自立式塔架弯曲刚度分析及弯曲模态提取
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摘要
采用分片桁架法将自立式铁塔塔架的弯曲刚度求解问题转化成二维平面问题,将塔架空间转角位移转化为各分片桁架上的平面位移,确定分片桁架的柔度系数,建立塔架空间弯曲刚度理论模型,并将模型与有限元模型计算值进行对比。通过数值计算,分析了杆件截面和空间分布等参数对塔架弯曲刚度的影响。同时计算了塔架整体刚度,并采用瑞利-里兹法计算了塔架弯曲模态。所建立的模型以及得出的结论可以为塔架弯曲分析提供理论基础。
In this paper,the spatial bending stiffness issue of the self-supporting tower is transformed from three-dimensional analysis to two-dimensional analysis based on the truss piecewise method.In this paper,the flexibility coefficient of the truss piecewise is calculated.The space bending stiffness and the angle displacement are transformed to the expressions of each plane space truss.Thus the bending stiffness mathematical models are established.The present model is compared with the finite element model.Effects of the bars' cross-section parameters and their spatial arrangement parameters on the bending stiffness are analyzed.Finally,the overall stiffness of the tower is calculated.The bending modals are extracted by using the Rayleigh-Ritz method.The following analysis of towers can be considered as a fundament for the further study on the tower based on these mathematical models and relative conclusions.
In this paper,the spatial bending stiffness issue of the self-supporting tower is transformed from three-dimensional analysis to two-dimensional analysis based on the truss piecewise method.In this paper,the flexibility coefficient of the truss piecewise is calculated.The space bending stiffness and the angle displacement are transformed to the expressions of each plane space truss.Thus the bending stiffness mathematical models are established.The present model is compared with the finite element model.Effects of the bars' cross-section parameters and their spatial arrangement parameters on the bending stiffness are analyzed.Finally,the overall stiffness of the tower is calculated.The bending modals are extracted by using the Rayleigh-Ritz method.The following analysis of towers can be considered as a fundament for the further study on the tower based on these mathematical models and relative conclusions.
引文
[1]Zhao Diansheng.The Effects of the FEM Models on the Dy-namic Property and Response Analyses of Transmission Tow-ers[J].Advances in Steel Structures,2005:1990-1945.
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[14]Xu Yepeng,Zhou Ding.Elasticity Solution of Multi-SplanBleams with Variable Thickness Under Static Loads[J].Ap-plied Mathematical Modeling,2009,33:2951-2966.
[15]Free Vibration Analysis of Cantilevered Tall Structures UnderVarious Axial Loads[J].Engineering Structures,2000(22):525-534.
[16]Ma Haitao.Exact Solutions of Axial Vibration Problems of E-lastic Bars[J].Numerical Methods in Engineering,2008,75:241-252.
[2]Da J G S,da S P C G,Vellasco S A L,et al.Structural As-sessment of Current Steel Design Models for Transmission andTelecommunication Tower[J].Journal of Constructional SteelResearch,2005,61:1108-1134.
[3]Kitipomchai S,Albennani F,Kang Wenjiang,et al.SomePractical Aspects of Modeling Lattice Towers[J].Advances inSteel Structures,2005:369-375.
[4]赵滇生,金三爱.有限元模型对输电塔架结构动力特性分析的影响[J].特种结构,2004,21(3):8-11.
[5]Albermani F,Mahendran M,Kitipornchai S.Upgrading ofTransmission Towers Using a Diaphragm Bracing System[J].Engineering Structures,2004,26:735-744.
[6]Moona B Young-Wook,Park Ji-Hun,Lee Sung-Kyung,et al.Performance Evaluation of a Transmission Tower by Substruc-ture Test[J].Journal of Constructional Steel Research,2008,4(3):1-11.
[7]Raghunathan MD,Natarajan P R,Muralidharan K.PrototypeTest on X-Bracing Panels Using Cold-Formed Lipped Angles[J].Thin-Walled Structures,1996,25(1):1-16.
[8]Prasad Rao N,Kalyanaraman V.Non-Linear Behaviour ofLattice Panel of Angle Towers[J].Journal of ConstructionalSteel Research,2001,57:1337-1357.
[9]Albermani F G A,Kitipornchai S.Numerical Si mulation ofStructural Behaviour of Transmission Towers[J].Thin-WalledStructures,2003,41:167-177.
[10]李宏男,陆鸣,王前信.大跨越自立式高压输电塔-电缆体系的简化抗震计算[J].地震工程与工程振动,1990,10(2):73-87.
[11]王前信,陆鸣.输电塔-电缆体系的合理抗震计算简图[J].地震工程与工程振动,1989,9(3):81-90.
[12]李颖,陶学明.塔式起重机塔身腹杆体系抗扭刚度分析[J].四川工业学院学报,1996,15(3):66-70.
[13]薛渊,陆念力.格构式塔架扭转刚度的高精度便捷算法[J].建筑机械,2004(6):83-86.
[14]Xu Yepeng,Zhou Ding.Elasticity Solution of Multi-SplanBleams with Variable Thickness Under Static Loads[J].Ap-plied Mathematical Modeling,2009,33:2951-2966.
[15]Free Vibration Analysis of Cantilevered Tall Structures UnderVarious Axial Loads[J].Engineering Structures,2000(22):525-534.
[16]Ma Haitao.Exact Solutions of Axial Vibration Problems of E-lastic Bars[J].Numerical Methods in Engineering,2008,75:241-252.
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