输电塔线体系非线性地震反应分析
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摘要
地震对输电塔线的安全运行产生了威胁。选择输电线路工程中常用的5A-ZM4猫头塔为研究对象,利用ANSYS软件建立两塔三线输电塔线体系有限元模型,计算塔线体系的自振频率和振型并分析影响其动力特性的主要因素。选用天津波、EI-Centro波、上海人工波3条典型地震波,通过调整加速度峰值的方法研究塔线体系的位移响应非线性行为以及弹塑性极限状态。分析结果表明,强震作用下塔线体系进入非线性极限状态时,塔顶最大位移主要集中在H/200~H/100(H为塔高)之间;塔身第2至第3横隔之间杆件将率先进入弹塑性极限状态,产生较大塑性变形,使体系表现出较强的非线性特征。
With the 5A-ZM4 cat-head transmission tower as an example,a finite element model of transmission tower-line system consisting of two towers and three lines is established by using ANASYS software.The dynamic characteristics of natural frequencies and vibration modes of the system are calculated and the influencing factors are analyzed.Based on 3 typical seismic records of Tianjin wave,EI-Centro wave and Shanghai artificial seismic wave,the peak values of the accelerations are scaled up to consider the nonlinear behaviors and plastic limit of transmission towers.The results show that the largest displacements on top of the tower are mainly concentrated between H/200-H/100(H is the height of tower) in the nonlinear ultimate limit state under earthquake;and that the bars between the second and the third diaphragms of the tower fall first into elastic-plastic limit state and produce large plastic deformation,indicating a strong nonlinear characteristics of the system.
With the 5A-ZM4 cat-head transmission tower as an example,a finite element model of transmission tower-line system consisting of two towers and three lines is established by using ANASYS software.The dynamic characteristics of natural frequencies and vibration modes of the system are calculated and the influencing factors are analyzed.Based on 3 typical seismic records of Tianjin wave,EI-Centro wave and Shanghai artificial seismic wave,the peak values of the accelerations are scaled up to consider the nonlinear behaviors and plastic limit of transmission towers.The results show that the largest displacements on top of the tower are mainly concentrated between H/200-H/100(H is the height of tower) in the nonlinear ultimate limit state under earthquake;and that the bars between the second and the third diaphragms of the tower fall first into elastic-plastic limit state and produce large plastic deformation,indicating a strong nonlinear characteristics of the system.
引文
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[2]鞠彦忠,张建禄,单明.输电线路防灾减灾安全销的设计[J].中国电力,2011,44(7):44-47.JU Yan-zhong,ZHANG Jian-lu,SHAN Ming.Design of safety pinto prevent disasters of transmission line[J].Electric Power,2011,44(7):44-47.
[3]李宏男,王前信.大跨越自立式高压输电塔体系的动力特性[J].土木工程学报,1997,30(5):28-36.LI Hong-nan,WANG Qian-xin.Dynamic characteristics of long-spantransmission lines and their supporting towers[J].Civil EngineeringJournal,1997,30(5):28-36.
[4]LI Hong-nan.Response of transmission tower system to horizontaland rocking earthquake excitations[J].Earthquake Engineering andEngineering Vibration,1997,17(4):34-43.
[5]李宏男,王苏岩,班文卓.大跨越输电塔体系的抗震计算模型[J].特种结构,1998,15(3):47-50.LI Hong-nan,WANG Su-yan,BAN Wen-zuo.Aseismic computationmodels for long span transmission lines and their supporting towers[J].Special Structures,1998,15(3):47-50.
[6]石文龙,贾连光,李宏男.竖向振动时导线对高压输电塔体系的影响[J].沈阳建筑工程学院学报:自然科学版,2001,17(4):262-264.SHI Wen-long,JIA Lian-guang,LI Hong-nan.The effects of powerlines on transmission tower under vertical vibration[J].Journal ofShenyang Architectural and Civil Engineering Institute:NaturalScience Edition,2001,17(4):262-264.
