钢筋混凝土规则框架结构非弹性位移比谱研究
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摘要
非弹性位移比谱是估计结构侧向最大非弹性位移的有效方法。该文以按照我国规范设计的规则钢筋混凝土框架结构为研究对象,分析了IDA方法和Pushover方法建立结构层能力曲线的适用性,研究了框架结构的非弹性位移比谱,研究表明框架结构的非弹性位移比谱与单自由度体系的非弹性位移比谱总体趋势基本相同。在短周期段(约小于1.2s),框架结构的非弹性位移比谱随周期的增加而急剧减小,而对于周期大于1.2s的周期段,非弹性位移比谱几乎为常值。在长周期段,框架结构的非弹性位移比谱远超过1.0,等位移原理不适用,当延性系数较高时更是如此。为使单自由度体系非弹性位移比谱的研究成果应用于实际框架结构,本文还给出了利用单自由度体系非弹性位移比谱估计框架结构非弹性位移比谱的修正系数。
The inelastic displacement ratio spectra is an effective way to estimate the maximum lateral inelastic displacement of structures. The inelastic displacement ratio spectra for reinforced concrete regular frame structures is investigated based on the structures designed with Chinese code for design of buildings. It is concluded that the trend of inelastic displacement ratio spectra for frame structures is similar to that for single-degree-of-freedom (SDOF) systems. In short period range (about shorter than 1.2s), the inelastic displacement ratio spectra for frame structures dramatically decrease as the periods increase, and the spectra tend to be a constant for periods longer than 1.2s. It should be pointed out that in the long period range especially for higher ductility, the equal-displacement rule will not be adoptable since the spectra are much larger than 1.0. In order to estimate the maximum lateral inelastic displacement of frame structures by the inelastic displacement ratio spectra for SDOF systems, the modification factors of inelastic displacement ratio spectra for SDOF systems are also presented.
The inelastic displacement ratio spectra is an effective way to estimate the maximum lateral inelastic displacement of structures. The inelastic displacement ratio spectra for reinforced concrete regular frame structures is investigated based on the structures designed with Chinese code for design of buildings. It is concluded that the trend of inelastic displacement ratio spectra for frame structures is similar to that for single-degree-of-freedom (SDOF) systems. In short period range (about shorter than 1.2s), the inelastic displacement ratio spectra for frame structures dramatically decrease as the periods increase, and the spectra tend to be a constant for periods longer than 1.2s. It should be pointed out that in the long period range especially for higher ductility, the equal-displacement rule will not be adoptable since the spectra are much larger than 1.0. In order to estimate the maximum lateral inelastic displacement of frame structures by the inelastic displacement ratio spectra for SDOF systems, the modification factors of inelastic displacement ratio spectra for SDOF systems are also presented.
引文
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[2]Miranda E.Evaluation of site-dependent inelastic seismic design spectra[J].Journal of Structural Engineering,1993,119(5):1319―1338.
[3]Miranda E.Estimation of inelastic deformation demands of SDOF systems[J].Journal of Structural Engineering,2001,127(9):1005―1012.
[4]翟长海,公茂盛,张茂花.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,24(1):22―29.Zhai Changhai,Gong Maosheng,Zhang Maohua.On seismic resistance spectra of constant ductility of structures[J].Earthquake Engineering and Engineering Vibration,2004,24(1):22―29.(in Chinese)
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[6]王东升,李宏男,王国新.弹塑性地震反应谱的长周期特性研究[J].地震工程与工程振动,2006,26(2):49―55.Wang Dongsheng,Li Hongnan,Wang Guoxin.Study on characters of long period portion of inelastic spectra[J].Earthquake Engineering and Engineering Vibration,2006,26(2):49―55.(in Chinese)
[7]王东升,李宏男,王国新.双向地震动作用的拟等延性系数谱[J].地震工程与工程振动,2004,24(4):25―31.Wang Dongsheng,Li Hongnan,Wang Guoxin.Pseudo-constant ductility inelastic spectra for bi-directional ground motions[J].Earthquake Engineering and Engineering Vibration,2004,24(4):25―31.(in Chinese)
[8]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J].大连理工大学学报,2006,46(1):87―92.Wang Dongsheng,Li Hongnan,Wang Guoxin.Statistical property-consistent elastic-plastic displacement design spectra[J].Journal of Dalian University of Technology,2006,46(1):87―92.(in Chinese)
[9]Saiidi M,Sozen M A.Simple nonlinear seismic analysis of R/C structures[J].Journal of Structural Division,1981,107(5):937―953.
