承载力退化体系中各延性系数下的地震力计算
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摘要
对承载力退化的修正理想弹塑性(MEPP)、剪切滑移(SSP)和双线性(BIL)滞回模型的单自由度体系进行弹塑性动力时程分析,得到了考虑承载力退化时不同场地、延性系数等参数组合下双周期标准化的地震力调整系数谱,结果表明:承载力退化对BIL和SSP模型的影响不大,对MEPP模型的影响则随退化值增大而增大.计算了承载力有退化的MEPP模型的基底剪力影响系数谱αEK,并给出了简化计算公式,进而得到与退化模型等效的理想弹塑性模型.对有退化模型的承载力需求是理想弹塑性模型的αEK倍,同时变形能力绝对值也为相同延性系数的理想弹塑性模型的αEK倍.
This paper presents an analysis of the seismic force modification factor R of single degree of freedom system including strength degrading modified elastic-perfectly plastic(MEPP) model,bilinear elastic(BIL) model and shear-slipped elastic-plastic(SSP) model for different site and ductility factors.Results reveal that the strength degradation has almost no influence on the R spectra of BIL and SSP model,but for MEPP model,its influence increases with the degradation,which cannot be neglected.The system coefficient spectra of base shear αEK were constructed to analyze the influence of the degradation of strength on seismic force modification factors.An ideal elastic-plastic model is proposed which is equivalent to the degradation model.For the strength degrading system,the strength demand and the deformation-capacity demand are found to be αEK times of the ideal elastic-perfectly plastic model.
This paper presents an analysis of the seismic force modification factor R of single degree of freedom system including strength degrading modified elastic-perfectly plastic(MEPP) model,bilinear elastic(BIL) model and shear-slipped elastic-plastic(SSP) model for different site and ductility factors.Results reveal that the strength degradation has almost no influence on the R spectra of BIL and SSP model,but for MEPP model,its influence increases with the degradation,which cannot be neglected.The system coefficient spectra of base shear αEK were constructed to analyze the influence of the degradation of strength on seismic force modification factors.An ideal elastic-plastic model is proposed which is equivalent to the degradation model.For the strength degrading system,the strength demand and the deformation-capacity demand are found to be αEK times of the ideal elastic-perfectly plastic model.
引文
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[2]Kazemi M T.Seismic shear strengthening of R/C columns withferrocement jacket[J].Cement and Concrete Composites,2005,27:834.
[3]Usami T,Ge H B.Cyclic behavior of thin-walled steelstructures—numerical analysis[J].Thin-Walled Structures,1998,32:41.
[4]FEMA356.Prestandard and commentary for the seismicrehabilitation of buildings[S].Washington D C:FederalEmergency Management Agency,2000.
[5]Vidic T,Fajfar P,Fischinger M.Consistent inelastic designspectra:strength and displacement[J].EarthquakeEngineering and Structural Dynamics.1994,23:507.
[6]Mahin S A,Bertero V V.Problems in Establishing andpredicting ductility in structural design[C]//Proceedings of theInternational Symposium on Earthquake StructuralEngineering.Missouri:[s.n.],1976:613-628.
[7]中国工程建设标准化协会.CECS160—2004建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社,2004.China Engineering Construction Standardization Society.CECS160—2004 General rules for performance-based seismicdesign of buildings[S].Beijing:China Planning Press,2004.
[8]Zhao Y F,Tong G S.An investigation of characteristic periodsof seismic ground motion[J].Journal of EarthquakeEngineering,2009,13:540.
[9]蔡志恒,双周期标准化的弹塑性反应谱研究[D].杭州:浙江大学土木工程学系,2011.CAI Zhiheng.Inelastic spectra normalized by two characteristicperiods[D].Hangzhou:College of Civil Engineering andArchitecture of Zhejiang University,2011.
[10]罗桂发,钢支撑和框架的弹塑性抗侧性能及其协同工作[D].杭州:浙江大学土木工程学院,2012.LUO Guifa.Elastic-plastic resistances of steel brace,moment-resisting frame and their cooperation in dual system[D].Hangzhou:College of Civil Engineering and Architecture ofZhejiang University,2012.
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