框架结构水平和竖向地震耦合作用时程分析
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摘要
一般情况下,地震波分量中的水平分量和竖向分量是造成框架结构破坏的重要因素。本文中以框架结构为研究对象,将空间框架结构简化为平面框架结构,基于平面杆系模型并忽略平面框架体系的水平杆件——梁的轴向变形,建立体系水平和竖向耦合振动的运动微分方程,并对结构进行了水平和竖向地震波耦合激励下的弹性动力时程计算。与体系单维输入竖向地震波之弹性动力响应进行对比后,发现耦合激励下框架边柱竖向响应变大而中柱竖向响应变小,在结构抗震设计中宜适当考虑地震的耦合影响。
It is generally thought that the vertical wave of the earthquake wave six components arrives always firstly the ground for the anti-seismic and engineering viewpoint.It makes the construction to have the vertical vibration.The horizontal component and other components of earthquake wave arrive later.They make the construction to have a more complex vibration.The horizontal component and the vertical component of the earthquake wave are the important factors to cause the structure breakage.In this paper,taking the frame construction as the study object,we simplify the space frame structure as the plane frame construction.Based on the model of the plane pole system and neglected the horizontal pole of the plane frame system-the axes deformation of girder,we establish the movement differential equation between the system horizontal and the vertical coupled oscillation.And carry on computation of elastic power time history under the coupling and prompting of the horizontal and the vertical earthquake waves for the structure.After contracting with the elastic power response in inputting the vertical earthquake wave of system single dimension,we found that the vertical response of frame side pole under the coupling and prompting changed big while the vertical response of frame middle pole changed small.In the structure anti-seismic design,we should consider suitably the coupling influence of earthquakes.
It is generally thought that the vertical wave of the earthquake wave six components arrives always firstly the ground for the anti-seismic and engineering viewpoint.It makes the construction to have the vertical vibration.The horizontal component and other components of earthquake wave arrive later.They make the construction to have a more complex vibration.The horizontal component and the vertical component of the earthquake wave are the important factors to cause the structure breakage.In this paper,taking the frame construction as the study object,we simplify the space frame structure as the plane frame construction.Based on the model of the plane pole system and neglected the horizontal pole of the plane frame system-the axes deformation of girder,we establish the movement differential equation between the system horizontal and the vertical coupled oscillation.And carry on computation of elastic power time history under the coupling and prompting of the horizontal and the vertical earthquake waves for the structure.After contracting with the elastic power response in inputting the vertical earthquake wave of system single dimension,we found that the vertical response of frame side pole under the coupling and prompting changed big while the vertical response of frame middle pole changed small.In the structure anti-seismic design,we should consider suitably the coupling influence of earthquakes.
引文
[1]沈聚敏,周锡元,高小旺,等.抗震工程学[M].北京:中国建筑工业出版社,2000.
[2]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[4][美]A.K.乔普拉.结构动力学入门[M].蓝贵禄译.北京:地震出版社,1985.
[5][美]L.米罗维奇.结构动力学计算方法[M].陈幼明,沈守正译.北京:国防工业出版社,1987.
[6]楼顺天,陈生潭,雷虎民.MATLAB5.x程序设计语言[M].西安:西安电子科技大学出版社,2000.
[2]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[3]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005.
[4][美]A.K.乔普拉.结构动力学入门[M].蓝贵禄译.北京:地震出版社,1985.
[5][美]L.米罗维奇.结构动力学计算方法[M].陈幼明,沈守正译.北京:国防工业出版社,1987.
[6]楼顺天,陈生潭,雷虎民.MATLAB5.x程序设计语言[M].西安:西安电子科技大学出版社,2000.
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