摘要
对6个钢管混凝土格构式风电机塔架焊接相贯节点和焊接管板节点进行了缩尺模型试验,研究了这两种塔架节点的破坏机理和破坏特征、节点进入塑性后的变形发展过程以及节点交汇区域的复杂应力状态和分布规律。试验结果表明:塔柱钢管内混凝土的存在,使钢管混凝土节点的破坏模式和力学性能与空钢管节点大大不同,钢管混凝土相贯节点的破坏形态为受压腹杆局部屈曲破坏,管板节点的破坏形态为节点板受压屈曲和受拉撕裂破坏,没有出现节点区塔柱管壁在受拉、受压腹杆接头处的塑性变形失效。由试验结果还得到:两种节点交汇处塔柱管壁以及节点板的应力分布极不均匀,个别测点已经进入塑性而有的测点仍然处于弹性阶段。由破坏形态和节点区的应力分布情况得到了一些设计建议,为实际工程塔架节点的设计提供参考。
Six latticed concrete-filled steel tubular （CFST） wind turbine tower K-shape joints were carried 6n the static load test, which included the weld intersecting joint and the gusset plate joint. The failure mechanism and characteristics on the two kinds of K-shape joints, the deformation development process after joints entered plastic stage and the stress state and distribution of joint intersection area were studied. The results show that the failure mode and mechanical behavior of CFST K-shape joints are greatly different from that of the hollow steel tubular K-shape joints because of the existence of core concrete, the failure mode of the weld intersecting joints show the local buckling of compression web member and that of the gusset plate joints present as the compression buckling and tension tearing of the gusset plates, while the plastic deformation failure of tower column tube wall in joint area is not appear. It is also shown by test results that the stress distribution of tower column tube wall and gusset plate in joint intersection is extremely non-uniform, individual parts already enter plastic state but some other parts are still in elastic state. According to the failure mode and stress distribution conditions of the two kinds of K-shape joints, some design suggestions are drawn, which can provide reference for the latticed CFST wind turbine tower joints.
出处
《建筑结构》
CSCD
北大核心
2013年第5期35-38,44,共5页
Building Structure
基金
国家自然科学基金项目(51068021)
包头市科技攻关项目(2010Z1002
2011Z1006)
内蒙古自然科学基金项目(2012MS0711)
关键词
钢管混凝土
格构式塔架
相贯节点
管板节点
静力性能
concrete-filled steel tube
latticed tower
weld intersecting joint
gusset plate joint
static behavior
