弹塑性钢阻尼器用于大跨度CFST拱桥的减震控制研究
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摘要
弹塑性钢阻尼器具有良好的减震效果,但目前的研究和应用主要集中在房建领域。以主跨368m的茅草街大桥为研究对象,进行了弹塑性钢阻尼器用于大跨度钢管混凝土拱桥地震响应的减震控制研究,采用非线性时程分析法进行了阻尼器关键参数的敏感性分析,研究了不同屈服荷载、不同弹性刚度及不同空间布设阻尼器的减震效果,最后重点分析了行波效应对弹塑性钢阻尼器减震效果的影响。结果表明,对于该中承式钢管混凝土系杆拱桥,弹塑性钢阻尼器的减震效果明显;综合考虑各部位的地震响应,在主梁各支承间均匀布设阻尼器为最佳布置方式;考虑行波效应后,阻尼器的减震效果更佳。
Elastic-plastic steel damper(EPSD) has a good seismic response control effect,but the current studies and applications of this type of damper are mainly concentrated on building structures.Maochaojie bridge,a concretefilled steel tubular(CFST) arch bridge,with a main span of 368m was taken as an example here.The control effect of elastic-plastic steel dampers on the seismic response of the bridge was investigated.The parametric sensitivity of dampers was calculated based on the nonlinear time-history analysis.The parameters included yield loads,elastic stiffness and different spatial locations of dampers.The influence of traveling wave effect on the control efficiency of EPSD was especially investigated at last.Results showed that the control effect of EPSD is prominent for the long span CFST arch bridge;evenly distributing dampers among bearings of girder is the optimal arrangement when all seismic responses of key places are considered;the control effect of EPSDs is more obvious after considering traveling wave effect.
Elastic-plastic steel damper(EPSD) has a good seismic response control effect,but the current studies and applications of this type of damper are mainly concentrated on building structures.Maochaojie bridge,a concretefilled steel tubular(CFST) arch bridge,with a main span of 368m was taken as an example here.The control effect of elastic-plastic steel dampers on the seismic response of the bridge was investigated.The parametric sensitivity of dampers was calculated based on the nonlinear time-history analysis.The parameters included yield loads,elastic stiffness and different spatial locations of dampers.The influence of traveling wave effect on the control efficiency of EPSD was especially investigated at last.Results showed that the control effect of EPSD is prominent for the long span CFST arch bridge;evenly distributing dampers among bearings of girder is the optimal arrangement when all seismic responses of key places are considered;the control effect of EPSDs is more obvious after considering traveling wave effect.
引文
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[10]王浩,李爱群,郭彤.超大悬索桥地震响应的综合最优控制研究[J].湖南大学学报,2006,33(3):6-10.WANG Hao,LI Ai-qun,GUO Tong.Compositive optimalcontrol of the seismic response for super-long-spansuspension bridges[J].Journal of Hunan University,2006,33(3):6-10.
[11]王浩,杨玉冬,李爱群,等.土-桩-结构相互作用对大跨度CFST拱桥地震反应的影响[J].东南大学学报,2005,35(3):433-437.WANG Hao,YANG Yu-dong,LI Ai-qun,et al.Influencesof soil-pile-structure interaction onseismic response of longspan CFST arch bridge[J].Journal of Southeast University,2005,35(3):433-437.
[12]范立础.桥梁抗震[M].上海:同济大学出版社,1997:86-91.
[2]Whittaker A S,Bertero VV,Thompson C L,et al.Seismictesting of steel plate energy dissipation devices,EarthquakeSpectra,1991,7(4):563-604.
[3]Tsai K C,Chen H W,Hong C P,et al.Design of steeltriangular plate energy absorbers for seismic resistantconstruction[J].Earthquake Spectra,1993,19(3):505-528.
[4]邢书涛,郭迅.一种新型软钢阻尼器力学性能和减震效果的研究[J].地震工程与工程振动,2003,23(6):187-192.XING Shu-tao,GUO Xun.Study on mechanical behavior andeffectiveness of a new type of mild steel damper[J].Earthquake Engineering and Engineering Vibration,2003,23(6):187-192.
[5]潘晋,吴成亮,仝强,等.E型钢阻尼器数值仿真及试验研究[J].振动与冲击,2009,28(7):192-195.PAN Jin,WU Cheng-liang,TONG Qiang,et al.Thenumerical simulation and experimental study on the E shaperdamper[J].Journal of Vibration and Shock,2009,28(7):192-195.
[6]管仲国,李建中,朱宇.弹塑性阻尼支座用于自锚式悬索桥减震设计[J].同济大学学报,2009,37(1):6-12.GUAN Zhong-guo,LI Jian-zhong,ZHU Yu.Elastic-plasticenergy dissipating bearing for seismic design of self-anchoredsuspensuion bridge with signle tower[J].Journal of TongjiUniversity,2009,37(1):6-12.
[7]Guan Z G,Li J Z,Xu Y.Performance test of energydissipation bearing and its application in seismic control of along-span bridge[J].Journal of Bridge Engineering,2010,15(6):622-630.
[8]周锐,王浩,宗周红,等.大跨径钢管混凝土拱桥减震控制装置参数的研究[J].防灾减灾学报,2011,31(5):535-541.ZHOU Rui,WANG Hao,ZONG Zhou-hong,et al.Parametric study on seismic control device of long-spanconcrete-filled steel tubular arch bridge[J].Journal ofDisaster Prevetion and Mitigation Engineering,2011,31(5):535-541.
[9]叶爱君,胡世德,范立础.超大跨度斜拉桥的地震位移控制[J].土木工程学报,2004,37(12):38-43.YE Ai-jun,HU Shi-de,FAN li-chu.Seismic displacementcontrol for super-long-span cable-stayed bridges[J].ChinaCivil Engineering Journal,2004,37(12):38-43.
[10]王浩,李爱群,郭彤.超大悬索桥地震响应的综合最优控制研究[J].湖南大学学报,2006,33(3):6-10.WANG Hao,LI Ai-qun,GUO Tong.Compositive optimalcontrol of the seismic response for super-long-spansuspension bridges[J].Journal of Hunan University,2006,33(3):6-10.
[11]王浩,杨玉冬,李爱群,等.土-桩-结构相互作用对大跨度CFST拱桥地震反应的影响[J].东南大学学报,2005,35(3):433-437.WANG Hao,YANG Yu-dong,LI Ai-qun,et al.Influencesof soil-pile-structure interaction onseismic response of longspan CFST arch bridge[J].Journal of Southeast University,2005,35(3):433-437.
[12]范立础.桥梁抗震[M].上海:同济大学出版社,1997:86-91.
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