密肋复合墙板支撑框架结构自振周期计算方法
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摘要
密肋复合墙板支撑框架结构是由框架与其内部嵌入的密肋复合墙板组成的一种双重抗震结构,框架内部嵌入复合墙板所组成的受力构件,其变形特征不同于普通框架和剪力墙,由此导致结构的自振周期计算方法不能直接按照一般框架-剪力墙结构进行计算。以Timoshenko双变量梁理论及协同工作模型为基础,建立复合墙板支撑框架结构的频率方程,结合边界条件导出了结构的自振周期计算公式,并给出基本自振周期的近似计算方法。算例分析表明:复合墙板支撑框架结构自振周期受复合板抗剪刚度影响较大,且影响随着振型的增加而增大,高振型时复合墙板剪切变形的影响不可忽略;采用近似计算方法计算基本自振周期的误差不大,可以满足工程计算精度要求。
The frame structure with multi-grid composite walls is a dual seismic structure.The deformation feature of the structure is different from common frame or shear wall,and its natural vibration periods can not be calculated with the conventional method for frame-shear wall structure.Based on the theory of Timoshenko dual variables beam and the collaborative work model,the frequency equation of the structure was derived,and the natural periods calculation formula was established combining with the boundary conditions on structure.The approximate calculation method for the fundamental period was given simultaneously.Example analysis shows that: the natural vibration periods of the structure can be impacted by the shear stiffness of the lightweight composite wallboard significantly,especially its higher order periods.The influence of the shear deformations of the composite wall on the natural vibration periods of higher order modes should not be ignored.The error of approximate calculation method for the fundamental period is not large comparing with the analytical solution,and can meet the engineering calculation accuracy requirements.
The frame structure with multi-grid composite walls is a dual seismic structure.The deformation feature of the structure is different from common frame or shear wall,and its natural vibration periods can not be calculated with the conventional method for frame-shear wall structure.Based on the theory of Timoshenko dual variables beam and the collaborative work model,the frequency equation of the structure was derived,and the natural periods calculation formula was established combining with the boundary conditions on structure.The approximate calculation method for the fundamental period was given simultaneously.Example analysis shows that: the natural vibration periods of the structure can be impacted by the shear stiffness of the lightweight composite wallboard significantly,especially its higher order periods.The influence of the shear deformations of the composite wall on the natural vibration periods of higher order modes should not be ignored.The error of approximate calculation method for the fundamental period is not large comparing with the analytical solution,and can meet the engineering calculation accuracy requirements.
引文
[1]郭猛,姚谦峰.框架-密肋复合墙结构新体系研究[J].地震工程与工程振动,2009,29(5):73-78.
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[9]刘玉姝,李国强.带填充墙钢框架结构抗侧力性能试验及理论研究[J].建筑结构学报,2005,26(3):78-84.
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[2]Liu P,Yao Q F.Dynamic reliability of structures:theexample of multi-grid composite walls[J].StructuralEngineering and Mechanics,2010,36(4):463-479.
[3]黄炜,张程华,姚谦峰,等.密肋壁板结构弹塑性计算模型研究[J].振动与冲击,2011,30(2):233-237.
[4]郭猛,姚谦峰.水平荷载下框架-密肋复合墙体的力法位移方程[J].沈阳建筑大学学报,2010,26(4):613-617.
[5]方鄂华,钱稼茹,叶列平.高层建筑结构设计[M].北京:中国建筑工业出版社,2006.
[6]Chaker A A,Cherifati A.Influence of masonry infill panelson the vibration and stiffness characteristics of RC framebuildings[J].Earthquake Engineering and StructuralDynamics,1999,28(10):1061-1065.
[7]Asteris P G.Lateral stiffness of brick masonry infilled planeframes[J].Journal of Structural Engineering,2003,129(8):1071-1079.
[8]Ghassan A C,Mohsen L,Steve S.Behavior of masonryinfilled nonductile reinforced concrete frames[J].ACIStructure Journal,2002,136(4):347-356.
[9]刘玉姝,李国强.带填充墙钢框架结构抗侧力性能试验及理论研究[J].建筑结构学报,2005,26(3):78-84.
[10]建筑结构抗震设计规范(GB50011-2001)[S].北京:中国建筑工业出版社,2008.
[11]黄炜.密肋复合墙体抗震性能及设计理论研究[D].西安:西安建筑科技大学,2004.
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