[7]盂毅,陈继东,胡丹晖.架空输电线路覆冰在线监测系统的运行[J].中国电力,2011,44(5):38-40.MENG Yi,CHEN Ji-dong,HU Dan-hui.Application of an icingon-line monitoring system in overhead transmission lines[J].Electric Power,2011,44(5):38-40.
[8]朱碧蕾,胡文悌,李春祥.基于有限元分析高压输电塔结构的地震反应[J].地震工程与工程振动,2006,26(5):161-166.ZHU Bi-lei,HU Wen-ti,LI Chun-xiang.Estimating seismic responsesof transmission towers by finite element method[J].EarthquakeEngineering and Engineering Vibration,2006,26(5):161-166.
[9]马宏伟,罗英.自重对输电铁塔的风振响应和地震响应分析[J].长安大学学报:自然科学版,2002,22(6):58-60.MA Hong-wei,LOU Ying.Dead weight’s influence on seismicresponse and wind vibration response of transmission iron-tower[J].Journal of Chang’an University:Natural Science Edition,2002,22(6):58-60.
[10]李宏男,石文龙,王苏岩.高压输电塔-导线耦连体系的简化抗震计算方法[J].特种结构,2002,19(3):58-61.LI Hong-nan,SHI Wen-long,WANG Su-yan.Simplified seismiccalculation method for the coupled system of transmission linesand their supporting tower[J].Special Structures,2002,19(3):58-61.
[11]李宏男,石文龙.考虑导线影响的输电塔侧向简化抗震计算方法[J].振动工程学报,2003,16(2):234-237.LI Hong-nan,SHI Wen-long.Simplified seismic calculation methodconsidering effects of lines on transmission tower[J].Journal ofVibration Engineering,2003,16(2):234-237.
[12]邓洪洲,司瑞娟,邓凌君.大跨越输电塔线体系地震反应分析[J].振动与冲击,2011,30(7):174-177.DENG Hong-zhou,SI Rui-juan,DENG Ling-jun.Seismic responsesof a large crossing transmission tower-line system[J].Journal ofVibration and Shock,2011,30(7):174-177.
[13]沈国辉,孙炳楠,楼文娟.大跨越输电塔线体系的地震响应研究[J].工程力学,2008,25(11):212-217.SHEN Guo-hui,SUN Bing-nan,LOU Wen-juan.Sesismic responsesof long-span transmission tower-line system[J].EngineeringMechanics,2008,25(11):212-217.
[14]刘振亚.国家电网公司输变电工程典型设计500kV输电线路分册[M].北京:中国电力出版社,2005.LIU Zhen-ya.State Grid Corporation of the typical design of 500kV power transmission project[M].Beijing:China Electric PowerPress,2005.
[15]冯云巍.输电塔架ANSYS建模及动力特性研究[J].钢结构,2008,23(1):21-23,31.FENG Yun-wei.Study of transmission tower modeling in ANSYSand dynamic characteristics[J].Steel Construction,2008,23(1):21-23,31.
[16]戴金松.大跨越输电塔线体系地震反应分析[D].西安:西南交通大学,2009.DAI Jin-song.Sesismic responses analysis of long span transmissiontower-line system[D].Xi’an,China:Southwest JiaotongUniversity,2009.
[17]夏泉,焦振,王兴存,等.城市高压输电线路型式判别技术评价[J].中国电力,2011,44(10):41-44.XIA Quan,JIAO Zhen,WANG Xing-cun,et al.Urban high voltagetransmission line type identification technology evaluation[J].Electric Power,2011,44(10):41-44.
[18]张国栋,赵彦芬,薛飞,等.P91钢蠕变-疲劳交互作用应变特征与寿命预测[J].中国电力,2011,44(10):54-59.ZHANG Guo-dong,ZHAO Yan-fen,XUE Fei,et al.Strainperformance and life prediction for P91 steel under creep-fatigueinteraction[J].Electric Power,2011,44(10):54-59.
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