Moment capacity of connection with the additional top and seat angles to slab and column panel of cold-formed steel section

Abstract

Cold-formed steel (CFS) is currently used as the alternative material of Hot-Rolled Steel (HRS). One of its benefits is that the CFS has a lighter weight rather than HRS. The CFS is produced by forming the thin plate into some type of section at room temperature. CFS is beneficial in daily life; it could be used as the purlin, roof truss, roof cover, composite deck slab, wall panel, racking, and structural framing. Due to its advantages, the demand for CFS usage in construction works increases significantly, so CFS production becomes more massive [1]. On the other side, the CFS has disadvantages; it is instability because of the thin plate behavior. The CFS section tends to buckle when it is subjected to a more significant load [2]. *Author for correspondence Several type connections could be utilized for the beam-column connections of CFS. It commonly uses the screw as the connector to connect the roof truss component of the CFS because it is quick and straightforward in installation. In the primary structure connection, such as beam to column connection, the screws connection has some installation problems. The strength to resist the load in the structural component is deficient. So, the proposed bolted connection with slip-in gusset plate on beam-column connection is conducted in this study. There are few studies about the non-composite connection research of CFS as the structural component, which is a beam-column connection [3-7]. Aminuddin et al. [3] has studied rectangular slip-in gusset plate configurations with rectangular shapes for the bolted connection. It continues to make another connection by combining the flange cleat with a