Ductile moment-resisting frames using cold-formed steel sections: An analytical investigation

Sabbagh, Alireza Bagheri; Petkovski, Mihail; Pilakoutas, Kypros; Mirghaderi, Rasoul

doi:10.1016/j.jcsr.2010.11.016

Cited by 40 publications

(9 citation statements)

References 36 publications

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“…Their structural performance and mathematical modelling for the prediction of their inelastic behaviours were also verified and validated by Uang and Sato [4,5]. Sabbagh et al studied configurations of double-channel beams and the reinforcement effects by testing and using numerical simulations to increase their strength and ductility [6][7][8]. Serror et al conducted full-scale testing of built-up beams with bolted connections for comparison with the numerical simulation results [9].…”

Section: Introductionmentioning

confidence: 93%

Seismic Design Procedure for Low-Rise Cold-Formed Steel–Special Bolted Moment Frames

Sato,

Kitagawa

2024

Applied Sciences

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In 2007, the American Iron and Steel Institute (AISI) established a standard for cold-formed steel–special bolted moment frames (CFS-SBMFs). This structural system is designed to resist seismic forces. The CFS-SBMF system employs double-channel beams and square hollow structural section (HSS) columns that are bolted together to create a sturdy and robust structural frame. However, the CFS-SBMF system is only suitable for constructing one-storey buildings, and ASCE 7 prohibits its use in buildings with a height of over one storey. This study was conducted to expand the use of CFS-SBMFs to the construction of multi-storey low-rise buildings. Firstly, a new moment connection detail is proposed, and a design procedure is proposed to ensure that bolted connections, instead of beams or columns, have the ductility to withstand seismic forces. Secondly, the proposed design procedure for bolted connections was verified through full-scale cyclic testing. Finally, a comprehensive evaluation was undertaken to evaluate the proposed structural system’s performance under seismic excitation. The evaluation included nonlinear dynamic analysis and incremental dynamic analysis (IDA) according to FEMA P695, which provided a detailed understanding of the seismic design factors (SDFs) in multi-storey low-rise CFS-SBMF buildings.

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Section: Introductionmentioning

confidence: 93%

Seismic Design Procedure for Low-Rise Cold-Formed Steel–Special Bolted Moment Frames

Sato,

Kitagawa

2024

Applied Sciences

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“…The linear S4R shell element was employed for all the steel sections having 4 nodes each with 6 translational and rotational degrees of freedom and reduced integration, while the RuC infill has been modelled using the 8-node reduced integration C3D8R brick element with three translational degrees of freedom per node. A mesh size of 20 mm × 20 mm was chosen for the beam and column steel channels, which has been shown [7][8][9] to capture the load-deformation response of CFS connections with high accuracy, while a coarser mesh size of 50 mm × 50 mm was chosen for the RuC infill. A bi-linear stress-strain curve has been utilised for all the steel components with the nominal yielding strength and modulus of elasticity same as those used at the design stage (see Section 2), and with a strain hardening second modulus ratio of E / Es = 0.01.…”

Section: Fe Modelling Specificationsmentioning

confidence: 99%

“…In parallel with the stud-wall LSF systems, a framed moment-resisting (MR) type of LSF systems have also been developed by Uang and Sato [6] featuring CFS channel beams bolted to both sides of hollow section columns, with the application limited to single-storey structures. More recently, a rigid moment-resisting CFS beam-to-column connection has been developed by the first author [7][8][9][10][11] through a set of physical tests and finite element (FE) analyses suitable for multi-storey building structures in seismic areas. Fig.…”

Section: Introductionmentioning

confidence: 99%

Development of composite cold-formed steel-rubberised concrete semi-rigid moment-resisting connections

et al. 2022

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“…Efforts were made to increase the lightweight section ductility by stiffening flange parts from flat to curves, combined with an out-of-plane stiffener placed on the beam web [7,8]. The connections are a significant part of the structure and act to distribute the load to each member of the structure.…”

Section: Introductionmentioning

confidence: 99%

Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

Firdaus

Saggaff

Tahir

et al. 2021

AEJ

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The use of cold-formed steel (CFS) as part of a major construction has been rapidly increasing recently, as it is considered viable as an alternative to the conventional hot-rolled steel section. However, information about CFS as part of a non-composite system is still limited as the connection is designed as a pinned connection, only good for roof trusses and wall paneling. The aim of this research is to propose a connection for CFS sections that could enhance the strength of typical CFS connections, from pinned to partial strength connections. This paper presents the behavior of the partial strength of a non-composite beam-to-column connection for a cold-formed steel section where a gusset plate was used as a stiffener. This type of proposed connection for CFS is not limited only to the construction of roof trusses and wall cladding, but is also able to provide better flexural strength in semi-continuous construction. The proposed connections consisted of 6 specimens divided into two types, the first of which were stiffened by the gusset plate and the second of which were enhanced further with the top, seat and web angles. From the results of the experimental tests it was concluded that all the proposed connections can be categorized as partial strength connections, where the strength was more than 25% of the connected beam and suitable for use in semi-continuous construction. A relatively good agreement was recorded for the comparison between the experimental results and the predicted results from the EC3 component method super-imposed with a haunched gusset plate and top, seat and web angle components, which differed in the range of 1.31 to 1.5 times for the moment resistance and 1.07 to 1.37 times for the stiffness of the proposed connections.

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Ductile moment-resisting frames using cold-formed steel sections: An analytical investigation

Cited by 40 publications

References 36 publications

Seismic Design Procedure for Low-Rise Cold-Formed Steel–Special Bolted Moment Frames

Seismic Design Procedure for Low-Rise Cold-Formed Steel–Special Bolted Moment Frames

Development of composite cold-formed steel-rubberised concrete semi-rigid moment-resisting connections

Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

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