Seismic Response of Resilient Steel Frame with Self-Centering SMA Brace

Hu, Shujun; Chang, Liqing; Zhang, Bo; Zeng, Sizhi; Tang, Fenghua; Zhi, Qing

doi:10.1007/s13296-023-00789-1

Cited by 1 publication

(1 citation statement)

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“…A significant characteristic of the eccentrically braced steel frame structure is that damage occurs in predesigned shear links, protecting the connecting nodes from damage. Only replacing the shear link can restore the structure to its original function, which brings great convenience to post-earthquake repairs [8][9][10][11]. The overstrength factor and inelastic rotation are used to evaluate the lateral stiffness and energy dissipation capacity of shear links.…”

Section: Introductionmentioning

confidence: 99%

Mechanical Properties and Influence Factors of Ordinary Shear Links

Hu,

Liu,

Zeng

et al. 2024

Buildings

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The current specification requires the same limiting values of inelastic rotation and the overstrength factor for shear links with a length ratio less than 1.6. However, recent studies have shown that the mechanical properties of ordinary shear links with a length ratio ranging from 1.0 to 1.6 are obviously different from those of very short shear links with a length ratio less than 1.0. Additionally, shear links made of different steel materials have differences in mechanical properties. Based on Q345 steel, three ordinary shear links with a length ratio of 1.36 were designed to intensively explore the influence of stiffener configurations and spacing on mechanical properties. Under cyclic loading tests, the failure modes, hysteresis curves, skeleton curves, secant stiffness curves and energy dissipation capacities of shear link specimens were recorded. The results show that the overstrength factor and inelastic rotation of specimens SL-1 and SL-2, which had different stiffener configurations, reached 1.59 and 0.10, while those of specimen SL-3, which had wider stiffener spacing, reached 1.48 and 0.07, which showed that varying the stiffener configuration has no obvious effect, while relaxing stiffener spacing can result in severe buckling of the web. Additionally, its bearing capacity, inelastic rotation, secant stiffness and energy dissipation capacity reduced. Hence, the stiffener spacing should satisfy the requirements of the specification and not be too wide. Based on ABAQUS software, finite element models of ordinary shear links proved to be accurately consistent with test specimens in terms of mechanical properties. On this basis, 114 numerical models of ordinary shear links with different length ratios, stiffener spacings, flange-to-web area ratios, flange strengths, web depth-to-thickness ratios and stiffener thicknesses were designed to study the influence on the overstrength factor.

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Section: Introductionmentioning

confidence: 99%