Seismic Behavior of Cold-Formed Steel Frames with Bolted Moment Connections

AbstractThis paper investigates the seismic behavior of the cold-formed steel (CFS) frame with bolted moment connections by quasi-static loading tests and numerical analysis. The quasi-static loading test takes the thickness of the gusset plate and the span of the frame as two key parameters. Meanwh...

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Bibliographic Details
Published in:Journal of structural engineering (New York, N.Y.) N.Y.), 2020-03, Vol.146 (3)
Main Authors: Chen, Ming, Huo, Jia-Hao, Xing, Yi-Wen
Format: Article
Language:English
Subjects:
Cold working
Cold-formed steel
Compression ratio
Failure modes
Finite element method
Gusset plates
Hysteresis
Numerical analysis
Seismic response
Steel frames
Steel structures
Stiffness
Structural engineering
Technical Papers
Thickness ratio
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Summary:AbstractThis paper investigates the seismic behavior of the cold-formed steel (CFS) frame with bolted moment connections by quasi-static loading tests and numerical analysis. The quasi-static loading test takes the thickness of the gusset plate and the span of the frame as two key parameters. Meanwhile, the effects of the column slenderness ratio, axial compression ratio of the column, height/thickness ratio of the column web, and beam/column linear stiffness ratio are the primary focus of the finite-element method. By using these methods, this paper presents seismic behavior and a simplified hysteretic model for the CFS frame. The results indicate that “failure of the beam end” and “failure of the column base” are the two main failure modes. The CFS frame shows outstanding seismic performance, and the column slenderness ratio, beam/column linear stiffness ratio, axial compression ratio of the column, and height/thickness ratio of the column web mainly affect it. The hysteretic model has been compared with the test results to demonstrate high reliability. The findings presented here provide future reference for the design of such a cross-sectional frame.
ISSN:0733-9445
1943-541X
DOI:10.1061/(ASCE)ST.1943-541X.0002538