特高压长悬臂输电塔与输电塔-线耦合体系的风振特性
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摘要
对±1 100 kV特高压长悬臂输电塔进行了有限元动力时程分析,采用单塔模型和塔线体系研究了不同风向作用下塔身和横担的风振响应特性,分析了横担总宽度对输电塔风振响应的影响.结果表明:长悬臂输电塔的一阶振型为扭转振型;随着分析的横担部位不断远离塔身中心,位移响应均方根在X方向略有削弱而在Y方向逐渐增大; 0°风向下塔线体系模型和单塔模型的风振响应较为接近,而在45°风向和90°风向下塔线体系模型的风振响应较大;横担总宽度增大时塔身部位风振响应也相应增大,横担部位风振响应在Y方向增大而在X方向略有减小,且影响效果在不同风向时呈现出一定的规律性.分析结果为长悬臂输电塔的抗风设计提供参考.
The dynamic time history analysis of long cantilever transmission tower structure with±1 100 UHV( ultra high voltage) was carried out. The single tower models and tower-line coupled systems were used to analyze the wind-induced responses of the tower body and the cross arm under different wind directions. The influence of the cross arm length on the wind-induced responses of transmission towers was analyzed. The results show that the first order vibration mode of the long cantilever transmission tower is a torsional vibration mode. When the region of the cross arm is gradually far away from the tower center,the RMS( root mean square) of the displacement response of the cross arm is slightly weakened in the X direction while increases in the Y direction. The wind-induced response of the tower-line coupled system is similar with that of the single tower model at the wind direction of 0°,but those of the single tower model at the wind directions of 45° and 90° are larger.With the increase of the total length of the cross arm,the wind-induced response of the tower body increases,and the wind-induced vibration response in the Y direction of the cross arm increases while decreases slightly in the X direction. The influence effects in different wind directions exhibit regularity.The research provides a reference for wind resistance design of long cantilever transmission towers.
The dynamic time history analysis of long cantilever transmission tower structure with±1 100 UHV( ultra high voltage) was carried out. The single tower models and tower-line coupled systems were used to analyze the wind-induced responses of the tower body and the cross arm under different wind directions. The influence of the cross arm length on the wind-induced responses of transmission towers was analyzed. The results show that the first order vibration mode of the long cantilever transmission tower is a torsional vibration mode. When the region of the cross arm is gradually far away from the tower center,the RMS( root mean square) of the displacement response of the cross arm is slightly weakened in the X direction while increases in the Y direction. The wind-induced response of the tower-line coupled system is similar with that of the single tower model at the wind direction of 0°,but those of the single tower model at the wind directions of 45° and 90° are larger.With the increase of the total length of the cross arm,the wind-induced response of the tower body increases,and the wind-induced vibration response in the Y direction of the cross arm increases while decreases slightly in the X direction. The influence effects in different wind directions exhibit regularity.The research provides a reference for wind resistance design of long cantilever transmission towers.
引文
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[13]聂建波,潘峰,沈建国,等.±800 kV特高压T型长横担输电塔风振特性研究[J].特种结构,2013,30(1):48-52,39.Nie J B,Pan F,Shen J G,et al.Wind-induced dynamic response and vibration characteristics of T-long cross arm transmission tower for±800 kV UHV lines[J].Special Structures,2013,30(1):48-52,39.(in Chinese)
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[15]中华人民共和国住房和城乡建设部.GB 5009-2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.
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[17]Davenport A G.The spectrum of horizontal gustiness near the ground in high winds[J].Quarterly Journal of the Royal Meteorological Society,1962,88(376):197-198.DOI:10.1002/qj.49708837618.
[2]Loredo-Souza A M,Davenport A G.The influence of the design methodology in the response of transmission towers to wind loading[J].Journal of Wind Engineering and Industrial Aerodynamics,2003,91(8):995-1005.DOI:10.1016/S0167-6105(03)00048-5.
[3]Ozono S,Maeda J.In-plane dynamic interaction between a tower and conductors at lower frequencies[J].Engineering Structures,1992,14(4):210-216.DOI:10.1016/0141-0296(92)90009-f.
[4]Ozono S,Maeda J,Makino M.Characteristics of inplane free vibration of transmission line systems[J].Engineering Structures,1988,10(4):272-280.DOI:10.1016/0141-0296(88)90049-1.
