Shape memory alloys have been used in developing self-centering steel moment connections. This article presents a numerical study aiming at evaluating the cyclic response sensitivity and limit states of extended endplate steel connections with shape memory alloy bolts. Three-dimensional finite element models are developed and validated against a recent experimental study. Using a statistical design-of-experiment method, the effects of 21 design factors and their interactions on the cyclic response of shape memory alloy connections are assessed. The sensitivity of six response parameters is studied. In addition, four limit states for shape memory alloy connections are discussed, including beam local buckling, bolt excessive axial strain, endplate yielding, and column flange yielding. Results show that endplate thickness, shape memory alloy bolt diameter, beam web slenderness ratio, and shape memory alloy maximum transformation strain are the most influential factors. Furthermore, endplate yielding is found to be the governing limit state in almost 80% of the analyzed connections, whereas shape memory alloy bolt excessive strain and column flange yielding are observed in less than 20% and 5% of the connections, respectively. Beam local buckling is not governing in the analyzed shape memory alloy connections designed as per the AISC 358-16 and AISC 341-16 seismic design requirements for extended endplate connections and highly ductile members.

中文翻译：

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形状记忆合金螺栓端板钢连接的极限状态行为和响应灵敏度分析

形状记忆合金已用于开发自定心钢力矩连接。本文提出了一项数值研究，旨在评估具有形状记忆合金螺栓的扩展端板钢连接的循环响应灵敏度和极限状态。根据最近的实验研究开发并验证了三维有限元模型。使用统计实验设计方法，评估了 21 个设计因素及其相互作用对形状记忆合金连接的循环响应的影响。研究了六个响应参数的灵敏度。此外，还讨论了形状记忆合金连接的四种极限状态，包括梁局部屈曲、螺栓过度轴向应变、端板屈服和柱翼缘屈服。结果表明，终板厚度、形状记忆合金螺栓直径、梁腹板长细比和形状记忆合金最大转变应变是影响最大的因素。此外，在几乎 80% 的分析连接中，发现端板屈服是控制极限状态，而分别在不到 20% 和 5% 的连接中观察到形状记忆合金螺栓过度应变和柱法兰屈服。根据 AISC 358-16 和 AISC 341-16 抗震设计要求设计的用于扩展端板连接和高延展性构件的分析形状记忆合金连接中，梁局部屈曲不受控制。发现端板屈服是几乎 80% 分析连接的控制极限状态，而形状记忆合金螺栓过度应变和柱法兰屈服分别在不到 20% 和 5% 的连接中观察到。根据 AISC 358-16 和 AISC 341-16 抗震设计要求设计的用于扩展端板连接和高延展性构件的分析形状记忆合金连接中，梁局部屈曲不受控制。发现端板屈服是几乎 80% 分析连接的控制极限状态，而形状记忆合金螺栓过度应变和柱法兰屈服分别在不到 20% 和 5% 的连接中观察到。根据 AISC 358-16 和 AISC 341-16 抗震设计要求设计的用于扩展端板连接和高延展性构件的分析形状记忆合金连接中，梁局部屈曲不受控制。