Behavior and Design of Cold-Formed Steel Bolted Connections Subjected to Combined Actions
Behavior and Design of Cold-Formed Steel Bolted Connections Subjected to Combined Actions
复制标题
冷弯型钢螺栓连接在联合作用下的性能和设计
DOI：
10.1061/(asce)st.1943-541x.0002966
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发表时间：
2021
影响因子：
4.1
通讯作者：
Mojtabaei S
中科院分区：
文献类型：
--
作者：
Mojtabaei S
冷弯型钢（CFS）抗弯连接通常通过将连接元件的腹板螺栓连接到加强节点板上而形成，并且连接附近腹板的局部屈曲通常决定其能力。本文的目的是研究这种破坏模式的情况下，连接是受联合轴压，剪，弯矩。在第一步中，纯压缩载荷的情况下进行了研究。验证几何和材料非线性分析与缺陷（GMNIA）有限元（FE）模型被用来调查不同的设计变量，包括横截面几何形状和厚度，螺栓组配置，和螺栓组长度的影响。研究结果被用来开发CFS螺栓连接的抗压承载力的设计方程。在下一步中，有限元模型用于评估CFS螺栓连接承受组合弯曲和剪切以及组合轴向压缩、弯曲和剪切的能力。提出了合适的相互作用方程，并在欧洲规范和美国钢铁协会（AISI）标准的框架内进行可靠性分析。结果表明，弯矩和轴力之间的相互作用可以用线性方程精确描述，而小于抗剪承载力一半的剪力对弯矩承载力的影响可以忽略不计。
Cold-formed steel (CFS) moment connections are often formed by bolting the webs of the connecting elements to a stiffened gusset plate, and local buckling of the web adjacent to the connection typically governs their capacity. This paper aims to study this failure mode in case the connection is subject to combined axial compression, shear, and bending moment. In a first step, the case of pure compressive loading was investigated. Validated geometric and material non-linear analysis with imperfections (GMNIA) finite-lement (FE) models were used to investigate the effects of different design variables, including the cross-sectional geometry and thickness, the bolt group configuration, and the bolt group length. The results were then used to develop design equations for the compressive capacity of CFS bolted connections. In a next step, the FE models were used to assess the capacity of CFS bolted connections subject to combined bending and shear, and combined axial compression, bending, and shear. Suitable interaction equations were proposed and reliability analyses were performed within the framework of both the Eurocode and the American Iron and Steel Institute (AISI) standards. It was concluded that a linear equation accurately captures the interaction between bending moment and axial force, while the effects of a shear force smaller than half of the shear capacity on the bending moment capacity can be neglected.
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