Abstract
The assembled cold-formed steel stud shear walls are the main lateral force resisting members of cold-formed steel residential buildings. In this paper, three cold-formed steel shear walls with different types of sheathings (gypsum board and OSB board) were tested under the monotonic lateral loading. The failure modes, the shear strength, and the load-displacement curves of the shear walls were obtained and analyzed to investigate the relationship between screws and shear walls. The test results showed that the material types of the sheathings influence the shear strength of the CFS shear wall greatly. The sum of shear strengths of CFS shear walls with one-side gypsum board and CFS shear walls with one-side OSB board is close to that of the CFS shear wall with the both-sided board (one side is gypsum board and the other side is OSB board). The shear strength of the screws between the board and the CFS stud plays a decisive role in the shear strength of the CFS shear wall, which is usually governed by the shear strength of the screw connections. The design methods of the shear strength and the lateral stiffness of the CFS shear walls were proposed and evaluated by comparing the calculated results with the test results. The comparison results demonstrated that the modified design method of shear strength is conservative and feasible to predict the shear strength of the CFS shear wall. The design method of the lateral stiffness of the CFS shear wall is available to calculate the lateral displacement of the CFS shear wall under the elastic stage, but it is not useful under the nonelastic stage. The proposed design methods can be served as a reference for engineering practice.
Highlights
Bottom track Hold-down anchor thicknesses, and wall aspect ratio under monotonic shear loading were carried out by Pan and Shan [8]. e static lateral load tests were conducted on CFS shear walls with OSB sheathing to investigate the performance of CFS walls utilizing primarily the construction details used in Turkey by Baran [9]
According to the failure modes of the CFS shear walls as shown in Figure 6, the shear strengths of the specimens were usually governed by the strength of the screw connections between the board and the CFS stud. e design method was based on the relationship between the shear strength of the CFS shear wall per unit length and the shear strength of the single screw. e screw spacings inside the shear wall, the force direction, and the internal CFS studs were considered; some secondary factors were neglected in the design method. e mechanism of the CFS shear wall to resist the lateral shear loading was analyzed
Conclusion e mechanical behavior of the CFS shear wall under monotonic lateral loading was investigated via experimental study. e design methods of the shear strength and the lateral stiffness of the CFS shear walls were proposed and evaluated
Summary
E gypsum and OSB board were connected to the CFS studs with ST42 × 32 (its diameter is 4.2 mm and length is 32 mm) and ST48 × 19 (its diameter is 4.8 mm and length is 19 mm) self-drilling screws [18] (as shown in Figure 2), respectively. According to the Chinese standard (JGJ 227–2011) [19], the shear wall was subjected to 1 kN of lateral loading at each stage. When the specimens were failed under the lateral load, most of the screws at the outer rim of the wall were damaged, but the gypsum board or OSB board did not fall down due to the less failure of the screws inside the shear wall.
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