• Journal of the Korea institute for structural maintenance and inspection
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• v.22 no.1
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• pp.190-198
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• 2018

In recent years, non-welded building hardware has been installed by bolt assembly is used. The non-welded building hardware method can reduce accidents caused by welding, and can be constructed by bolt assembly, which can reduce labor costs and shorten the construction period. However, there is a need for a method to compensate for the occurrence of buckling at the time of construction. The purpose of this study is to evaluate the behavior of joints between steel pipe and fastener and to evaluate the behavior of joints of non-welded and welded hardware frame. As a result, it was found that the foundation steel structure without welded joints was deformed to a rotation angle of member much larger than the allowable interlayer displacement angle 0.01 to 0.02 required according to the seismic load rating in the seismic load resistance system.

• Journal of Korean Society of Steel Construction
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• v.27 no.2
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• pp.207-217
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• 2015

A concentrically braced steel frame is a very efficient structural system because it requires relatively smaller amount of materials to resist lateral forces. However, primarily developed as a structural system to resist wind loads based on an assumption that the structure behaves elastically, a concentrically braced frame possibly experiences the deterioration in energy dissipation after brace buckling and the brittle failure of braces and connections when earthquake loads cause inelastic behavior. Consequently, plastic deformation is concentrated in the floor where brace buckling occurs first, which can lead to the rupture of the structure. This study suggests reinforcing H-shaped braces with non-welded cold-formed stiffeners to restrain flexure and buckling and resist tensile force and compressive force equally.

• Fire Science and Engineering
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• v.31 no.2
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• pp.9-16
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• 2017

In this study, fire resistance tests were conducted to evaluate the fire resistance performance of unprotected and non-welded CFT columns in relation to the shape and size of cross-sections. Unprotected slot-type CFT columns which were ${\square}300$ and ${\square}500$ in dimensions resisted fire for 125 minutes and more than 180 minutes, respectively. Strain analysis showed that slot-type CFT columns were more ductile than welded CFT columns. The temperatures of central parts measured when welded CFT columns and slot-type CFT columns had lost fire resistance performance were higher in the former than the latter. Therefore, slot connection does not a great influence on the temperatures inside the concrete.