| 格构式钢管混凝土风电塔架双拼节点性能研究 |
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| 引用本文： | 闻洋,孟春才,刘书坛.格构式钢管混凝土风电塔架双拼节点性能研究[J].西南交通大学学报,2016,29(6):1113-1120. |
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| 作者姓名： | 闻洋 孟春才 刘书坛 |
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| 基金项目： | 国家自然科学基金资助项目（51068021）内蒙古自治区自然科学基金资助项目（2013MS0715） |
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| 摘 要： | 为了掌握钢管混凝土双肢拼接节点的破坏机理和力学性能，进行了6个钢管混凝土双肢拼接节点缩尺模型的静力试验研究，并在此基础上采用ABAQUS进行了有限元的非线性分析.通过塔柱径厚比、节点板厚度和有无加劲板3个参数的变化，对节点的破坏模式、节点板的等效应力等性能指标进行了分析.研究结果表明:无加劲板节点的破坏区在节点板上，加劲板节点的破坏是由于压杆失稳而引起；加劲板节点的承载力大于无加劲板节点，但对节点板的厚度、初始偏心和塔柱径厚比等因素的敏感度降低，无加劲板节点的节点板高应力区集中在节点板中段下部区域和拉腹杆下方的区域；加劲板节点的节点板高应力区集中在节点板中段下部区域；如果腹杆不发生屈曲破坏，当塔柱径厚比27.4时，节点板厚度相同，塔柱径厚比增大，节点承载力下降，当27.4时，节点板厚度增加，节点承载力下降幅度减小；当节点板与塔柱壁厚比2时，节点承载力随着的增大而增加，当2时，塔柱壁厚增加，承载力增加幅度减小.
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| 关 键 词： | 钢管混凝土 风力塔架 拼接节点 试验研究 加劲板 |
| 收稿时间： | 2015-08-21 |
Performance of Double-Limb Splice Joints of Latticed Concrete-Filled Steel Tubular Wind Turbine Tower |
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| WEN Yang,MENG Chuncai,LIU Shutan.Performance of Double-Limb Splice Joints of Latticed Concrete-Filled Steel Tubular Wind Turbine Tower[J].Journal of Southwest Jiaotong University,2016,29(6):1113-1120. |
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| Authors: | WEN Yang MENG Chuncai LIU Shutan |
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| Abstract: | To clarify the failure mechanism and mechanical property of coupled concrete-filled steel tubular (CFST) splice joints, static load experiment was conducted on 6 scale models of coupled CFST splice joints. Then, software ABAQUS was used for non-linear finite element analysis. By changing the radius-thickness ratio of tower column, thickness of gusset plats and the presence of stiffening plates, the failure mode of joints and the equivalent stress of gusset plates were analyzed. The results indicate that the failure zones of joints without stiffening plates located on gusset plates. Failures of stiffening plates were caused by instability of compression bars. Load of joints with stiffening plates was larger than that without stiffening plates. Joints with stiffening plates present weak sensitivity towards thickness of gusset plates, initial eccentricity and radius-thickness ratio of tower column. High-stress zones of gusset plates without stiffening plates mainly concentrate at its middle and lower sections and the lower section of web members. High-stress zones of gusset plates with stiffening plates mainly concentrate at its middle and lower sections. If there is no buckling failures of web members, when the tower column radius-thickness ratio is no more than 27.4 (27.4), the thickness of gusset plates is the same. The bearing capacity of joints decreases with the increase of tower column radius-thickness ratio. When the tower column radius-thickness ratio is greater than 27.4 (27.4), the decrease magnitude of bearing capacity slows with increase in the thickness of gusset plates. When the thickness ratio of gusset plates and tower column walls is no more than 2 (2), the bearing capacity of joints will increase with . When 2, the increase magnitude of bearing capacity decrease with increase of the thickness of tower column walls. |
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