考虑P-Δ效应的柱顶隔震结构的动力响应分析
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摘要
针对柱顶隔震结构,提出考虑P-Δ效应动力响应的免迭代计算方法,分析P-Δ效应对柱顶隔震结构响应的影响。由于隔震层处的层间位移较大,当受到的轴力较大时,二阶效应不容忽视。隔震支座采用双线性模型,构造水平力偶代替结构轴向力形成的弯矩,并在隔震层处做了特殊处理,使得隔震层处的附加弯矩能够传递到下部结构。这样在计算结构的非线性响应时,相当于结构的刚度矩阵在原来的基础上增加了一个几何刚度矩阵,从而避免了迭代运算。研究表明:某些情况下P-Δ效应会显著增大下部结构的响应。
For the dynamic response analysis of structures with isolators on the top of the columns,an iteration-free algorithm was proposed.The influences of P-Δ effects on the responses of the substructure were studied extensively.Because of the large storey drift,the second-order effects can not be neglected when the axis-forces are large.Bilinear hysteric model was adopted to model the behavior of isolators,the moments formed by axis-forces were replaced by equivalent horizontal force couples,and some special measures were fulfilled to transfer the moment of the isolation layer to the substructure.Consequently,geometric stiffness matrix was obtained and the iteration was avoided.The results show that P-Δ effects apparently enlarge the responses of the substructure in some cases.
For the dynamic response analysis of structures with isolators on the top of the columns,an iteration-free algorithm was proposed.The influences of P-Δ effects on the responses of the substructure were studied extensively.Because of the large storey drift,the second-order effects can not be neglected when the axis-forces are large.Bilinear hysteric model was adopted to model the behavior of isolators,the moments formed by axis-forces were replaced by equivalent horizontal force couples,and some special measures were fulfilled to transfer the moment of the isolation layer to the substructure.Consequently,geometric stiffness matrix was obtained and the iteration was avoided.The results show that P-Δ effects apparently enlarge the responses of the substructure in some cases.
引文
[1]周锡元,韩淼,曾德民,等.橡胶支座与R/C柱串联隔震系统水平刚度系数[J].振动工程学报,1999,12(2):157-165(Zhou Xiyuan,Han Miao,Zeng Demin,etal.Horizontal rigidity coefficient of the serial system ofrubber bearing with column[J].Journal of VibrationEngineering,1999,12(2):157-165(in Chinese))
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[5]尹之潜,李树桢,杨淑文.高层建筑的P-Δ效应和变形计算方法[J].地震工程与工程振动,1992,12(3):71-76(Yin Zhiqian,Li Shuzhen,Yang Shuwen.Methodfor calculating P-Δeffect on earthquake response anddisplacement in tall buildings[J].Earthquake Engineeringand Engineering vibration,1992,12(3):71-76(inChinese))
[6]李国强,框架结构P-Δ效应的简捷计算[J].工业建筑,1991(3):17-19(Li Guoqiang.A forthright method forcalculating P-Δeffects of frame structures[J].IndustrialConstruction,1991(3):17-19(in Chinese))
[7]林家浩,丁殿明,田玉山.串联多自由度体系弹塑性地震反应分析[J].大连工学院学报,1979,18(4):41-53(Lin Jiahao,Ding Dianming,Tian Yushan.Analysis ofelasto-plastic earthquake response of series multi-degree-of-freedom system[J].Journal of Dalian Institute ofTechnology,1979,18(4):41-53(in Chinese))
[8]Kelly T E.Base isolation of structures:design guidelines[R].Wellington:Holmes Consulting Group Ltd.,2001
[2]周坚.也论橡胶支座与R/C柱串联隔震系统的刚度系数[J].工程力学,2000,3(3):45-49
[3]李慧,姚云龙,杜永峰,等.叠层橡胶支座与柱串联体系动力失稳特性探讨[J].世界地震工程,2005,21(1):18-23(Li Hui,Yao Yunlong,Du Yongfeng,et al.Discussion on dynamics instability behavior of serial systemof laminated rubber bearing with column[J].WorldEarthquake Engineering,2005,21(1):18-23(inChinese))
[4]Wilson EL Habibullah A.Static and dynamic analysisofmulti-story buildings including P-Delta effects[J].Earthquake Spectra,1987,3(2):289-298
[5]尹之潜,李树桢,杨淑文.高层建筑的P-Δ效应和变形计算方法[J].地震工程与工程振动,1992,12(3):71-76(Yin Zhiqian,Li Shuzhen,Yang Shuwen.Methodfor calculating P-Δeffect on earthquake response anddisplacement in tall buildings[J].Earthquake Engineeringand Engineering vibration,1992,12(3):71-76(inChinese))
[6]李国强,框架结构P-Δ效应的简捷计算[J].工业建筑,1991(3):17-19(Li Guoqiang.A forthright method forcalculating P-Δeffects of frame structures[J].IndustrialConstruction,1991(3):17-19(in Chinese))
[7]林家浩,丁殿明,田玉山.串联多自由度体系弹塑性地震反应分析[J].大连工学院学报,1979,18(4):41-53(Lin Jiahao,Ding Dianming,Tian Yushan.Analysis ofelasto-plastic earthquake response of series multi-degree-of-freedom system[J].Journal of Dalian Institute ofTechnology,1979,18(4):41-53(in Chinese))
[8]Kelly T E.Base isolation of structures:design guidelines[R].Wellington:Holmes Consulting Group Ltd.,2001
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