大跨度斜拉桥地震反应谱分析中计算振型数研究
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摘要
《公路桥梁抗震设计细则》规定:进行多振型反应谱分析时,所考虑的振型数应在计算方向上获得90%以上的有效质量。为了研究这条规定在大跨度斜拉桥中的适用性,在介绍推导振型参与系数、振型参与质量系数和振型贡献系数的表达式并比较物理意义的基础上,建立了苏通大桥模型,对上述三个物理量在振型中的分布规律进行了对比分析,同时,根据不同方向的振型参与质量系数达到90%确定不同的计算振型数,进行反应谱分析并分析误差。结果表明:上述规定是合理的,并且对于受水平向与竖向地震联合激励的大跨度斜拉桥,应以竖向振型参与质量系数达到90%所确定的振型数作为计算振型数进行反应谱分析。
On the basis of Guidelines for Seismic Design of Highway Bridges,the vibration mode number considered in mode-decomposition response spectrum analysis should get more than 90% of the effective mass in the calculation direction.To study the applicability of this standard in long-span cable-stayed bridges,three physical quantities on modal participation were introduced and compared.Then,a computational model of Sutong Bridge was set up to identify the different calculating vibration mode number in terms of the modal participation mass radio reaching 0.9 in different direction,so as to conduct response spectrum analysis and analyze the error.The result shows that,to conduct response spectrum analysis for a long-span cable-stayed bridge under both horizontal and vertical seismic excitation,the vibration mode number derived from the vertical moda participation mass radio reaching 0.9 should be taken as the calculating vibration mode number.
On the basis of Guidelines for Seismic Design of Highway Bridges,the vibration mode number considered in mode-decomposition response spectrum analysis should get more than 90% of the effective mass in the calculation direction.To study the applicability of this standard in long-span cable-stayed bridges,three physical quantities on modal participation were introduced and compared.Then,a computational model of Sutong Bridge was set up to identify the different calculating vibration mode number in terms of the modal participation mass radio reaching 0.9 in different direction,so as to conduct response spectrum analysis and analyze the error.The result shows that,to conduct response spectrum analysis for a long-span cable-stayed bridge under both horizontal and vertical seismic excitation,the vibration mode number derived from the vertical moda participation mass radio reaching 0.9 should be taken as the calculating vibration mode number.
引文
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[2]中华人民共和国建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.Ministry of Construction of the People’s Republic ofChina.GB50011—2001 Code for Seismic Design ofBuildings[S].Beijing:China Architecture andBuilding Press,2002.(in Chinese)
[3]史铁花,韦承基.振型分解法中合理振型数的确定[J].建筑科学,2002,18(2):29-31.Shi T H,Wei C J.Decision of reasonable modenumber in mode-superposition method[J].BuildingScience,2002,18(2):29-31.(in Chinese)
[4]卞朝东,李爱群,娄宇,等.高层连体结构振型及其参与系数的分析[J].建筑科学,2002,18(4):20-24.Bian C D,Li A Q,Lou Y,et al.Analysis of vibrationmodes and participating coefficients for high-riseconnecting structure[J].Building Science,2002,18(4):20-24.(in Chinese)
[5]李广俊,李爱群.关于结构振型参与系数和振型贡献的分析[J].防灾减灾工程学报,2009,29(5):485-490.Sun G J,Li A Q.Analysis of mode participation factorand modal contribution of structures[J].Journal ofDisaster Prevention and Mitigation Engineering,2009,29(5):485-490.(in Chinese)
[6]李世翠,聂大亮,孙斌.抗震设计合理振型数研究[J].山东建筑大学学报,2007,22(5):395-398.Li S C,Nie D L,Sun B.The reasonable mode numreseach in the seismic design[J].Journal of ShandongJianzhu University,2007,22(5):395-398.(inChinese)
[7]Wilson E L.Three Dimensional Static and DynamicAnalysis of Structures[M].USA:Computer andStructures Inc.,2002:185-186.
[8]ETABS User’s Manual[M].USA:Computer andStructures Inc.,1999.
[9]SAP2000 User’s Manual[M].USA:Computer andStructures Inc.,1995.
[10]Chopra A K.Dynamics of structures[M].USA:Prentice-Hall,2000.
[11]Clough R W,Penzien J.Dynamics of structures[M].2nd Edition.USA:McGraw-Hill,1995.
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