[5]Yasui H,Marukawa H,Momomura Y,et al.Analytical study on wind-induced vibration of power transmission towers[J].Journal of Wind Engineering and Industrial Aerodynamics,1999,83(1/2/3):431-441.DOI:10.1016/S0167-6105(99)00091-4.
[6]Momomura Y,Marukawa H,Okamura T,et al.Fullscale measurements of wind-induced vibration of a transmission line system in a mountainous area[J].Journal of Wind Engineering and Industrial Aerodynamics,1997,72:241-252.DOI:10.1016/S0167-6105(97)00240-7.
[7]Okamura T,Ohkuma T,Hongo E,et al.Wind response analysis of a transmission tower in a mountainous area[J].Journal of Wind Engineering and Industrial Aerodynamics,2003,91(1/2):53-63.DOI:10.1016/S0167-6105(02)00322-7.
[8]邓洪洲,朱松晔,陈晓明,等.大跨越输电塔线体系气弹模型风洞试验[J].同济大学学报(自然科学版),2003,31(2):132-137.DOI:10.3321/j.issn:0253-374X.2003.02.002.Deng H Z,Zhu S Y,Chen X M,et al.Wind tunnel investigation on model of long span transmission line system[J].Journal of Tongji University(Natural Science),2003,31(2):132-137.DOI:10.3321/j.issn:0253-374X.2003.02.002.(in Chinese)
[9]郭勇,孙炳楠,叶尹.大跨越输电塔线体系风振响应的时域分析[J].土木工程学报,2006,39(12):12-17.DOI:10.3321/j.issn:1000-131X.2006.12.003.Guo Y,Sun B N,Ye Y.Time-domain analysis on wind-induced dynamic response of long span power transmission line systems[J].China Civil Engineering Journal,2006,39(12):12-17.DOI:10.3321/j.issn:1000-131X.2006.12.003.(in Chinese)
[10]肖正直,李正良,汪之松,等.基于HFFB试验的特高压输电塔风振响应分析[J].工程力学,2010,27(4):218-225.Xiao Z Z,Li Z L,Wang Z S,et al.Wind-induced vibration analysis of UHV transmission tower based on the HFFB tests[J].Engineering Mechanics,2010,27(4):218-225.(in Chinese)
[11]赵桂峰,谢强,梁枢果,等.输电塔架与输电塔-线耦联体系风振响应风洞试验研究[J].建筑结构学报,2010,31(2):69-77.DOI:10.14006/j.jzjgxb.2010.02.017.Zhao G F,Xie Q,Liang S G,et al.Wind tunnel test on wind-induced response of transmission tower and tower line coupling system[J].Journal of Building Structure,2010,31(2):69-77.DOI:10.14006/j.jzjgxb.2010.02.017.(in Chinese)
[12]楼文娟,蒋莹,金晓华,等.台风风场下角钢塔风振特性风洞试验研究[J].振动工程学报,2013,26(2):207-213.DOI:10.3969/j.issn.1004-4523.2013.02.008.Lou W J,Jiang Y,Jin X H,et al.Wind tunnel test research on wind-induced vibration characteristics of angle steel tower in typhoon field[J].Journal of Vibration Engineering,2013,26(2):207-213.DOI:10.3969/j.issn.1004-4523.2013.02.008.(in Chinese)
[13]聂建波,潘峰,沈建国,等.±800 kV特高压T型长横担输电塔风振特性研究[J].特种结构,2013,30(1):48-52,39.Nie J B,Pan F,Shen J G,et al.Wind-induced dynamic response and vibration characteristics of T-long cross arm transmission tower for±800 kV UHV lines[J].Special Structures,2013,30(1):48-52,39.(in Chinese)
[14]中华人民共和国国家经济贸易委员会.DL/T5154-2002架空送电线路杆塔结构设计技术规定[S].北京:中国电力出版社,2002.
[15]中华人民共和国住房和城乡建设部.GB 5009-2012建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.
[16]Iannuzzi A,Spinelli P.Artificial wind generation and structural response[J].Journal of Structural Engineering,1987,113(12):2382-2398.DOI:10.1061/(asce)0733-9445(1987)113:12(2382).
[17]Davenport A G.The spectrum of horizontal gustiness near the ground in high winds[J].Quarterly Journal of the Royal Meteorological Society,1962,88(376):197-198.DOI:10.1002/qj.49708837618.