今日更新:Thin-Walled Structures 1 篇
Compressive behaviors of corner-supported modular steel sway frames with rotary inter-modular connections
Khan Kashan, Chen Zhihua, Liu Jiadi, Tsavdaridis Konstantinos Daniel
doi:10.1016/j.tws.2023.111245
采用旋转式模块间连接的角支撑组合钢摇摆框架的抗压行为
Corner-supported modular steel sway frames (CMSFs) with rotary inter-modular connections (IMCs) differed from traditional frames regarding their column discontinuities, beam groupings, and unique intra- and inter-modular connections, necessitating the investigation into their compressive performance to guarantee their safe and reliable application. This study investigated the compressive behavior of CMSFs with rotary IMCs using experimental tests, numerical modeling, and theoretical analysis. Three compression tests were conducted on sub-assembled CMSFs, considering varying floor and ceiling beam stiffnesses. The results showed that all frames experienced lateral sway, with upper columns at lower regions undergoing inward or outward elastic and plastic local buckling. RS1 (RS2) demonstrated 12% (3%) higher strength than RS3, and stiffness increased by 2% for RS1 compared to RS3. Pre-and post-ultimate ductility of RS3 was 3% (13%) and 20% (37%) greater than RS1 (RS2), indicating that increased rigidity with thicker beams enhanced strength and stiffness but resulted in reduced CMSFs' ductility. A finite element model (FEM) was generated, and its accuracy was verified using experimental load-shortening and failure outcomes, revealing an average prediction error of 0.3%, 9.1%, and 8.5% for compressive resistance, stiffness, and ductility index, respectively. Based on validated FEMs, a parametric study was conducted on 77 CMSFs to investigate the effects of varying beam and column sizes, lengths, beam gaps, and connecting plate thicknesses on compressive resistance, stiffness, and pre-and post-ultimate ductilities. Increasing column and beam sizes from 150 to 200 mm and thicknesses from 6 to 8 mm enhanced strength and stiffness by up to 123% (55%) and 46% (10%), with pre-and post-ultimate ductility growing by 16% (113%) and 15% (19%). However, lengthening them from 0.6 to 1.2 and 3 m decreased CMSFs' strength (stiffness) by up to 37% (5%) and 65% (71%), with no IMC failure. The sub-assembled CMSFs' buckling load was evaluated using theoretical models, considering members' stiffnesses and rotary IMC as pinned and semi-rigid. The average theory-to-FEM buckling load for pinned and semi-rigid IMC was 0.70 and 0.96, indicating that both models were conservative. However, considering IMC's rotational stiffness provided less scattering and a more realistic depiction of the CMSFs' buckling behavior than the pinned model. The study's findings and the accuracy of theoretical buckling models ensured they could conservatively design CMSFs under compressive loadings while considering their uniquenesses.
采用旋转式模块间连接(IMC)的转角支撑组合钢摇摆框架(CMSF)在支柱不连续性、梁组以及独特的模块内和模块间连接方面与传统框架不同,因此有必要对其抗压性能进行研究,以确保其应用的安全性和可靠性。本研究通过实验测试、数值建模和理论分析,研究了带有旋转式 IMC 的 CMSF 的抗压性能。考虑到不同的地板和天花板梁刚度,对分组装的 CMSF 进行了三次压缩试验。结果表明,所有框架都发生了横向摇摆,下部区域的上部支柱发生了向内或向外的弹性和塑性局部屈曲。与 RS3 相比,RS1(RS2)的强度高出 12%(3%),刚度增加了 2%。RS3 的前后延性分别比 RS1(RS2)高 3% (13%) 和 20% (37%),这表明加厚横梁增加了刚度,提高了强度和刚度,但却降低了 CMSF 的延性。我们生成了一个有限元模型(FEM),并使用实验载荷缩短和破坏结果验证了其准确性,结果显示抗压性、刚度和延性指数的平均预测误差分别为 0.3%、9.1% 和 8.5%。基于已验证的有限元模型,对 77 个 CMSF 进行了参数研究,以探讨不同的梁和柱尺寸、长度、梁间隙和连接板厚度对抗压性、刚度和前后最终延性的影响。将支柱和横梁的尺寸从 150 毫米增加到 200 毫米,厚度从 6 毫米增加到 8 毫米,强度和刚度分别提高了 123% (55%) 和 46% (10%),前后延展性分别提高了 16% (113%) 和 15% (19%)。然而,将其从 0.6 米加长到 1.2 米和 3 米,CMSF 的强度(刚度)最多降低 37% (5%)和 65% (71%),但没有出现 IMC 失效。考虑到构件刚度和旋转 IMC 的销钉和半刚性,使用理论模型对分组装 CMSF 的屈曲载荷进行了评估。针状和半刚性 IMC 的平均理论-有限元屈曲载荷分别为 0.70 和 0.96,表明这两种模型都比较保守。不过,考虑到 IMC 的旋转刚度,与销钉模型相比,CMSF 的散射更少,对其屈曲行为的描述也更真实。研究结果和理论屈曲模型的准确性确保了它们可以在考虑 CMSF 独特性的同时,在压缩载荷下对其进行保守设计。