铅芯橡胶隔震支座水平双向试验研究
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摘要
非规则结构隔震层在平扭耦联地震中会产生平动与转动.隔震支座则处于水平双向受剪状态.文章设计了一种加力装置使直径100 mm的单个铅芯橡胶隔震支座产生两个水平方向的变形,相应隔震层则产生平动和转动.通过两种布置工况对隔震支座进行两种水平加载比例的双向低周疲劳试验,得到了橡胶支座水平Y向滞回曲线以及扭矩与隔震层转角的关系.试验结果表明:铅芯橡胶隔震支座的水平Y向剪切刚度、扭转刚度和Y向剪切阻尼比、扭转阻尼比均小于铅芯橡胶隔震支座单向剪压试验结果,其设计的加力装置可以使橡胶支座处于双向受力状态.
Under the translation-torsion coupling earthquake action,translation and torsion motion of corresponding isolation layer occurs,and lead rubber bearing is under two-dimensional shear.This paper designs a two-dimensional strength device,which could test 100 mm lead rubber bearing under two-dimensional shear.Translation and torsion motion of corresponding isolation layer also occurs.Through two decorate conditions,LRB under low cycle fatigue loading of two horizontal proportion is tested.The relation between torque of LRB100 and deflection angle of isolation layer and hysteresis curve of axis Y are got.Test results show that horizontal stiffness of axis Y,torsion stiffness,horizontal damping ratio of axis Y and torsion damping ratio are reduced compared with the unidirectional compressive shear test.The two-dimensional strength device designed in this paper can test LRB100 under two-dimensional shear.
Under the translation-torsion coupling earthquake action,translation and torsion motion of corresponding isolation layer occurs,and lead rubber bearing is under two-dimensional shear.This paper designs a two-dimensional strength device,which could test 100 mm lead rubber bearing under two-dimensional shear.Translation and torsion motion of corresponding isolation layer also occurs.Through two decorate conditions,LRB under low cycle fatigue loading of two horizontal proportion is tested.The relation between torque of LRB100 and deflection angle of isolation layer and hysteresis curve of axis Y are got.Test results show that horizontal stiffness of axis Y,torsion stiffness,horizontal damping ratio of axis Y and torsion damping ratio are reduced compared with the unidirectional compressive shear test.The two-dimensional strength device designed in this paper can test LRB100 under two-dimensional shear.
引文
[1]ZHOU Fu-lin.Vibration control of engineering structure[M].Beijing:Seismic Press,1997.(in Chinese)
[2]Japanese Architectural Society.Recommendation for the design of base isolated buildings[M].Tramslated by LIU Wen-guang.Beijing:Seismic Press,2000.(in Chinese)
[3]CECS126 2001 Technical specification for seismic-isolation with laminated rubber bearing isolators[S].(in Chinese)
[4]TAKEDA Z.Building isolation and vibration-proof and control[M].Beijing:China Architecture Industry Press,1997:4.(in Chinese)
[5]WANG Jian-qiang,DING Yong-gang,LI Da-wang.Lateral-torsional coupled seismic responses of sliding base-isolated struc-tures with eccentric superstructure[J].Journal of Vibration and Shock,2009,28(12):96-100.(in Chinese)
[6]WANG Zhe.Analysis on lateral-torsional coupled seismic response of base-isolated eccentric structures[D].Wuhan:WuhanUniversity of Technology,2008.(in Chinese)
[7]LI Hong-nan,HUO Lin-sheng.Dimensions vibration control of engineering structure[M].Beijing:Science Press,2008.(inChinese)
[8]LI Gang,LI Hong-nan,LI Yun-gui,Dynamical analysis of structure with energy dissipation devices considering coupledtranslation and torsion deformation[J].Journal of Building Structures2009,30(6):86-93.(in Chinese)
[9]JIN Jian-min,TAN Ping,ZHOU Fu-lin,et al.Test study on the equivalent damping ratio of linear natural rubber bearings[J].Journal of Xi’an University of Architecture&Technology:Natural Science Edition,2009,14(5):663-667.(in Chi-nese)
[1]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[2]日本建筑学会.隔震结构设计[M].刘文光译.北京:地震出版社,2000.
