Mechanical Behavior of Intercalation Plate Joints of Concrete-Filled Steel Tubular Wind Turbine Tower
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摘要: 为了掌握格构式钢管混凝土风电塔架插板式节点的受力性能，进行了4个插板式节点缩尺模型的静力试验，并在此基础上采用ABAQUS进行参数扩展的有限元非线性分析；通过节点板厚度和球柱高度的变化，对节点的节点板等效应力分布、锥台区等效应力分布等性能指标进行了分析. 研究结果表明：插板式节点的破坏形态可分为节点板屈曲破坏模式、包裹体滑移破坏模式和球柱剪切破坏模式，分别取决于节点板厚度、包裹体握裹力和球柱高度；节点板为节点的薄弱部位，随着节点板厚度和球柱高度的变化，其高应力区均集中在节点板下部与球柱相交处；假定腹杆不发生屈曲破坏，在球柱高度相同时，当节点板厚度n ≤ 12 mm时，节点承载力随着n的增大而增加，当n > 12 mm时，随着n的增大，节点承载力增长幅度明显放缓；在节点板厚度相同时，当球柱高度h ≤ 90 mm时，节点承载力随着h的增大而增加，当h > 90 mm时，随着h的增大，节点承载力增长幅度明显放缓；此类节点在实际工程设计使用时节点板厚度n ≤ 12 mm较为合理、球柱高度h ≤ 90 mm较为合理.Abstract: In order to understand mechanical behavior of intercalation plate joints of concrete-filled steel tubular wind turbine tower, static test of four split-type nodes was carried out, and finite element nonlinear analysis of parameters expansion was carried out by ABAQUS. Effect force distribution of the gusset plate and equivalent stress distribution in cone were analyzed by change the thickness of the gusset plate and the height of the spherical column. The results show that failure modes include buckling failure mode, inclusion slip failure mode, and spherical column shear failure mode, which depend on the thickness of the gusset plate, the holding force of the inclusion, and the height of the spherical column. The gusset plate is the weak part of the node, which varied with the thickness of the gusset plate and the height of the spherical column, the high stress zone concentrate at the intersection between lower part of the gusset plate and the spherical column. If brace buckling failure do not occur, the spherical column at the same height, the thickness of the gusset plate is no more than 12 mm (n ≤ 12 mm), the bearing capacity of the node increases with the gusset plate thickness, when the gusset plate thickness is larger than 12 mm (n > 12 mm), with the increase of the gusset plate thickness, the increase of the node bearing capacity slows down significantly. when the gusset plate thickness is the same, the sphere cylinder height is no more than 90 mm (h ≤ 90 mm), the bearing capacity of the node obviously increases with the increase of the ball column height, when the sphere cylinder height is larger than 90 mm (h > 90 mm), the bearing capacity of the node slows down with the increase of the sphere cylinder height obviously. It suggests that the gusset plate thickness is no more than 12 mm （n ≤ 12 mm）, the ball column height is no more than 90 mm （h ≤ 90 mm） is more reasonable for such nodes in actual engineering design.
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Key words:
- concrete-filled steel tube /
- joint /
- failure mode /
- bearing capacity /
- experimental study
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图 8 腹杆轴力-变形曲线对比
Figure 8. Contrast about the axial force and the deformation curve of the ventral stem
图 9 承载力与节点板厚度关系曲线
Figure 9. Relation of bearing capacity and the thickness of gusset plate
图 10 承载力与球柱高度关系
Figure 10. Relation of bearing capacity and the height of sphere cylinder
表 1 试件几何参数
Table 1. Geometrical parameters of specimens
mm 试件编号 塔柱截面 包裹体截面 腹杆截面（双支角钢） 球柱 节点板截面 外径 壁厚 长度 外径 壁厚 长度 宽 厚 长度 直径 高 长 斜边 厚 JD-1 219 6 1 800 235 8 400 80 6 700 70 80 600 300 6 JD-2 219 6 1 800 235 8 400 80 6 700 70 100 600 300 6 JD-3 219 6 1 800 235 8 400 80 6 700 70 80 600 300 10 JD-4 219 6 1 800 235 8 400 80 6 700 70 100 600 300 10 
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表 2 钢材力学性能指标
Table 2. Mechanical properties of steel
构件 屈服强度
fy /MPa极限强度
fu /MPa弹性模量
Es/GPa腹杆 258 462 192 球柱 325 474 225 节点板： n = 6 mm 294 478 196 节点板： n = 10 mm 272 458 202
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表 3 试件极限承载力
Table 3. Ultimate bearing capacity of specimen
试件编号 试验承载力/kN 模拟承载力/kN 误差/% JD-1 218 235 7.8 JD-2 228 249 9.2 JD-3 282 309 9.2 JD-4 294 321 8.9
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表 4 参数扩展分析
Table 4. Parameter expansion analysis
节点编号 n/mm h/mm 极限承载力/kN A-1 7 60 226.4 A-2 7 70 245.4 A-3 7 90 274.9 A-4 7 110 288.5 A-5 7 120 291.4 B-1 8 60 255.3 B-2 8 70 280.8 B-3 8 90 308.7 B-4 8 110 319.7 B-5 8 120 322.6 C-1 9 60 280.5 C-2 9 70 304.2 C-3 9 90 336.7 C-4 9 110 344.3 C-5 9 120 349.7 D-1 12 60 343.4 D-2 12 70 376.3 D-3 12 90 409.7 D-4 12 110 425.3 D-5 12 120 431.6 E-1 14 60 366.8 E-2 14 70 389.6 E-3 14 90 422.9 E-4 14 110 440.7 E-5 14 120 447.1
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