输电线路钢管塔小角度K形节点承载力研究
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李茂华，邢海军，胡晓光，高渊（中国电力科学研究院， 北京 100192）［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°。［关键词］输电线路；钢管塔；K形节点；试验；有限元法中图分类号：TU392.3 文献标识码：A 文章编号：1002-848X(2013)05-0048-06Research on load-carrying capacity of smaller angle K-joints for power transmission steel tubular towerLi Maohua, Xing Haijun, Hu Xiaoguang, Gao Yuan(China Electric Power Research Institute, Beijing 100192, China)Abstract: 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.Keywords: power transmission line; steel tubular tower; K-joint; test; finite element method参考文献［1］杨建平．架空输电线路钢管塔结构［M］．北京：中国电力出版社，2011．［2］孙竹森，程永锋，张强，等．输电线路钢管塔的推广与应用［J］．电网技术，2010，34 (6)：186-192．［3］陈以一，陈杨骥．钢管结构相贯节点的研究现状［J］．建筑结构，2002，32(7)：52-55,31．［4］黄文金，陈宝春．支管拉力作用下钢管K形节点承载力计算方法探讨［J］．建筑结构，2010，40 (2)：52-55．［5］张国军，王树，王耀峰，等．弦杆受压大直径空间相贯节点足尺模型试验与设计研究［J］．建筑结构，2010，40(12)：10-18．［6］《钢结构设计规范》编制组．《钢结构设计规范》专题指南［M］．北京：中国计划出版社，2003．［7］廖宗高，张克宝．关于输电钢管塔设计有关问题的探讨 ［J］．电力勘测设计,2009,8(4):55-58.［8］应建国，叶尹．大跨越输电线路钢管塔结点分析［J］．电力建设，2003，24 (9)：3032．［9］刘建平，郭彦林，陈国栋．圆管相贯节点极限承载力有限元分析［J］．建筑结构，2002，32(7)：56-59．［10］YURA J A，HOWELL L E，FRANK K H．Ultimate load tests on tubular connections［R］．Civil Engineering Structural Research Laboratory，University of Texas，Report No.78-1, 1978．［11］陈以一，陈杨骥，詹琛．圆钢管空间相贯节点的实验研究［J］．土木工程学报，2003，36 (8)：24-30．［12］王伟, 陈以一．圆钢管相贯节点局部刚度的参数公式［J］．同济大学学报，2003，31(5)：515-519．［13］WANG B，HU N，KUROBANE Y, et al．Damage criterion and assessment approach to tubular joints［J］．Engineering Structures, 2000(22):424-434.［14］舒兴平，任森智．钢管相贯节点焊接缺陷类型及对极限承载力的影响［J］．建筑结构，2006，36(1)：24-27．
