# Static Bearing Capacity Investigation of a Novel Prefabricated Light-Steel Beam-Column Connection
## 1 Introduction
Energy dissipation capacities of CFS connections bolted with either perfect-fit tolerance or normal tolerance bolt holes were investigated and compared with each other. Results showed that connection bolted with normal-tolerance bolt holes have a better ductility and energy dissipation capacity. [PERSON] et al. [11] conducted a detailed FE study on the earthquake performance of a type of bolted CFS beam-column joints considering the bolting friction-slip behavior. A beam consisting of double channel sections was connected to a column also composed of two channel sections via a gusset plate using bolts. It was concluded that the CFS beam-column joint can be used in seismic regions when taking the bolting friction-slip mechanism into account. In a separate study, [PERSON] et al. [12] numerically investigated bolt arrangement, cross-sectional shape, thickness of gusset plate, and cross-sectional slenderness on the hysteretic behavior of the bolted CFS beam-column connection mentioned above. Recommendations on optimal parameters were given for designing beam-column connections in seismic regions. [PERSON] et al. [13] tested seventeen floor trusses consisting of CFS-lipped channel sections under four-point bending loading. The lipped channel sections were connected using screws and rivets. The effect of several crucial parameters, such as thickness of the lipped channel section, on the strength and the stiffness of the truss specimens was investigated. [PERSON] and [PERSON] [14] investigated the structural performance of a sleeve connection between two CFS channel sections. Thirty-nine specimens were tested to failure under three-point bending loading. In addition, [PERSON] et al. [15] made a comparison between a three-bolt and the two-bolt web cleat used to connect CFS members by carrying out experimental tests on twenty-six specimens. The effect of the thickness and the aspect ratio of the three-bolt web cleat connector on the bearing capacity of the connection was investigated. [PERSON] et al. [16] carried out experimental tests on five CFS truss specimens using self-piercing river connections. Then, they conducted an FE study to investigate several crucial parameters, such as river number, on the structural behavior of the CFS truss. Finally, a theoretical equation was proposed to predict the flexural stiffness of the CFS truss. In addition, [PERSON] et al. [17] carried out a comparative study of floor trusses assembled using self-piercing rivets vs. self-drilling screws. [PERSON] et al. [18] investigated the structural performance of CFS connections whereby beams are connected to columns by two different gusset plates and self-drilling screws. [PERSON] et al. [19] investigated the hysteretic behavior of a CFS composite floor subjected to cyclic loading. The composite floor consisted of CFS truss beams and a novel lightweight concrete slab. [PERSON] et al. [20] carried out FE analyses on 648 models of apex bracket of CFS portal frames and proposed design equations to predict the strength of the apex brackets. [PERSON] et al. [21] first carried out experimental tests on eight bolted CFS lap connections. Then they carried out FE analyses on twenty-seven CFS bolted beam-column connections to investigate the moment-rotation curves. [PERSON] et al. [22] carried out an FE study on thin-walled back-to-back double C-channel beams reinforced with steel interconnected parts (SIFs). It was concluded that SIFs can increase the strength, initial stiffness, ductility, and energy dissipation capacity of the CFS beams. SIFs can be easily connected to the CFS beam using bolts. Many authors have carried out research on different connections between thin-walled steel sections and between profiled steel beams and columns; however, research on connections between truss beams and a square hollow section (SHS) column has rarely been conducted or reported.