输电塔结构的动力稳定性研究
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摘要
作为一种重要的生命线工程,输电线路的破坏会造成巨大的经济损失。统计显示,风荷载作用下输电塔结构的动态侧倾失稳是输电线路经常发生的破坏形式之一。因此,对风作用下输电塔结构的失稳破坏进行研究有着十分重要的意义。本文应用谐波叠加法模拟脉动风场,分别采用Budiansky-Roth准则和动态增量法(IDA)结合位移相等准则这两种方法,基于ANSYS的非线性屈曲分析和时程分析模块,对沈阳某输电塔的抗风动力稳定性进行了研究。结果表明,风的动力特性对结构稳定性影响较大,现行规范中按等效静力风荷载进行计算是偏于不安全的。
As one of important life line systems,the damage of transmission tower could cause great economic loss. According to the statistics,lost stability under dynamic wind load is one of the most usual destruct form in the construction of transmission tower. So,the research in this aspect is very meaningful. In this paper,we used the fluctuating wind field simulated by harmonic wave superimposing method,based on the nonlinear buckling analysis and the transient analysis package of the finite element program ANSYS,researched the dynamic stability of a transmission tower in Shenyang by two kinds of methods-Budiansky-Roth criteria and incremental dynamic analysis combining with displacement equivalency criteria. The results show that the dynamic characteristic of wind has a remarkable effect on the stability of the transmission tower,and the current criterion used in the design of transmission tower is unsafe.
As one of important life line systems,the damage of transmission tower could cause great economic loss. According to the statistics,lost stability under dynamic wind load is one of the most usual destruct form in the construction of transmission tower. So,the research in this aspect is very meaningful. In this paper,we used the fluctuating wind field simulated by harmonic wave superimposing method,based on the nonlinear buckling analysis and the transient analysis package of the finite element program ANSYS,researched the dynamic stability of a transmission tower in Shenyang by two kinds of methods-Budiansky-Roth criteria and incremental dynamic analysis combining with displacement equivalency criteria. The results show that the dynamic characteristic of wind has a remarkable effect on the stability of the transmission tower,and the current criterion used in the design of transmission tower is unsafe.
引文
[1]李宏男,白海峰.高压输电塔—线体系抗灾研究的现状与发展趋势[J].土木工程学报,2007,40(2):39-46.Li H N,Bai H F.State-of-the-art review on studies of disaster resistance of high-voltage transmission tower-line systems[J].China Civil Engineering Jour-nal,2007,40(2):39-46.
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[3]何艳丽.桅杆结构的动力稳定性分析[D].上海:同济大学,1999.He Y L.Dynamic stability analysis of the guyed masts[D].Shanghai:Tongji University,1999.
[4]林砚田译.弹性体系的动力稳定性[M].北京:高等教育出版社,1960.Lin X T.The Nonlinear Dynamic Stability of Elastic System[M].Beijing:Higher Education Press,1960.
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[6]郭乙木,陶伟明,庄茁.线性与非线性有限元及其应用[M].北京:机械工业出版社,2003.Guo Y M,Tao W M,Zhuang Z.The Linear&Non-linear Finite Element and Its Application[M].Bei-jing:China Machine Press,2003.
[7]Budiansky R.Axisymmetric dynamic buckling of clamped shallow spherical shells[C]//Langley Re-search Center.Instability of Shell Structures.USA:National Aeronautics and Space Administration,1962.597-606.
[8]严东晋,宋启根.结构冲击屈曲准则讨论[J].工程力学,1997,14(4):18-27.Yan D J,Song Q G.Discussion on the criteria of structural impact buckling[J].Engineering Mechan-ics,1997,14(4):18-27.
[9]徐艳,胡世德.钢管混凝土拱桥的动力稳定极限承载力研究[J].土木工程学报,2006,39(9):68-73.Xu Y,Hu S D.A study on the dynamic ultimate ca-pacity of CFST arch bridges[J].China Civil Engineer-ing Journal,2006,39(9):68-73.
[10]王之宏.风荷载的模拟研究[J].建筑结构学报.1994,15(1):44-52.Wang Z H.Simulation of wind loading[J].Journal of Building Structures,1994,15(1):44-52.
[11]Shinozuka M,Jan C M.Digital simulation of random processes and its applications[J].Journal of Sound and Vibration,1972,25(1):111-128.
[12]GB5009-2001,建筑结构荷载规范[S].
[2]胡大柱,李宏男.格构式输电塔组成杆件对极限承载力影响的研究[J].世界地震工程,2004,20(3):50-55.Hu D Z,Li HN.Influence of components on ultimate strength in laice transmission tower[J].World Earth-quake Engineering,2004,20(3):50-55.
[3]何艳丽.桅杆结构的动力稳定性分析[D].上海:同济大学,1999.He Y L.Dynamic stability analysis of the guyed masts[D].Shanghai:Tongji University,1999.
[4]林砚田译.弹性体系的动力稳定性[M].北京:高等教育出版社,1960.Lin X T.The Nonlinear Dynamic Stability of Elastic System[M].Beijing:Higher Education Press,1960.
[5]Kim S D,Kang M M,Kwun J J,et al.Dynamic In-stability of Shell-like Shallow Trusses Considering Damping[J].Computers&Structurers,1997,64(1-4):481-489.
[6]郭乙木,陶伟明,庄茁.线性与非线性有限元及其应用[M].北京:机械工业出版社,2003.Guo Y M,Tao W M,Zhuang Z.The Linear&Non-linear Finite Element and Its Application[M].Bei-jing:China Machine Press,2003.
[7]Budiansky R.Axisymmetric dynamic buckling of clamped shallow spherical shells[C]//Langley Re-search Center.Instability of Shell Structures.USA:National Aeronautics and Space Administration,1962.597-606.
[8]严东晋,宋启根.结构冲击屈曲准则讨论[J].工程力学,1997,14(4):18-27.Yan D J,Song Q G.Discussion on the criteria of structural impact buckling[J].Engineering Mechan-ics,1997,14(4):18-27.
[9]徐艳,胡世德.钢管混凝土拱桥的动力稳定极限承载力研究[J].土木工程学报,2006,39(9):68-73.Xu Y,Hu S D.A study on the dynamic ultimate ca-pacity of CFST arch bridges[J].China Civil Engineer-ing Journal,2006,39(9):68-73.
[10]王之宏.风荷载的模拟研究[J].建筑结构学报.1994,15(1):44-52.Wang Z H.Simulation of wind loading[J].Journal of Building Structures,1994,15(1):44-52.
[11]Shinozuka M,Jan C M.Digital simulation of random processes and its applications[J].Journal of Sound and Vibration,1972,25(1):111-128.
[12]GB5009-2001,建筑结构荷载规范[S].
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