[J].西南交通大学学报,2005,40(2):200-204.ZHAO Can-hui,ZHOU Zhi-xiang.Stationary stochastic re-sponse of CFST arch bridge to multi-component seismic ex-cition[J].Journal of Southwest Jiaotong University,2005,40(2):200-204.
[8]李涛.大跨度钢管混凝土拱桥的抗震分析[J].公路,1996(1):10-13.LI Tao.Seismic response analysis of long-span CFST archbridge[J].Highway,1996(1):10-13.
[9]GB 50011-2001,建筑抗震设计规范[S].GB 50011-2001,Code for seismic design of buildings[S].
[10]胡聿贤.地震工程学[M].2版.北京:地震出版社,2006:170-174.HU Yu-xian.Earthquake engineering[M].2nd ed.Beijing:China Earthquake Press,2006:170-174.
[11]CECS 160:2004,建筑工程抗震性态设计通则[S].CECS 160:2004.General rule for performance-based seis-mic design of buildings[S].
[12]Li B,Al-Bermani F G A.Maximum reponse of symmetricstructures subject to a multicomponent earthquake[J].EESD,1993,22:1 047-1 066.
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