基于Hamilton原理的双柱悬索拉线塔塔柱参数共振分析
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摘要
双柱悬索拉线塔在强风荷载作用下会出现动力失稳现象,准确评估它的动力稳定性对输电线路的安全性具有重要意义。先根据双柱悬索拉线塔塔柱的受力特点,将其简化为下端铰支、上端弹性支撑的等截面柱;接着运用Hamilton原理建立偏微分运动方程,并通过Galerkin方法将其分解为常微分方程,然后根据鲍洛金提供的方法建立临界频率方程,从而得到塔柱的主要动力不稳定域;最后从实际工程中选取双柱悬索拉线塔进行算例分析,结果表明此算例中的塔柱不存在参数共振现象。
Dynamic instability phenomenon of suspension cable guyed tower will appear in strong wind,how to assess the stability of suspension cable guyed tower precisely is very important for the safety of transmission line.According to the stress characteristics of suspension cable guyed tower,it was equivalently simplified into an uniform cross section column with hinge support at the bottom and elastic support on the top. Partial differential equation of emotion is established by Hamilton theory,and the partial differential equation is resoloved into ordinary differential equation by Galerkin method. Then,the critical frequency equation is established according to the method provided by Bolotin,and the main dynamic instability domain of pylon is obtained. Finally,pick up double column suspension cable guyed tower selected in actual engineering for example analysis,the results show that this example does not exist in the parametric resonance phenomenon.
Dynamic instability phenomenon of suspension cable guyed tower will appear in strong wind,how to assess the stability of suspension cable guyed tower precisely is very important for the safety of transmission line.According to the stress characteristics of suspension cable guyed tower,it was equivalently simplified into an uniform cross section column with hinge support at the bottom and elastic support on the top. Partial differential equation of emotion is established by Hamilton theory,and the partial differential equation is resoloved into ordinary differential equation by Galerkin method. Then,the critical frequency equation is established according to the method provided by Bolotin,and the main dynamic instability domain of pylon is obtained. Finally,pick up double column suspension cable guyed tower selected in actual engineering for example analysis,the results show that this example does not exist in the parametric resonance phenomenon.
引文
1 Lee P,Alain H.Applications of cable element concepts to a transmission line with cross-rope suspension structures.Power Apparatus and Systems,IEEE Transactions,1981;(7):3254-3262
2 Kempner L,Smith J S.Cross-rope transmission tower-line dynamic analysis.Journal of Structural Engineering ASCE,1984;110(6):1321-1325
3 Nakamoto R T,Chiu Arthur N L.Investigation of wind effects on tall guyed tower.Journal of Structural Engineering ASCE,1985;111(11):2320-2332
4 Lin W E,Savory E,Mclntyre R P.The response of an overhead electrical power transmission line to two types of wind forcing.Journal of Wind Engineering and Industrial Aerodynamics,2012;100(1):58-69
5 Budiansky B,Roth R S.Axisymmetric dynamic buckling of clamped shallow spherical shells.NASA Technical Note,1962;51(4):597-609
6 Kahla N B.Equivalent beam-column analysis of guyed towers.Computers&Structures,1995;55(4):631-645
7 Kollbrunner C F.Basler K.Torsion in structures an engineering approach.New York:Springer-Verlag,1969:287-300
8 Meshmesha H,Sennah K,Kenedy J B.Simple method for static and dynamic analysis of guyed towers.Structural Engineering&Mechanics,2006;23(6):635-649
9 Oskoei S Ali Ghafari,Mc Clure Ghyslaine.A novel approach to evaluate the equivalent dynamic stiffness of guy clusters in telecommunication masts under ground exiciation.Engineering Structures,2011;33(5):1764-1772
10 Ibrahim S R.Random decrement technique for modal identification of structures.Journal of Spacecraft and Rockets,1997;14(11):696-698
11胡海岩.应用非线性动力学.北京:航空工业出版社,2000Hu Haiyan.Applying nonlinear dynamics.Beijing:Aviation Industry Press,2000
12鲍洛金符华.弹性体系的动力稳定性.林砚田译.北京:高等教育出版社,1990Fu·Hua·Bolotin.Dynamic stability of elastic system.Lin Yantian Translated.Beijing:Higher Education Press,2004
2 Kempner L,Smith J S.Cross-rope transmission tower-line dynamic analysis.Journal of Structural Engineering ASCE,1984;110(6):1321-1325
3 Nakamoto R T,Chiu Arthur N L.Investigation of wind effects on tall guyed tower.Journal of Structural Engineering ASCE,1985;111(11):2320-2332
4 Lin W E,Savory E,Mclntyre R P.The response of an overhead electrical power transmission line to two types of wind forcing.Journal of Wind Engineering and Industrial Aerodynamics,2012;100(1):58-69
5 Budiansky B,Roth R S.Axisymmetric dynamic buckling of clamped shallow spherical shells.NASA Technical Note,1962;51(4):597-609
6 Kahla N B.Equivalent beam-column analysis of guyed towers.Computers&Structures,1995;55(4):631-645
7 Kollbrunner C F.Basler K.Torsion in structures an engineering approach.New York:Springer-Verlag,1969:287-300
8 Meshmesha H,Sennah K,Kenedy J B.Simple method for static and dynamic analysis of guyed towers.Structural Engineering&Mechanics,2006;23(6):635-649
9 Oskoei S Ali Ghafari,Mc Clure Ghyslaine.A novel approach to evaluate the equivalent dynamic stiffness of guy clusters in telecommunication masts under ground exiciation.Engineering Structures,2011;33(5):1764-1772
10 Ibrahim S R.Random decrement technique for modal identification of structures.Journal of Spacecraft and Rockets,1997;14(11):696-698
11胡海岩.应用非线性动力学.北京:航空工业出版社,2000Hu Haiyan.Applying nonlinear dynamics.Beijing:Aviation Industry Press,2000
12鲍洛金符华.弹性体系的动力稳定性.林砚田译.北京:高等教育出版社,1990Fu·Hua·Bolotin.Dynamic stability of elastic system.Lin Yantian Translated.Beijing:Higher Education Press,2004