基于位移的概率极限状态设计
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摘要
尽管近年来国内外学者提出了多种基于位移的抗震设计方法,但采用的与位移相关的反应谱大多是平均谱,设计过程可以看作是确定性的。基于位移的抗震设计应该建立在可靠度理论基础之上。利用作者在概率延性需求谱方面已有的研究成果和可靠度分析方法——验算点法,本文提出了根据基于位移的目标可靠指标直接进行结构设计的方法,并给出了设计流程图。为便于工程应用,在进行了大量分析计算之后,本文建议了基于位移的概率极限状态分项系数设计表达式,并确定了其中的分项系数。最后,本文对一8层框架结构采用建议的分项系数设计表达式进行了设计,并对有待于进一步研究的问题进行了简要分析。
Recently many displacement-based seismic design methods have been proposed by researchers.In most of these methods the average displacement-related spectra are adopted,and the design procedure can be considered determinate.Displacement-based seismic design should be based on the reliability theory.Utilizing the authors' research results on probabilistic ductility demand spectrum and the reliability analysis method,such as checking point method,the direct probabilistic design procedure and the flowchart to reach the displacement-based target reliability index are presented.By a large amount of computation and analysis,a practicable partial coefficient design expression based on probabilistic limit states design is proposed,and a group of optimal partial coefficients are obtained.In the end,an eight-story structure is designed by using the proposed partial coefficient design expression,and the deficiency of this method is indicated.
Recently many displacement-based seismic design methods have been proposed by researchers.In most of these methods the average displacement-related spectra are adopted,and the design procedure can be considered determinate.Displacement-based seismic design should be based on the reliability theory.Utilizing the authors' research results on probabilistic ductility demand spectrum and the reliability analysis method,such as checking point method,the direct probabilistic design procedure and the flowchart to reach the displacement-based target reliability index are presented.By a large amount of computation and analysis,a practicable partial coefficient design expression based on probabilistic limit states design is proposed,and a group of optimal partial coefficients are obtained.In the end,an eight-story structure is designed by using the proposed partial coefficient design expression,and the deficiency of this method is indicated.
引文
[1]马宏旺.一种直接基于位移的抗震设计方法[J].地震工程与工程振动,2007,27(2):45-50.
[2]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构性能抗震设计中的应用[J].建筑结构学报,2006,27(1):60-65.
[3]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.
[4]Goel R K,Chopra AK.Direct displacement-based design:use of inelastic design spectra versus elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
[5]Medhekar MS,Kennedy D J L.Displacement-based seismic design of buildings—theory[J].Engineering Structures,2000,22:201-209.
[6]Xue Q.A direct displacement-based seismic design procedure of inelastic structures[J].Engineering Structures,2001,23:1453-1460.
[7]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structure Dynamics,1999,23:979-993.
[8]Yi W J,Zhang HY,Kunnath S S.Probabilistic constant-strength ductility demand spectrum[J].Journal of Structural Engineering,2007,133(6):567-575.
[9]Chopra A K,Goel R K.Evaluation of NSP to estimate seismic deformation:SDF systems[J].Journal of Structural Engineering,ASCE,2000,126(4):482-490.
[10]易伟建,张海燕.结构随机延性需求谱的理论研究[J].工程力学,2006,23(5):14-19.
[11]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,2002,12(6):44-51.
[12]赵雷,陈虬,路湛沁.考虑参数随机性的钢筋混凝土结构非线性地震可靠度分析[J].建筑结构学报,1999,20(3):23-34.
[13]Takada T,Yamaguchi K.Two-step seismic limit state design procedure based on non-linear LRFD and dynamic response analysis[J].Struc-tural Safety,2002,24:397-415.
[14]欧进萍,段宇博,刘会仪.结构随机地震作用及其统计参数[J].哈尔滨建筑工程学院学报,1994,27(5):1-10.
[15]Krawinkler H.Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20:452-464.
[2]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构性能抗震设计中的应用[J].建筑结构学报,2006,27(1):60-65.
[3]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.
[4]Goel R K,Chopra AK.Direct displacement-based design:use of inelastic design spectra versus elastic design spectra[J].Earthquake Spectra,2001,17(1):47-64.
[5]Medhekar MS,Kennedy D J L.Displacement-based seismic design of buildings—theory[J].Engineering Structures,2000,22:201-209.
[6]Xue Q.A direct displacement-based seismic design procedure of inelastic structures[J].Engineering Structures,2001,23:1453-1460.
[7]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structure Dynamics,1999,23:979-993.
[8]Yi W J,Zhang HY,Kunnath S S.Probabilistic constant-strength ductility demand spectrum[J].Journal of Structural Engineering,2007,133(6):567-575.
[9]Chopra A K,Goel R K.Evaluation of NSP to estimate seismic deformation:SDF systems[J].Journal of Structural Engineering,ASCE,2000,126(4):482-490.
[10]易伟建,张海燕.结构随机延性需求谱的理论研究[J].工程力学,2006,23(5):14-19.
[11]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,2002,12(6):44-51.
[12]赵雷,陈虬,路湛沁.考虑参数随机性的钢筋混凝土结构非线性地震可靠度分析[J].建筑结构学报,1999,20(3):23-34.
[13]Takada T,Yamaguchi K.Two-step seismic limit state design procedure based on non-linear LRFD and dynamic response analysis[J].Struc-tural Safety,2002,24:397-415.
[14]欧进萍,段宇博,刘会仪.结构随机地震作用及其统计参数[J].哈尔滨建筑工程学院学报,1994,27(5):1-10.
[15]Krawinkler H.Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20:452-464.
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