The ever-increasing need for housing generated the search for new and innovative building methods to increase speed, efficiency and enhance quality, one direction being the use of light thin steel profiles as load bearing elements and different materials for cladding. The same methodology can be employed to build small steel structures for offices, schools or other purposes. Earthquake behaviour of these structures is influenced, together with other parameters, by the hysteretic characteristics of the shear wall panels. Results of a full-scale shear test programme on wall panels are presented, together with some numerical results concerning expectable earthquake performance of this structural typology.

Performance of wall-stud cold-formed shear panels under monotonic and cyclic loading part i: experimental research

There has been widespread interest in the development and use of self-centering (SC) lateral resisting systems that eliminate residual drifts after large earthquakes. SC systems often include a res...

Residual Drifts of Self-Centering Systems Including Effects of Ambient Building Resistance

The objective of this paper is to provide a brief review of recent (over approximately the last five years) advances in the application, analysis and design of cold-formed steel structures. Attention here is focused on load-bearing cold-formed steel structures; as opposed to secondary systems, curtain walls, etc. Cold-formed steel applications continue to advance in three primary categories: framing, metal buildings, and racks. Examples largely derived from the author’s experiences in North America are used to illustrate the applications. The behaviour of cold-formed steel structures can be complicated due to the thin-walled nature of the sections; thus, analysis advances are required. Recent work in Generalized Beam Theory and the constrained Finite Strip Method demonstrate that, at least when it comes to thin-walled members, significant advances in structural analysis are still possible and desirable. Design of cold-formed steel structures continues to see significant improvements and refinements. Recent efforts related to the Direct Strength Method of design are highlighted, including novel extensions from the member to the system level. Finally, similar to many other areas of structural engineering, seismic engineering has motivated notable advances in applications, analysis, and design. For cold-formed steel structures these advances are reviewed to demonstrate current progress and future directions in this important area.

Cold‐formed steel structures around the world

Experimental tests on typical screw connections for cold-formed steel housing

https://digital.library.unt.edu/ark:/67531/metadc1065412/m2/1/high_res_d/Structures_upd.pdf

Seismic Response and Engineering of Cold-formed Steel Framed Buildings

Recent results from full-scale static racking tests and small-scale lateral shear tests on plywood, oriented strand board (OSB), gypsum wallboard (GWB), and FiberBond wallboard (FB) attached to light gauge steel studs are presented and discussed in this paper. The objectives of the tests were to investigate the performance of sheathed light gauge steel framed shear walls and determine whether simple static lateral shear values for the panel connection can provide a useful correlation with full-scale test values. The full-scale tests were conducted in accordance with the basic test criteria defined in ASTM E 72-80. A procedure similar to that described in ASTM D 1761-88 was used for the small-scale tests. Panels used in the tests included 11.9 mm APA rated four-ply plywood sheathing, 11.1 mm APA rated OSB sheathing, 12.7 mm gypsum wallboard (ASTM C 36), and 12.7 mm FiberBond wallboard. Results obtained from tests showed that failure of the walls resulted from rotation (tilting) of the fasteners about the p...

Static racking behavior of plywood, OSB, gypsum, and FiberBond walls with metal framing

This paper presents detailed results on the shear behavior of 2.44 m by 2.44 m light-gauge steel stud walls for three different shear resisting systems: framed walls with 20 gauge flat strap X-bracing on the face—type A; framed walls with 12.5 mm (1/2 in.) single-ply gypsum wallboard on the back and 12.5 mm (1/2 in.) single-ply gypsum sheathing board on the face—type B; and framed walls with 12.5 mm (1/2 in.) single-ply gypsum wallboard on the back, 12.5 mm (1/2 in.) gypsum sheathing board on the face, and 20 gauge flat strap X-bracing on face—type C. The steel framing used in these tests is typical of framing used in residential construction. The behavior of the type A walls was governed by the yield strength of the straps with practically no resistance provided by flexure in the studs. In the type B and type C tests, the measured maximum load was controlled by the breaking of the wallboard along its edges. The failure mechanism was initiated by a rotation of the screws at the edges. This was followed by...

Shear Resistance of Gypsum-Sheathed Light-Gauge Steel Stud Walls

/pdf/additional-shear-wall-values-for-light-weight-steel-framing-34jwd8i8h3.pdf

Additional Shear Wall Values for Light Weight Steel Framing (draft)

This paper presents a review of the design provisions for screw-fastened cold-formed steel connections in the United States, including criteria for testing and evaluating the strength of screw fasteners. In addition, the paper examines the relationship between the connected elements/components computed connection strength and the strength of the connector (screws). Fastener strength test data from three independent manufacturers is presented and it is shown that as the thickness or yield strength of the connected elements/components is increased, the ratio of the fastener strength to the bearing/tilting strength decreases to values less than one-half in some cases. Analysis of the test data showed that even when the 2001 North American Specification (NASPEC) for the Design of Cold-Formed Steel Structural Members statistical requirements for distribution of the test data are met, the computed safety and resistance factors can exceed the recommended limits in Section E4 of the 2001 NASPEC. On this basis, it is recommended that the current language in the 2001 NASPEC be revised to specify, if necessary, limits on manufacturer computed safety and resistance factors. Finally, it is recommended that fastener tilt during screw shear strength tests be eliminated to facilitate an accurate evaluation of the shear strength of a fastener.

Strength of Screw Connections in Cold-Formed Steel Construction

Cold-formed steel (CFS) framed gypsum shear walls are common elements on light-frame structures, and they may be designed as the primary lateral force-resisting (LFR) system or function as secondary LFR elements. This paper presents the results of monotonic and reversed cyclic gypsum shear wall tests and discusses wall performance in detail. Increased strengths and wall toughness may be achieved with closer intermediate panel fastener spacing, and the difference between monotonic and reversed cyclic shear wall responses, although different, may not be significant. Additionally, aspect ratio and abutting supported vertical panel joints have little effect on shear wall performance. The scope of testing also introduces three new panel attachment configurations for design. Overall, this paper’s discussion provides a helpful supplemental commentary on the performance of CFS framed gypsum shear walls.

Reynaud Serrette

Papers

Static racking behavior of plywood, OSB, gypsum, and FiberBond walls with metal framing

Shear Resistance of Gypsum-Sheathed Light-Gauge Steel Stud Walls

Additional Shear Wall Values for Light Weight Steel Framing (draft)

Strength of Screw Connections in Cold-Formed Steel Construction

Cold-Formed Steel Framed Gypsum Shear Walls: In-Plane Response