Loading Capacity Calculation of Integrated Precast Slab and Column Panel Using Cold-formed Steel

Abstract

In the current study, the precast panel using a cold-formed steel section integrated with a cold-formed steel section integrated with self-compacting concrete was connected to the precast column panel. A T-shaped plate was used as a joint connector. Point loading applied onto the free-side of the slab panel. The material used to form a composite slab panel was C12524-type of cold-formed steel section as the reinforcements and it was integrated with self-compacting concrete. The connection in this research was divided into two-part. It was the side part and the middle part. The quality of cold-formed steel was fy = 530 MPa and fu = 590 MPa, the quality of the T-shaped plate connector grade was S355. The bolt diameter was variated with 10 mm, 12 mm, 14 mm, and 16 mm. The bolt quality was grade 8.8 (fy = 800 MPa). The calculation was the moment joint capacity of the connection and the stiffness. The moment joint capacity was increased within the bolt diameter increased. The side part of the specimen had the highest stiffness value; the bolts that could be used were M10, M12, and M14. To use the M16 bolt, configure the bolt spacing to be compatible with the standard BS EN 1-8:2005 [1].

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

“…The gusset plate configuration was similar to Muliawan et al [7]. They were related to the previous study on the connection between slab and column of CFS section.…”

“…Muliawan et al [7] studied the slab-to-column connection using parametric analysis. Based on previous research, this kind of calculation procedure is not available.…”

“…similar gusset plate from his previous research [4]. The other gusset plate shapes were haunched gusset plate [5] and T-Shaped gusset plate [7]. The welded connection for CFS has been conducted by Hanisha and Kishore [6].…”

“…Two types of connection were observed on the connection of encased beam in slab-column connection. First, the gusset plate only [7] and the combination of gusset plate with additional bottom flange cleat connection [18]. As a result, the additional bottom flange cleat could improve the moment capacity of the connection.…”

“…This paper covers a comparison of moment capacity between the connection with additional top and seat angles (IJT-03), the connection with additional seat angles only [18] (IJT-02), and the connection without a flange cleat connection [7] (IJT-01). This study aims to improve the slab-column panel connection of its moment resistance by combining the gusset plate with the top-seat angel on the connection in specimen IJT-03.…”