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Seismic behavior of unreinforced steel beam-to-column moment connections.

机译：未加固的钢梁至柱弯矩连接的抗震性能。

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摘要

Northridge earthquake of 1994 caused numerous serious fractures of moment beam-to-column connections in steel structures. Brittle nature of these fractures effectively demonstrated the unexpected lack of ductility in steel structures.; This dissertation focuses on unreinforced, fully restrained exterior beam-to-column moment connection. The dissertation aims at the investigation of connection seismic behavior through four major parameters: welding details, panel zone strength, beam material yield strength, and beam depth. The investigation is conducted using data from experimental testing of 14 full-scale connection specimens.; Obtained experimental data is analyzed using specimen-size (global) and strain gage (local) approaches. The global analysis considers strength, stiffness, ductility, and yielding parameters. Strength is evaluated in terms of applied load. Stiffness is evaluated in terms of elastic stiffness and stiffness of each new drift cycle. Ductility is evaluated in terms of energy dissipation, and different rotation parameters of a connection. In the local analysis certain strain parameters are considered to evaluate specimen performance. These parameters include the longitudinal strains across beam flanges, the principal strains, the largest shear strain, and the local curvatures in beam flanges as well as the shear strains in the connection panel zone.; The following was established: (1) Pre-Northridge connection specimens behaved poorly, exhibiting brittle fractures similar to ones observed in the aftermath of Northridge earthquake. (2) Welding details, applied to mitigate fractures, significantly improved connection performance. However, that was not enough to qualify connections for Special Moment Resisting Frames in high seismic zones. Particularly, use of notch-tough electrode E70TG-K2 (CV toughness 20lb-ft at −20°F) is beneficial. (3) Specimens with higher beam yield strength and weak panel zone are associated with larger energy dissipation and plastic rotation capacities. (4) Specimens with deeper beams feature larger energy dissipation and larger load resistance capacities. On the other hand, plastic rotation capacity was not sensitive to beam depth.; Future research should focus on more extensive strain gage data analysis, additional tests, analytical frame-scale modeling and analysis to better understand causes of connection failure, produce better connection designs and safer steel structures.
机译：1994年的Northridge地震在钢结构中导致矩梁到柱连接的许多严重断裂。这些断裂的脆性有效地证明了钢结构中出乎意料的缺乏延展性。本文的重点是在未加强，完全约束的外部梁到柱矩连接上。本文旨在通过四个主要参数对连接地震行为进行研究：焊接细节，面板区域强度，梁材料屈服强度和梁深度。使用来自14个满量程连接样品的实验测试数据进行调查。使用样本大小（整体）和应变计（局部）方法分析获得的实验数据。整体分析考虑了强度，刚度，延展性和屈服参数。强度根据施加的载荷进行评估。根据弹性刚度和每个新漂移周期的刚度评估刚度。可延展性是根据能量耗散以及连接的不同旋转参数进行评估的。在局部分析中，应考虑某些应变参数以评估样品性能。这些参数包括横梁凸缘上的纵向应变，主应变，最大剪应变，横梁凸缘上的局部曲率以及连接面板区域中的剪应变。建立了以下内容：（1）北岭前连接标本表现较差，表现出类似于北岭地震后所观察到的脆性断裂。 （2）用于减轻断裂的焊接细节显着改善了连接性能。但是，这还不足以使高地震带中的特殊抗力矩框架符合连接条件。尤其是，使用缺口型电极E70TG-K2（-20°F下CV韧性20lb-ft）是有利的。 （3）较高的梁屈服强度和较弱的面板区域的标本与更大的能量耗散和塑性旋转能力有关。 （4）光束较深的标本具有更大的能量耗散和更大的抗负载能力。另一方面，塑性旋转能力对光束深度不敏感。未来的研究应集中在更广泛的应变计数据分析，附加测试，分析框架规模的建模和分析上，以更好地理解连接失败的原因，产生更好的连接设计和更安全的钢结构。

著录项

  • 作者

    Margarian, Areg.;

  • 作者单位

    University of Michigan.;

  • 授予单位 University of Michigan.;
  • 学科 Engineering Civil.
  • 学位 Ph.D.
  • 年度 2002
  • 页码 279 p.
  • 总页数 279
  • 原文格式 PDF
  • 正文语种 eng
  • 中图分类 建筑科学;
  • 关键词

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