具有限位装置的滑移隔震框架结构在碰撞前后单向和双向地震反应分析
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摘要
为了克服传统滑移隔震限位装置一滑就限增加上部结构的地震反应的缺陷,使滑移隔震技术在框架结构中得到应用,在研究了U型环限位消能元件的工作性能的基础上,采用有限元SAP2000软件,建立了一种新型具有限位装置的滑移隔震三层框架结构的计算模型,并根据合理的碰撞前后滞回特性,进行了单向和双向地震波作用下的隔震结构分析.计算结果表明,限位装置的刚度对结构碰撞后层间加速度和位移量的变化影响较大;双向比单向地震激励对结构产生的最大基底滑移量要大.随着另一个方向地震烈度的不断加大,结构最大滑移量呈现出先增后减的规律,为滑移隔震在框架结构中的设计提供了理论依据.
In order to get over the defects of traditional sliding base isolation structure where the reactions of traditional sliding structure always is increased during the earthquake,and sliding base isolation technology was applied to the frame structure.Based on the research of U work performances of energy-absorbed element,the whole element model of the kind of new sliding base isolation three-storey frame structure with equipment of sliding-limit was established by the SAP2000 software.According to reasonable hysteretic mode,the calculation analysis under collision responses were carried out.The calculation results showed that the rigidity of the new sliding-limit had a great influence on the changes of the storey acceleration and displacement after collision.The maximum base sliding displacement of bi-directional seismic action was obviously bigger than that of one dimensional earthquake.With the other direction loading earthquake increasing,the maximum base sliding displacement of the structure proved to be increasing first and is fillowed by a decrease decreasing.Effective theoretical basis of sliding base isolation technology being applied to the frame structure was provided.
In order to get over the defects of traditional sliding base isolation structure where the reactions of traditional sliding structure always is increased during the earthquake,and sliding base isolation technology was applied to the frame structure.Based on the research of U work performances of energy-absorbed element,the whole element model of the kind of new sliding base isolation three-storey frame structure with equipment of sliding-limit was established by the SAP2000 software.According to reasonable hysteretic mode,the calculation analysis under collision responses were carried out.The calculation results showed that the rigidity of the new sliding-limit had a great influence on the changes of the storey acceleration and displacement after collision.The maximum base sliding displacement of bi-directional seismic action was obviously bigger than that of one dimensional earthquake.With the other direction loading earthquake increasing,the maximum base sliding displacement of the structure proved to be increasing first and is fillowed by a decrease decreasing.Effective theoretical basis of sliding base isolation technology being applied to the frame structure was provided.
引文
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[7]熊仲明,霍晓鹏.一种新型滑移隔震体系的理论分析与研究[J].振动与冲击,2008,29(10):135-139.XIONG Zhong-ming,HUO Xiao-peng.Theoretical analysis and study on A new kind of sliding base isolation system[J].Journal of Vibration and Shock,2008,29(10):135-139.
[8]MCMILLAN A J.A non-linear friction model for self-excited vibrations[J].Sound and Vibration,1997,205(3):323-335.
[9]冯奇,张相庭.带基础隔震器结构的[J].同济大学学报,2000,28(4):430-433.FENG Qi,ZHANG Xiang-ting.Model on stick-slip motion of base-isolated structure[J].Journal of Tongji Univer-sity,2000,28(4):430-433.
[10]姚谦峰.软钢U型带片的限位、消能性能分析[J].西安建筑科技大学学报:自然科学版,1997,29(1):22-26.YAO Qian-feng.Behavior of mild steel U-shaped plate restraining displacement and absorbing energy[J].J.Xi′an University of Architecture&Technology:Natural Science Edition,1997,29(1):22-26.
[11]WEN Yi Kwei.Method for random vibration of hysteretic system[J].J Engine Mech.Div,ASCE,1976,102:249-263.
[12]PARK Y J,WEN Y K,ANG A H S.Random vibration of hysteretic systems under bidirectional ground motions[J].Earthquake Engineering&Structural Dynamics,1986,14:543-557.
[13]ZAYAS V,LOW S S,MAHIN S A.A simple pendulum technique for achieving semi isolation[J].Earthquke Spectra,1990,6(2):317-334.
[2]欧进萍.结构振动控制:主动、半主动和智能控制[M].北京:科学出版社,2003.OU Jin-ping.Structural vibration control--active,semi-active and intelligent control[M].Beijing:Science Press,2003.
[3]熊仲明,王清敏,丰定国,等.基础滑移隔震房屋的计算研究[J].土木工程学报,1995,28(5):21-30.XIONG Zhong-ming,WANG Qin-ming FENG Ding-guo,et al.Study on the calculation of brick masonry structure base Isolated with sliding layer[J].China Civil Engineering Journal,1995,28(5):21-30.
[4]熊仲明.基础滑移隔震房屋计算恢复力曲线的确定[J].西安建筑科技大学学报:自然科学版,1999,31(2):21-30.XIONG Zhong-ming.Determination on the calculation restore force cure forstructure base isolated with sliding build-ing[J].J.Xi′an University of Architecture&Technology:Natural Science Edition,1999,31(2):21-30.
[5]熊仲明,俞茂宏.基础滑移隔震体系的地震响应计算[J].应用力学学报,2002,19(3):139-142.XIONG Zhong-ming,YU Mao-hong.Seismic excitation calculating on Base Isolated System with Sliding Layer[J].Chinese Jpurnal of Applied Mechanic,2002,19(3):139-142.
[6]熊仲明,俞茂宏.基础滑移隔震房屋结构设计与工程应用的理论研究[J].振动与冲击,2003,22(3):50-54,88.XIONG Zhong-ming,YU Mao-hong.The Theoretical research on Sliding base isolation structure design and engi-neering application[J].Journal of Vibration and Shock,2003,22(3):50-54,88.
[7]熊仲明,霍晓鹏.一种新型滑移隔震体系的理论分析与研究[J].振动与冲击,2008,29(10):135-139.XIONG Zhong-ming,HUO Xiao-peng.Theoretical analysis and study on A new kind of sliding base isolation system[J].Journal of Vibration and Shock,2008,29(10):135-139.
[8]MCMILLAN A J.A non-linear friction model for self-excited vibrations[J].Sound and Vibration,1997,205(3):323-335.
[9]冯奇,张相庭.带基础隔震器结构的[J].同济大学学报,2000,28(4):430-433.FENG Qi,ZHANG Xiang-ting.Model on stick-slip motion of base-isolated structure[J].Journal of Tongji Univer-sity,2000,28(4):430-433.
[10]姚谦峰.软钢U型带片的限位、消能性能分析[J].西安建筑科技大学学报:自然科学版,1997,29(1):22-26.YAO Qian-feng.Behavior of mild steel U-shaped plate restraining displacement and absorbing energy[J].J.Xi′an University of Architecture&Technology:Natural Science Edition,1997,29(1):22-26.
[11]WEN Yi Kwei.Method for random vibration of hysteretic system[J].J Engine Mech.Div,ASCE,1976,102:249-263.
[12]PARK Y J,WEN Y K,ANG A H S.Random vibration of hysteretic systems under bidirectional ground motions[J].Earthquake Engineering&Structural Dynamics,1986,14:543-557.
[13]ZAYAS V,LOW S S,MAHIN S A.A simple pendulum technique for achieving semi isolation[J].Earthquke Spectra,1990,6(2):317-334.
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