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以帽型截面(简称帽钢)钢立柱组成的轻钢龙骨和发泡混凝土共同构成的组合墙体为对象,研究帽钢龙骨组合墙体抗侧承载力。组合墙体试件为两堵,高、宽、厚均为3.0 m×1.8 m×0.2 m,由LC3.0发泡混凝土和4根间距为600 mm的帽钢立柱及横穿柱顶的矩形钢管共同构成,帽钢立柱厚度含1.2 mm和1.5 mm两种,其中后者翼缘上开孔。结果表明:组合墙体在水平荷载作用下将产生多条沿墙体对角线分布的裂缝;当帽钢立柱上开孔时,这些斜裂缝遇到帽钢立柱时仍会沿原方向延伸;而对于未开孔的墙体,这些斜裂缝遇到帽钢立柱时会改变方向沿立柱纵向延伸。组合墙体试件的荷载-水平位移关系曲线均由弹性阶段、弹塑性阶段和塑性阶段构成。而当组合墙体处于弹性阶段时,帽钢立柱的作用并不大,主要是发泡混凝土抵抗外荷载。组合墙体的塑性阶段延续较长,有较高的延性和良好的抗震性能。当帽钢立柱的翼缘上开孔时,组合墙体的荷载-水平位移曲线与不开孔的情况相比更为连续和光滑。增加帽钢立柱的厚度对增大组合墙体的抗侧承载力并没有明显的影响。在进行有限元建模时,把帽钢龙骨和发泡混凝土分别简化为壳单元和密排框架,所得墙体抗侧极限承载力与试验数据十分吻合,是正确和合理的。
The composite wall composed of light steel keel and foamed concrete, which is composed of hat column cross-section (abbreviated as cap steel), is studied to study the anti-side bearing capacity of cap-keel composite wall. The composite wall specimen is two pieces of concrete with the height, width and thickness of 3.0 m × 1.8 m × 0.2 m. It consists of a foamed concrete of LC 3.0 and four steel cap columns with a spacing of 600 mm and a rectangle Steel pipe together constitute the cap steel column thickness of 1.2 mm and 1.5 mm, including the latter on the flange hole. The results show that the composite wall will produce a number of cracks along the diagonal distribution of the wall under the horizontal load. When the perforated steel cap is on the column, these oblique cracks will extend along the original direction when they encounter the steel pillar. For non-perforated walls, these diagonal cracks will change direction along the vertical column when they encounter the steel cap. The load-displacement curves of the composite wall specimens are composed of the elastic phase, the elastic-plastic phase and the plastic phase. And when the combination of the wall in the elastic stage, the role of cap steel columns is not large, mainly foamed concrete to resist external load. The plastic phase of the composite wall continues for a long time with high ductility and good seismic performance. When perforated on the flange of the steel cap post, the load-displacement curve of the composite wall is more continuous and smooth than that of the non-perforated case. Increasing the thickness of the cap steel column has no obvious effect on increasing the anti-side bearing capacity of the composite wall. In the process of finite element modeling, it is correct and reasonable to reduce the ultimate bearing capacity of the resulting wall to the test data by simplifying the hat-steel keel and the foam concrete into the shell element and the close-packed frame, respectively.