输电线路钢管塔小角度K形节点承载力研究  

Research on load-carrying capacity of smaller angle K-joints for power transmission steel tubular tower

作　　者：李茂华[1] 邢海军[1] 胡晓光[1] 高渊[1] 

机构地区：[1]中国电力科学研究院,北京100192

出　　处：《建筑结构》2013年第5期48-53,共6页Building Structure

摘　　要：现有的K形节点试验数据及我国《钢结构设计规范》(GB 50017—2003)的计算公式均是在主管与支管的夹角大于等于30°的情况下给出的。对于输电线路钢管塔而言,受电气间隙或线路走廊的影响,主管与支管的夹角有时会小于30°。通过试验及有限元分析得出,K形节点极限承载力应取支管轴力极值和主管壁塑性变形达到主管直径的2%两种状态中先期到达者所对应的支管轴力。现行设计计算方法对夹角小于18°的K形节点以及偏心连接的K形节点是不安全的,建议输电线路钢管塔设计时应尽量满足主管与支管之间夹角不小于20°。The current K-joints test data and calculation formula in Code for design of steel structure （GB 50017--2003 ） were given under condition that angle between the main pipe and the branch pipe no less than 30°. Due to the influence of electric gap or line corridor, the angle between the main pipe and the branch pipe may be less than 30° for the power transmission steel tubular tower. The results of test and finite element analysis show that the K-joints limit load shall take the less load of branch pipe axial limit force and the branch pipe axial force correspond to plastic deformation of main pipe wall which reaches 2% diameter of the main pipe. The current design and calculation method were not safe for K-joints with small angle （less than 18°） and K-joints with eccentric connection. It is recommend that the angle between the main pipe and the branch pipe should not less than 20~ in design of power transmission steel tubular tower.

关 键 词：输电线路 钢管塔 K形节点 试验 有限元法 

分 类 号：TU392.3[建筑科学—结构工程]