剪切型结构高模态效应对延性折减系数的影响
|
摘要
结构延性折减系数是结构抗震设计理论中的关键参数之一。本文通过调整等效单自由度体系位移延性折减系数,研究多自由度体系(MDOF)高模态效应对延性折减系数的影响。以剪切型集中质量MDOF体系模型为分析对象,通过地震非线性动力时程分析,研究了MDOF体系因高模态延性需求集中而影响延性折减系数的规律,通过多元非线性回归分析,拟合MDOF修正系数估算模型。分析结果表明:MODF体系由于高模态效应的影响,其抗震延性折减系数比其相应的等效单自由度体系的抗震延性折减系数小,系统位移延性系数和结构基本振动周期是影响MDOF修正系数的主要因素。
Structure ductility reduction factor is one of the key parameters of structure seismic design.The influences of high mode effect on ductility reduction factors for multi-degree-of-freedom(MDOF) systems are studied by modifying ductility reduction factors for equivalent single-degree-of-freedom systems.Based on MDOF lumped-mass shear-type models,nonlinear dynamic time history analysis are performed to investigate the influence of ductility demand increase owing to high mode effect on ductility reduction factors.Based on a multiple nonlinear regression analysis,an empirical estimating model of MDOF modification factor is proposed.The results demonstrate that ductility reduction factors for MDOF systems are clearly smaller than those for SDOF systems due to the effects of high mode effects.The modification factor is mainly affected by the fundamental vibration period and displacement ductility.
Structure ductility reduction factor is one of the key parameters of structure seismic design.The influences of high mode effect on ductility reduction factors for multi-degree-of-freedom(MDOF) systems are studied by modifying ductility reduction factors for equivalent single-degree-of-freedom systems.Based on MDOF lumped-mass shear-type models,nonlinear dynamic time history analysis are performed to investigate the influence of ductility demand increase owing to high mode effect on ductility reduction factors.Based on a multiple nonlinear regression analysis,an empirical estimating model of MDOF modification factor is proposed.The results demonstrate that ductility reduction factors for MDOF systems are clearly smaller than those for SDOF systems due to the effects of high mode effects.The modification factor is mainly affected by the fundamental vibration period and displacement ductility.
引文
[1]翟长海,谢礼立.抗震规范应用强度折减系数的现状及分析[J].地震工程与工程振动,2006,26(2):1-7.ZHAI Changhai,XIE Lili.State-of-art of applications of strength reduction factors in seismic design codes[J].Journal of Earthquake Engineering and Engineering Vibration,2006,26(2):1-7.(in Chinese)
[2]Riddell R,Newmark N M.Statistical analysis of the response of nonlinear systems subjected to earthquakes[R].Structural Research Series,No.468,Department of Civil Engineering,Urbana-Champaign,University of Illinois,1979.
[3]Nassar A A,Krawinkler H.Seismic demands for SDOF and MDOF systems[R].Report No.95.The John A Blume Earthquake Engineering Center,Stanford University,1991:12-45.
[4]Miranda E.Site-dependent strength reduction on factors[J].Journal of Structural Engineering,1993,119(12):3503-3519.
[5]翟长海,谢礼立.多自由度体系效应对强度折减系数的影响[J].工程力学,2006,23(11):33-37,69.ZHAI Changhai,XIE Lili.Estimation of MDOF effects on strength reduction factors[J].Engineering Mechanics,2006,23(11):33-37,69.(in Chinese)
[6]Miranda E.Strength reduction factors in performance design[C]//EERC-CUREe Symposium in Horner of Vitelmo V.Bertero,Berkeley,California,1997.45~58.
[7]Santa-Ana P R,Miranda E.Strength reduction factors for multi-degree-of freedom systems[C]//12WCEE Auckland,Newland,2000,No.1446.
[8]Moghaddam H,Mohammadi R K.Ductility reduction factor of MDOF shear-building structures[J].Journal of Earthquake Engineering,2001,5(3):425-440.
[9]周靖,蔡健,方小丹.剪切型多自由度结构体系抗震延性折减系数[J].振动工程学报,2007,20(3):309-316.ZHOU Jing,CAI Jian,FANG Xiaodan.Seismic ductility reduction factors for MDOF systems[J].Journal of Vibration Engineering,2007,20(3):309-316.(in Chinese)
[10]Faisala A,Majidb T A,Hatzigeorgiouc G D.Investigation of story ductility demands of inelastic concrete frames subjected to repeated earthquakes[J].Soil Dynamics and Earthquake Engineering,2013,44(1):42-53.
[11]GB50011-2010建筑抗震设计规范[S]GB50011-2010 Code for Seismic Design of Buildings[S].(in Chinese)
[12]Seismomatch,software for adjusting earthquake accelerograms to match a specific target response spectrum[CP].http://www.seismosoft.com/.2011-5-9.
[13]Li K N.3-dimensional nonlinear structural analysis computer program-user manual[CP].http://members shaw.calcannyNAS/2011-5-9.
[14]Valmundsson E V,Nau J M.Seismic response of building frames with vertical structural irregularities[J].Journal of Structural Engineering,1997,123(1):30-41.
[2]Riddell R,Newmark N M.Statistical analysis of the response of nonlinear systems subjected to earthquakes[R].Structural Research Series,No.468,Department of Civil Engineering,Urbana-Champaign,University of Illinois,1979.
[3]Nassar A A,Krawinkler H.Seismic demands for SDOF and MDOF systems[R].Report No.95.The John A Blume Earthquake Engineering Center,Stanford University,1991:12-45.
[4]Miranda E.Site-dependent strength reduction on factors[J].Journal of Structural Engineering,1993,119(12):3503-3519.
[5]翟长海,谢礼立.多自由度体系效应对强度折减系数的影响[J].工程力学,2006,23(11):33-37,69.ZHAI Changhai,XIE Lili.Estimation of MDOF effects on strength reduction factors[J].Engineering Mechanics,2006,23(11):33-37,69.(in Chinese)
[6]Miranda E.Strength reduction factors in performance design[C]//EERC-CUREe Symposium in Horner of Vitelmo V.Bertero,Berkeley,California,1997.45~58.
[7]Santa-Ana P R,Miranda E.Strength reduction factors for multi-degree-of freedom systems[C]//12WCEE Auckland,Newland,2000,No.1446.
[8]Moghaddam H,Mohammadi R K.Ductility reduction factor of MDOF shear-building structures[J].Journal of Earthquake Engineering,2001,5(3):425-440.
[9]周靖,蔡健,方小丹.剪切型多自由度结构体系抗震延性折减系数[J].振动工程学报,2007,20(3):309-316.ZHOU Jing,CAI Jian,FANG Xiaodan.Seismic ductility reduction factors for MDOF systems[J].Journal of Vibration Engineering,2007,20(3):309-316.(in Chinese)
[10]Faisala A,Majidb T A,Hatzigeorgiouc G D.Investigation of story ductility demands of inelastic concrete frames subjected to repeated earthquakes[J].Soil Dynamics and Earthquake Engineering,2013,44(1):42-53.
[11]GB50011-2010建筑抗震设计规范[S]GB50011-2010 Code for Seismic Design of Buildings[S].(in Chinese)
[12]Seismomatch,software for adjusting earthquake accelerograms to match a specific target response spectrum[CP].http://www.seismosoft.com/.2011-5-9.
[13]Li K N.3-dimensional nonlinear structural analysis computer program-user manual[CP].http://members shaw.calcannyNAS/2011-5-9.
[14]Valmundsson E V,Nau J M.Seismic response of building frames with vertical structural irregularities[J].Journal of Structural Engineering,1997,123(1):30-41.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心