基于准稳定理论输电塔风振系数计算方法
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摘要
通过分析指出了当前设计规范中关于计算输电塔风振系数方面条文规定中存在的问题,详细介绍了基于准稳定理论并采用Davenport谱计算输电塔架风振系数的方法,有助于更好理解风振系数的概念。按照给出的计算步骤,编制程序计算了某大跨越输电塔的风振系数,并与按照规范方法计算得到的风振系数进行比较,发现顶部横担处风振系数最大,并且随着高度的增大,风振系数在每个横担高度处都会突然增大,这一点值得工程设计人员注意。
After analysis the paper points out that there are problems existing in the current design specifications about transmission tower wind vibration coefficient calculation,introduces Davenport spectrum calculation method based on quasi-stable theory,which is helpful to understand wind vibration coefficient concept better. According to given calculation steps the wind vibration coefficient of a certain large crossing tower is calculated with a generated program and its result is compared with one calculated with the current specifications. The maximum coefficient is found on the top crossarm and with height rise it is increased suddenly at each crossarm height,to which engineering designer should pay attention.
After analysis the paper points out that there are problems existing in the current design specifications about transmission tower wind vibration coefficient calculation,introduces Davenport spectrum calculation method based on quasi-stable theory,which is helpful to understand wind vibration coefficient concept better. According to given calculation steps the wind vibration coefficient of a certain large crossing tower is calculated with a generated program and its result is compared with one calculated with the current specifications. The maximum coefficient is found on the top crossarm and with height rise it is increased suddenly at each crossarm height,to which engineering designer should pay attention.
引文
[1]Holmes J D.Along-wind responses of lattice tower:part I─deriva-tion of expressions for gust response factors[J].Engineering Struc-tures,1994,16(4):287-292.
[2]Holmes J D.Along-wind responses of lattice tower:partⅡ-aerody-namics damping and deflections[J].Engineering Structures,1996,18(7):483-488.
[3]Holmes J D.Along-wind responses of lattice tower:partⅢ-effective load distributions[J].Engineering Structures,1996,18(7):489-494.
[4]Juhasova E.Quasi-static versus dynamic space wind response of slender structures[J].J.of Wind Eng.&Indus.Aerodyn.,1997,(69-71):757-766.
[5]Yasui H,Marukawa H,Momomura Y,et al.Analytic study on wind-induced vibration of power transmission towers[J].J.of Wind Eng&Indus Aerodyn,1999(83):431.
[6]DL/T5154—2002架空送电线路杆塔结构设计技术规定[S].
[7]GB 50009—2001建筑结构荷载规范[S].
[8]Davenport A G.The spectrum of horizontal gustiness near ground in high winds[J].Royal Meteoral Soc,1961,87:194-211.
[9]张相庭.结构风压和风振计算[M].上海:同济大学出版社,1985.
[10]李宏男,王信前.大跨越输电塔线体系的动力特性[J].土木工程学报,1997,30(5):28-36.
[11]梁枢果,朱继华,王力争.大跨越输电塔-线体系动力特性分析[J].地震工程与工程振动,2003,23(6):63-69.
[12]邓洪州,朱松晔,王肇民.大跨越输电塔线体系动力特性及风振响应[J].建筑结构,2004,34(7):25-28.
[13]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.
[2]Holmes J D.Along-wind responses of lattice tower:partⅡ-aerody-namics damping and deflections[J].Engineering Structures,1996,18(7):483-488.
[3]Holmes J D.Along-wind responses of lattice tower:partⅢ-effective load distributions[J].Engineering Structures,1996,18(7):489-494.
[4]Juhasova E.Quasi-static versus dynamic space wind response of slender structures[J].J.of Wind Eng.&Indus.Aerodyn.,1997,(69-71):757-766.
[5]Yasui H,Marukawa H,Momomura Y,et al.Analytic study on wind-induced vibration of power transmission towers[J].J.of Wind Eng&Indus Aerodyn,1999(83):431.
[6]DL/T5154—2002架空送电线路杆塔结构设计技术规定[S].
[7]GB 50009—2001建筑结构荷载规范[S].
[8]Davenport A G.The spectrum of horizontal gustiness near ground in high winds[J].Royal Meteoral Soc,1961,87:194-211.
[9]张相庭.结构风压和风振计算[M].上海:同济大学出版社,1985.
[10]李宏男,王信前.大跨越输电塔线体系的动力特性[J].土木工程学报,1997,30(5):28-36.
[11]梁枢果,朱继华,王力争.大跨越输电塔-线体系动力特性分析[J].地震工程与工程振动,2003,23(6):63-69.
[12]邓洪州,朱松晔,王肇民.大跨越输电塔线体系动力特性及风振响应[J].建筑结构,2004,34(7):25-28.
[13]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.
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