双肢冷弯C型钢斜节点抗震性能研究
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摘要
针对双肢冷弯C型钢背靠背加垫板的截面形式,选取常用的屋檐斜节点作为研究对象,采用试验与有限元相结合的方法分析了15个斜节点试件,发现该类节点具有良好的抗震性能和较高的极限承载能力,得到了节点板厚度、螺栓间距、C型钢厚度和腹板高度等因素对斜节点抗震性能的影响情况。斜节点可能发生梁C型钢弯曲屈曲和节点板弯扭屈曲两种破坏形态,而节点板厚度是影响斜节点破坏形态的主要因素。随着C型钢厚度及高度、螺栓间距的增大,斜节点极限弯矩承载力和初始刚度增大,C型钢高度影响程度最大。建议设计时节点板厚度的取值不小于6mm,螺栓间距在11d0~13d0。最后,分析了16个斜节点正交试件,通过数值分析得到了斜节点半刚性特征值与节点参数之间的设计表达式,可供设计时参考。
This paper presents a description of tests and finite element analyses for the aseismic behavior of 15 oblique joint specimens in which cold-formed back-to-back double C steel sections with gusset plates were used. The effect of a gusset plate thickness, bolt spacing, C steel thickness and web height is discussed. This joint showed a good aseismic behavior and high ultimate resistance. There are two failure modes: beam flexural buckling and gusset plate flexural-torsional buckling. The gusset plate thickness is the main factor for the joint failure mode. As the increase of the C steel thickness, web height and bolt spacing, the oblique-joint-ultimate bending capacity and initial stiffness increase too. Among these factors, the web height affects the most. The bolt spacing ranging from 11d0 to 13d0 is proposed and the thickness of the gusset plate is not less than 6mm. A total of 16 orthogonal specimens were analyzed. The relationship between semi-rigid characteristic values and parameters are discussed by numerical analysis. The conclusion would be a reference for design.
引文
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