Abstract The present research endeavours to experimentally evaluate the ultimate and service shear strength of the cold‐formed steel (CFS) bolted clip‐angle connector in a CFS beam‐to‐column connection. A total of 58 laboratory tests were conducted on the 27 configurations of the clip‐angle by varying its thickness and aspect ratio (L/D). The governing failure modes observed in the two‐bolted clip‐angle are (i) Tearing and (ii) Shear local buckling. An improved ultimate shear capacity, which accounts for the pitch and slenderness ratios of the clip‐angle connector and the service shear capacity of the clip‐angle connector while accounting for clip‐angle configuration and material properties, was suggested for two bolted (2BS) beam‐to‐column connections. A 2BS connection with L/D ≤ 0.24 is recommended for high shear load design. A comparative study was conducted between the present bolted clip‐angle configuration and the existing screwed configuration. The design factors of Load and Resistance Factor Design (LRFD), Limit State Design (LSD), and Allowable Strength Design (ASD) methods were evaluated for the proposed shear equations by the reliability analysis.
Madheswaran et al. (Mon,) studied this question.