钢框架结构直接基于位移的抗震设计方法研究
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摘要
将钢框架结构按其性能划分为使用良好、人身安全、防止倒塌三个水平,并用层间侧移角予以量化;采用钢框架的最大层侧移模式来确定其目标侧移曲线;在等效线性化的前提下,由等效位移用弹性位移反应谱求出等效周期,然后对构件进行刚度设计和承载力设计;用静力弹塑性分析方法对结构进行分析,校核其实际侧移曲线与满足性能目标的侧移曲线是否一致。采用此方法对一五层钢框架结构进行了分析。分析结果表明,该法简单实用,便于操作,且能控制结构在不同水准地震作用下的性能。最后采用动力时程分析法验证了该方法的可行性,为钢框架结构直接基于位移的抗震设计提供了一定的依据。
According to the characteristic of steel frames,their seismic performance which is closely related to their profiles can be divided into three levels: serviceability,life-safety and collapse protection,each of which can be quantified by the interstory drift ratio.In this study,the target story drift curve is determined by the maximum story displacement profile proposed in document.On the basis of equivalent linearization,the effective period is obtained with the effective displacement using the elastic displacement spectrum.Then the stiffness and capacity design of members is achieved.The structure is analyzed by the nonlinear static analysis procedure,and the agreement of its actual drift curve with the drift curve satisfying the performance objective is checked.This method is applied to the design of a five-storey steel frame.It is demonstrated that this method is easily utilized and can realize the control over the performance of the structure under different levels of earthquake.Finally,the dynamic time history analysis is employed to validate this addressed method,which forms a basis for the direct displacement-based seismic design of steel frames.
According to the characteristic of steel frames,their seismic performance which is closely related to their profiles can be divided into three levels: serviceability,life-safety and collapse protection,each of which can be quantified by the interstory drift ratio.In this study,the target story drift curve is determined by the maximum story displacement profile proposed in document.On the basis of equivalent linearization,the effective period is obtained with the effective displacement using the elastic displacement spectrum.Then the stiffness and capacity design of members is achieved.The structure is analyzed by the nonlinear static analysis procedure,and the agreement of its actual drift curve with the drift curve satisfying the performance objective is checked.This method is applied to the design of a five-storey steel frame.It is demonstrated that this method is easily utilized and can realize the control over the performance of the structure under different levels of earthquake.Finally,the dynamic time history analysis is employed to validate this addressed method,which forms a basis for the direct displacement-based seismic design of steel frames.
引文
[1]Medhekar MS,Kennedy DJL.Displacement-based seismic design of buildings-application[J].Engineering Structures,2000,22(3):210-221.
[2]刘有军,周建民.基于位移的RC框架结构抗震设计研究[J].结构工程师,2003,(3):1-6.
[3]吴波,李艺华.直接基于位移可靠度的有效结构抗震设计(Ⅰ:现役钢筋混凝土框架结构薄弱层的层间位移可靠度水平)[R].(国家自然科学基金“九五”重大项目专题年度研究报告-7.3专题),2001:47-57.
[4]吴波,李艺华.直接基于位移可靠度的抗震设计方法中目标位移代表值的确定[J].地震工程与工程振动,2002,22(6):44-51.
[5]罗文斌,钱稼茹.基于位移的RC框架结构抗震设计研究[J].土木工程学报,2003,36(5):22-29.
[6]程耿东,李刚.基于功能的结构抗震设计中一些问题的探讨[J].建筑结构学报,2000,21(1):5-11.
[7]姜锐.建筑结构基于位移的抗震设计方法研究[J].太原科技大学学报,2005,26(2):153-156.
[8]钱稼茹,罗文斌.建筑结构基于位移的抗震设计[J].建筑结构,2001,31(4):3-6.
[9]梁兴文,黄雅捷,杨其伟.钢筋混凝土框架结构基于位移的抗震设计方法研究[J].土木工程学报,2005,38(9):53-60
[10]辛力,梁兴文,白亮.框架结构直接基于位移的抗震优化设计方法[J].地震工程与工程振动,2008,28(5):79-86.
[11]Qiang Xue.Performance-based seismic design of structures:a direct displacement-based approach.Engineering Structures,2003,25(14):1803-1813.
[12]Jhon L.HarrisⅢ.A direct displacement-based design of low-rise seismic resistant steel moment frames[D].Ph.D.dissertation,Universityof California,San Diego,2006.
[13]Mohammad Ghorbanie-Asl.Performance-based seismic design of building structures[D].Ph.D.dissertation,Carleton University,Canada,2007.
[14]Karavasilis TL.Maximum displacement profiles for the performance based seismic design of plane steel moment resisting frames[J].EngineeringStructures,2006,28(1):9-22.
[15]Medhekar MS,Kennedy DJL Displacement-based seismic design of buildings-theory[J].Engineering Structures,2000,22(3):201-209
[16]FEMA440.Improvement of nonlinear static seismic analysis procedures[R].Washington D.C.:Federal Emergency Management Agency,2005.
[17]GB50011-2001建筑抗震设计规范[S].北京:中国计划出版社,2001.
[2]刘有军,周建民.基于位移的RC框架结构抗震设计研究[J].结构工程师,2003,(3):1-6.
[3]吴波,李艺华.直接基于位移可靠度的有效结构抗震设计(Ⅰ:现役钢筋混凝土框架结构薄弱层的层间位移可靠度水平)[R].(国家自然科学基金“九五”重大项目专题年度研究报告-7.3专题),2001:47-57.
[4]吴波,李艺华.直接基于位移可靠度的抗震设计方法中目标位移代表值的确定[J].地震工程与工程振动,2002,22(6):44-51.
[5]罗文斌,钱稼茹.基于位移的RC框架结构抗震设计研究[J].土木工程学报,2003,36(5):22-29.
[6]程耿东,李刚.基于功能的结构抗震设计中一些问题的探讨[J].建筑结构学报,2000,21(1):5-11.
[7]姜锐.建筑结构基于位移的抗震设计方法研究[J].太原科技大学学报,2005,26(2):153-156.
[8]钱稼茹,罗文斌.建筑结构基于位移的抗震设计[J].建筑结构,2001,31(4):3-6.
[9]梁兴文,黄雅捷,杨其伟.钢筋混凝土框架结构基于位移的抗震设计方法研究[J].土木工程学报,2005,38(9):53-60
[10]辛力,梁兴文,白亮.框架结构直接基于位移的抗震优化设计方法[J].地震工程与工程振动,2008,28(5):79-86.
[11]Qiang Xue.Performance-based seismic design of structures:a direct displacement-based approach.Engineering Structures,2003,25(14):1803-1813.
[12]Jhon L.HarrisⅢ.A direct displacement-based design of low-rise seismic resistant steel moment frames[D].Ph.D.dissertation,Universityof California,San Diego,2006.
[13]Mohammad Ghorbanie-Asl.Performance-based seismic design of building structures[D].Ph.D.dissertation,Carleton University,Canada,2007.
[14]Karavasilis TL.Maximum displacement profiles for the performance based seismic design of plane steel moment resisting frames[J].EngineeringStructures,2006,28(1):9-22.
[15]Medhekar MS,Kennedy DJL Displacement-based seismic design of buildings-theory[J].Engineering Structures,2000,22(3):201-209
[16]FEMA440.Improvement of nonlinear static seismic analysis procedures[R].Washington D.C.:Federal Emergency Management Agency,2005.
[17]GB50011-2001建筑抗震设计规范[S].北京:中国计划出版社,2001.
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