[10]Fajfar P,Fischinger M.N2-method for nonlinear seismic analysis of regular structures[C].Proceeding of the9th World Conference on Earthquake Engineering.Japan,1988.
[11]Miranda E.Approximate seismic lateral deformation demands in multistory buildings[J].Journal of Structural Engineering,1999,125(4):417―425.
[12]Reinhorn A M,Kunnath S K,Valles-mattox R.IDARC-2D Version4.0:A computer program for the inelastic damage analysis of buildings[R].Technical Report NCEER-96-0010,National Center for Earthquake Engineering Research,1996.
[13]孙亚民.抗震结构非弹性位移估计[D].哈尔滨:哈尔滨工业大学,2005.Sun Yamin.Study on the inelastic displacement estimation of aseismatic structures[D].Harbin:Harbin Institute of Technology,2005.(in Chinese)
[14]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31(3):491―514.
[2]Miranda E.Evaluation of site-dependent inelastic seismic design spectra[J].Journal of Structural Engineering,1993,119(5):1319―1338.
[3]Miranda E.Estimation of inelastic deformation demands of SDOF systems[J].Journal of Structural Engineering,2001,127(9):1005―1012.
[4]翟长海,公茂盛,张茂花.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,24(1):22―29.Zhai Changhai,Gong Maosheng,Zhang Maohua.On seismic resistance spectra of constant ductility of structures[J].Earthquake Engineering and Engineering Vibration,2004,24(1):22―29.(in Chinese)
[5]公茂盛,翟长海,谢礼立.非弹性反应谱衰减规律研究[J].哈尔滨工业大学学报,2006,38(5):761―763.Gong Maosheng,Zhai Changhai,Xie Lili.Study on the attenuation of inelastic response spectra[J].Journal of Harbin Institute of Technology,2006,38(5):761―763.(in Chinese)
[6]王东升,李宏男,王国新.弹塑性地震反应谱的长周期特性研究[J].地震工程与工程振动,2006,26(2):49―55.Wang Dongsheng,Li Hongnan,Wang Guoxin.Study on characters of long period portion of inelastic spectra[J].Earthquake Engineering and Engineering Vibration,2006,26(2):49―55.(in Chinese)
[7]王东升,李宏男,王国新.双向地震动作用的拟等延性系数谱[J].地震工程与工程振动,2004,24(4):25―31.Wang Dongsheng,Li Hongnan,Wang Guoxin.Pseudo-constant ductility inelastic spectra for bi-directional ground motions[J].Earthquake Engineering and Engineering Vibration,2004,24(4):25―31.(in Chinese)
[8]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J].大连理工大学学报,2006,46(1):87―92.Wang Dongsheng,Li Hongnan,Wang Guoxin.Statistical property-consistent elastic-plastic displacement design spectra[J].Journal of Dalian University of Technology,2006,46(1):87―92.(in Chinese)
[9]Saiidi M,Sozen M A.Simple nonlinear seismic analysis of R/C structures[J].Journal of Structural Division,1981,107(5):937―953.
[10]Fajfar P,Fischinger M.N2-method for nonlinear seismic analysis of regular structures[C].Proceeding of the9th World Conference on Earthquake Engineering.Japan,1988.
[11]Miranda E.Approximate seismic lateral deformation demands in multistory buildings[J].Journal of Structural Engineering,1999,125(4):417―425.
[12]Reinhorn A M,Kunnath S K,Valles-mattox R.IDARC-2D Version4.0:A computer program for the inelastic damage analysis of buildings[R].Technical Report NCEER-96-0010,National Center for Earthquake Engineering Research,1996.
[13]孙亚民.抗震结构非弹性位移估计[D].哈尔滨:哈尔滨工业大学,2005.Sun Yamin.Study on the inelastic displacement estimation of aseismatic structures[D].Harbin:Harbin Institute of Technology,2005.(in Chinese)
[14]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31(3):491―514.
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