Abstract
We explore, in this paper, the demands and behavior on fasteners supplying sheathing-based bracing of gravity loaded cold-formed studs and wall assemblies. The studies are carried out by shell finite element (FE) models, which are compared to analytical solutions and previously completed laboratory tests conducted by the authors. The connection between the sheathing and the stud should be able to develop enough resistance to restrain global buckling of the studs; therefore, special attention has to be given to the demands on these connections for design. Local buckling and stress concentrations may damage some connections and redistribution of forces should be ensured. Classical practice for determining fastener demand - i.e., the 2% rule - may be deficient. An analytical method developed for determining fastener demand is compared to the FE models presented in this paper; the analytical method results in a reasonable prediction of the fastener forces in wall studs.
Highlights
Cold-formed steel may be used to frame the walls, floors, and roofs of modern buildings
Significant work has been conducted on sheathing-braced cold-formed steel stud walls, Okasha (2004), Fiorino et al (2007), and Chen et al (2006) have concentrated their efforts in determining the resistance of the stud-to-sheathing connection; while Miller and Pekoz (1993), Winter (1960), and Simaan and Pekoz (1976) have explained their implications on the wall stud resistance, but few
The commentary of AISI-S211 (2007), based on the research conducted by Winter (1960), states that a fastener-sheathing assembly shall be designed for a load equal to 2% of the axial load, know as “2% rule”
Summary
Cold-formed steel may be used to frame the walls, floors, and roofs of modern buildings. The individual cold-formed steel members (studs) have sheathing attached to provide appropriate architectural enclosures. This sheathing serves to brace the cold-formed steel studs under load. Significant work has been conducted on sheathing-braced cold-formed steel stud walls, Okasha (2004), Fiorino et al (2007), and Chen et al (2006) have concentrated their efforts in determining the resistance of the stud-to-sheathing connection; while Miller and Pekoz (1993), Winter (1960), and Simaan and Pekoz (1976) have explained their implications on the wall stud resistance, but few. In the FE models we can analyze each demand on the fastener – lateral, axial, and rotational – separately, which facilitates the understanding of the forces developed in the connections as they attempt to brace the stud under applied gravity load
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