Axial Bearing Capacity of Angle Parallel Reinforcement for High Voltage Transmission Towers
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摘要: 提高输电杆塔主材局部稳定性的承载力，可有效地避免输电塔倒塌事故的发生. 为此，通过6个轴心受压角钢并联加固试验、1个单角钢轴心受压试验和分析13个有限元模型，得到了试件的荷载-位移曲线和荷载-应变曲线以及构件的Mises应力云图，确定了试件的受力规律和应变规律以及设计参数对构件承载力的影响规律. 分析表明：试件原角钢的局部屈曲失稳为试件主要破坏形式；加固角钢的单元最大强度达到223.1 MPa；填板夹具的单元最大强度达到83.7 MPa；试件整体应变以竖向应变为主，填板夹具以剪切应变为主；均匀受压板理论的屈曲公式可以较好地计算出该加固试件的极限承载力；角钢并联加固法可以提高单角钢40%承载能力.Abstract: The risk of transmission tower collapse can be effectively controlled by improving the bearing capacity of its local stability. Through the test of six-angle parallel reinforcement under axial compression, a single-angle axial compression test and the analysis of 13 finite element models, the load-displacement curves of the specimens, the load-strain curves and Mises stress nephogram are obtained. Further the laws of stress and strain of the specimens and how design parameters affect the component bearing capacity are explored. The results show that the local buckling instability is the main failure mode of the specimens. The maximum strength of the reinforced angle unit reaches 223.1 MPa, and the maximum strength of the board clamp element reaches 83.7 MPa. The overall strain of the specimen is mainly vertical strain, and that of the board clamp is mainly shear strain. The buckling formula of uniform plate theory can calculate the ultimate bearing capacity of the reinforced specimen. The parallel reinforcement can improve the bearing capacity of single angle by 40%.
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Key words:
- transmission tower /
- angle /
- reinforcement /
- axial compression test /
- numerical simulation /
- bearing capacity analysis
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表 1 试件的几何尺寸和材料参数
Table 1. Geometric dimensions and material parameters of specimens
试件 输电塔圆角钢长度/mm 加固角钢长度/mm 连接方式 连接件位置及数量/个 连接件长度/mm 1 1 800 1 700 填板夹具 端部：2 170 中部：2 170 2 1 800 1 700 填板夹具 端部：2 290 中部∶2 110 3 1 800 1 700 填板夹具 端部∶2 290 中部∶1 110 4 1 800 1 700 填板夹具+螺栓打孔 端部∶2 170 中部∶2 170 5 1 800 1 700 填板夹具 端部∶2 290 中部∶2 110 6 1 800 1 700 填板焊接 端部∶2 290 中部∶2 110 7 1 800 — — — — 注：原角钢和加固角钢均为Q235-∟140 × 10等边角钢. 
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表 2 有限元值对比
Table 2. Comparison of finite element results
试件名称 数值模
拟值/kN试件 1/其他
模拟值试件 1 641 1.000 试件 1-加固角钢 Q345 664 0.965 试件 1-加固角钢 Q420 674 0.951 试件 1-夹具 Q345 679 0.944 试件 1-夹具 Q420 691 0.928 试件 1-3 个夹具 636 1.008 试件 1-2 个夹具 620 1.034 试件 1-1 个夹具 608 1.054 试件 1-夹具长度 110 mm 583 1.099 试件 1-夹具长度 290 mm 695 0.922
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表 3 试验数据与公式和数值模拟数据对比
Table 3. Comparison between experimental data and numerical simulation data
试件 试验值/kN 试验值/式（2）值 试验值/数值模拟值 式（2）值/数值模拟值 1 641 1.017 0.967 0.950 2 661 1.049 0.962 0.917 3 595 0.944 0.963 1.019 4 620 0.984 0.935 0.950 5 541 0.859 0.909 1.059 6 570 0.905 0.958 1.059
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