巨型结构悬挂体系风振控制研究
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摘要
建立了巨型结构悬挂体系风作用下控制微分方程和便于控制分析设计的分阶模态集结法降阶表达；给出了传递函数、响应功率谱、响应方差计算公式。研究表明，巨型结构悬挂体系可取得明显的减振效果：悬挂楼层频率与巨型结构频率的比值是最重要的参数，合适值主要确定于质量比；悬挂质量增大减振效果明显的频率比范围增大；增加悬挂楼层阻尼总是有利于提高减振效果：体系作为被动控制系统具有较好的鲁棒性。
The vibration control equations of the mega-structure suspension systems(MSSS) under wind excitations are established. By the component modal aggregation method (CMAM), the equations are simplified. The transfer functions, response power spectrum density functions, and root-mean-square (r.m.s) values are obtained. Results show that MSSS is able to reduce wind- induced responses significantly. Parameters of suspension floors can apparently affect the characteristics of MSSS. The most important parameter is the frequency ratio of the suspension floors to the mega-structure. The suitable values of the frequency ratio are determined by the mass ratio. Increasing the suspension masses brings about larger vibration reduction and wider feasible frequency ratio range in which the vibration reduction is obvious. So, MSSS is a kind of robust passive control system.
The vibration control equations of the mega-structure suspension systems(MSSS) under wind excitations are established. By the component modal aggregation method (CMAM), the equations are simplified. The transfer functions, response power spectrum density functions, and root-mean-square (r.m.s) values are obtained. Results show that MSSS is able to reduce wind- induced responses significantly. Parameters of suspension floors can apparently affect the characteristics of MSSS. The most important parameter is the frequency ratio of the suspension floors to the mega-structure. The suitable values of the frequency ratio are determined by the mass ratio. Increasing the suspension masses brings about larger vibration reduction and wider feasible frequency ratio range in which the vibration reduction is obvious. So, MSSS is a kind of robust passive control system.
引文
[1]张相庭,高层建筑抗风抗震设计计算[M],同济大学出版社,1997.
[2]G W Housner,et al.Structral control:Past,present,and future[J].J.of Engng.Mech,1997,(9):899-907。
[3]董军.递阶结构系统理论及巨型结构悬挂体系主动控制研究[D].上海同济大学,1998.
[4]董军,邓洪洲,王肇民.递阶结构系统理论及其应用[J].同济大学学报,2000,(1):55-59.
[5]董军,邓洪洲,王肇民,杨容,组合巨型框架结构振动特性研究[J].建筑结构,1998,(9):18-20.
[6]董军,李靖,王肇民.巨型框架悬挂钢结构竖向振动特性及地震时程分析[C].工程力学增刊,1998, 76-79.
[7]王肇民,邓洪洲,董军.高层巨型框架悬挂结构体系抗震性能研究[J].建筑结构学报,1999,(1):23-30。
[8]王翼,张潮池,编著.大系统控制方法和技术[M].天津大学出版社,1993.
[9]R W Clough, J Penzien. Dynamics of structures(second edition)[M]. Mc Gram-Hill, Inc, 1993.
[2]G W Housner,et al.Structral control:Past,present,and future[J].J.of Engng.Mech,1997,(9):899-907。
[3]董军.递阶结构系统理论及巨型结构悬挂体系主动控制研究[D].上海同济大学,1998.
[4]董军,邓洪洲,王肇民.递阶结构系统理论及其应用[J].同济大学学报,2000,(1):55-59.
[5]董军,邓洪洲,王肇民,杨容,组合巨型框架结构振动特性研究[J].建筑结构,1998,(9):18-20.
[6]董军,李靖,王肇民.巨型框架悬挂钢结构竖向振动特性及地震时程分析[C].工程力学增刊,1998, 76-79.
[7]王肇民,邓洪洲,董军.高层巨型框架悬挂结构体系抗震性能研究[J].建筑结构学报,1999,(1):23-30。
[8]王翼,张潮池,编著.大系统控制方法和技术[M].天津大学出版社,1993.
[9]R W Clough, J Penzien. Dynamics of structures(second edition)[M]. Mc Gram-Hill, Inc, 1993.
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