[3]CECS126 2001层叠橡胶支座隔震技术规程[S].
[4]武田寿一.建筑物隔震、防振与控制[M].北京:中国建筑工业出版社,1997:4.
[5]王建强,丁永刚,李大望.上部结构(偏心)对基础滑移隔震结构平一扭耦联地震反应的影响[J].振动与冲击,2009,28(12):96-100.
[6]王哲.基础隔震偏心建筑的平扭耦联地震反应分析[D].武汉:武汉理工大学,2008.
[7]李宏男,霍林生.结构多维减震控制[M].北京:科学出版社,2008.
[8]李钢,李宏男,李云贵.考虑平一扭耦联效应的消能减震结构振动反应分析[J].建筑结构学报,2009,30(6):86-93.
[9]金建敏,谭平,周福霖,等.天然橡胶支座(LNR)的等效阻尼比试验研究[J].西安建筑科技大学学报:自然科学版,2009,14(5):663-667.
[2]Japanese Architectural Society.Recommendation for the design of base isolated buildings[M].Tramslated by LIU Wen-guang.Beijing:Seismic Press,2000.(in Chinese)
[3]CECS126 2001 Technical specification for seismic-isolation with laminated rubber bearing isolators[S].(in Chinese)
[4]TAKEDA Z.Building isolation and vibration-proof and control[M].Beijing:China Architecture Industry Press,1997:4.(in Chinese)
[5]WANG Jian-qiang,DING Yong-gang,LI Da-wang.Lateral-torsional coupled seismic responses of sliding base-isolated struc-tures with eccentric superstructure[J].Journal of Vibration and Shock,2009,28(12):96-100.(in Chinese)
[6]WANG Zhe.Analysis on lateral-torsional coupled seismic response of base-isolated eccentric structures[D].Wuhan:WuhanUniversity of Technology,2008.(in Chinese)
[7]LI Hong-nan,HUO Lin-sheng.Dimensions vibration control of engineering structure[M].Beijing:Science Press,2008.(inChinese)
[8]LI Gang,LI Hong-nan,LI Yun-gui,Dynamical analysis of structure with energy dissipation devices considering coupledtranslation and torsion deformation[J].Journal of Building Structures2009,30(6):86-93.(in Chinese)
[9]JIN Jian-min,TAN Ping,ZHOU Fu-lin,et al.Test study on the equivalent damping ratio of linear natural rubber bearings[J].Journal of Xi’an University of Architecture&Technology:Natural Science Edition,2009,14(5):663-667.(in Chi-nese)
[1]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[2]日本建筑学会.隔震结构设计[M].刘文光译.北京:地震出版社,2000.
[3]CECS126 2001层叠橡胶支座隔震技术规程[S].
[4]武田寿一.建筑物隔震、防振与控制[M].北京:中国建筑工业出版社,1997:4.
[5]王建强,丁永刚,李大望.上部结构(偏心)对基础滑移隔震结构平一扭耦联地震反应的影响[J].振动与冲击,2009,28(12):96-100.
[6]王哲.基础隔震偏心建筑的平扭耦联地震反应分析[D].武汉:武汉理工大学,2008.
[7]李宏男,霍林生.结构多维减震控制[M].北京:科学出版社,2008.
[8]李钢,李宏男,李云贵.考虑平一扭耦联效应的消能减震结构振动反应分析[J].建筑结构学报,2009,30(6):86-93.
[9]金建敏,谭平,周福霖,等.天然橡胶支座(LNR)的等效阻尼比试验研究[J].西安建筑科技大学学报:自然科学版,2009,14(5):663-667.
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