格构式钢管混凝土风电塔架球板式节点协同工作性能研究

COOPERATIVE WORKING PERFORMENCE OF SPHERICAL PLATE JOINTS OF LATTICED CONCRETE-FILLED STEEL TUBULAR WIND TURBINE TOWER

以锥台壁厚度n及塔柱填充混凝土强度2个参数为变量,对4个球板式节点模型进行静力试验,研究格构式钢管混凝土风电塔架球板式节点的工作性能及破坏模式,并在此基础上采用ABAQUS进行有限元模拟。试验结果表明:当锥台壁厚度n=8 mm时球板式节点在破坏时表现为压杆屈曲破坏模式,当锥台壁厚度n=6 mm时球板式节点在破坏时表现为焊缝撕裂破坏模式,节点锥台壁厚度的变化对于球板式节点破坏模式的产生与发展具有重要影响,且随着锥台壁厚度的增加,球板式节点的极限承载力也随之增大,但对于塔柱填充混凝土强度的变化,反映在节点试件极限承载力上并不敏感。结合ABAQUS模拟结果可知:在实际工程设计使用中,建议在灌注钢管混凝土塔架的塔柱时选取强度等级为C30的混凝土;节点极限承载力随节点锥台壁厚度n的增加呈明显的增大趋势,但当n>10 mm时,极限承载力增幅开始放缓,在保证腹杆和节点板均不发生屈曲破坏的前提下,建议在实际工程应用中取锥台壁厚度n≤10 mm能够取得效益最大化。

The working performance and damage mode of lattice type steel pipe and concrete wind turbine tower spherical plate nodes were studied by static tests on four spherical plate node models with two parameters of cone wall thickness n and tower column filling concrete strength as variables, and finite element simulation was carried out by ABAQUS on this basis. The test results show that: when the cone wall thickness n=8 mm,the ball plate node shows the compression bar buckling damage mode,and when the cone wall thickness n=6 mm,the ball plate node shows the weld tear damage mode, and the change of the cone wall thickness has an important influence on the generation and development of the damage mode of the ball plate node,and with the increase of the cone wall thickness,the ultimate The ultimate load capacity of the node is also increased with the increase of the cone wall thickness,but it is not sensitive to the change of the strength of the tower column filled concrete in the ultimate load capacity of the node specimen. Combined with the abaqus simulation results,it is suggested that in the actual engineering design and use,the strength grade C30 concrete should be selected when filling the tower column of steel pipe concrete tower;the ultimate bearing capacity of node increases with the increase of node cone wall thickness n,but when n>10 mm, the increase of ultimate bearing capacity begins to slow down, under the premise of ensuring that the web and node plate do not buckle damage. It is suggested that the maximum benefit can be achieved by taking the tapered abutment wall thickness n ≤ 10 mm in practical engineering applications.