Cold formed steel framing step detial
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These columns are generally used as chord studs in CFS-braced shear walls. The R-factor for special moment-resisting frames with and without TADAS devices has been determined separately.Ību-Hamd and El-Samman investigated the buckling strength of the built-up cold-formed I-sections made of two CFS back-to-back C-sections. Mahmoudi and Abdi evaluated overstrength, ductility, and response modification factors in special moment-resisting frames with TADAS (triangular-plate added damping and stiffness) devices. R factors were calculated based on the measured ductility and overstrength of the test walls and compared with the values recommended by AISI S213. A total of 44 tension-only X-braced walls with aspect ratios from 4 : 1 to 1 : 1 were tested under lateral loading using monotonic and reversed cyclic protocols. The results were used to verify the new strap-braced wall seismic design provisions in AISI S213. evaluated typical weld- and screw-connected single-story strap-braced walls with respect to their ability to resist lateral in-plane loads in the inelastic range. They found that the brittle failure mode of net section fracture at connection screw holes locations disappeared when the perforated straps are used which resulted in ductile behavior. conducted laboratory tests on 2.4 m × 2.4 m CFS shear walls with perforated straps.
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They found that the Eurocode formulas give good estimation for the connection failure. made an experiment on the screwed connection of the strap. Those experimental results are computationally verified in this study.Ĭasafont et al. This was achieved by designing the strap braces as a fuse member while designing other wall elements to sustain the expected brace capacity. Monotonic- and cyclic-braced walls tests showed that when the capacity design requirements were used, a ductile behavior was reached. These factors could be concluded from monotonic inelastic limit load analysis and widely used by researchers to investigate the reduction factor R.Īl-Kharat and Rogers performed several full-scale tests on CFS strap-braced shear walls with different aspect ratios. These terms are primarily functions of both the structural overstrength and structural ductility factors. Uang derived the basic formulas for establishing the response modification factor R and the displacement amplification factor Cd used in the National Earthquake Hazards Reduction Program (NEHRP) recommended provisions. The diagonal strap brace was detailed to develop plastic deformations that would dissipate earthquake energy and allow ductile behavior. The shear wall components are designed to transfer the lateral earthquake load to the foundations. All these elements are connected with screws or welds. Diagonal strap braces are added to give the wall lateral stability. These advantages are essential reasons for this growth in CFS construction.Ī CFS strap-braced shear wall consists of vertical studs collected by top and bottom tracks. The use of cold-formed-steel has many advantages such as durability, lightweight, recyclability, and rapid construction. These specifications are studied in this research. International specifications like Canadian and North American specification concentrated on the use of CFS-braced shear walls depending on several researches. Recently, with the spread of the usage of the CFS in residential buildings, some buildings are constructed with CFS in Egypt like the Digital Library in Cairo University. In Egypt, cold-formed-steel is generally used in the industrial buildings as roof purlins and side girts. IntroductionĪ noteworthy increase has occurred in the use of the light gauge cold-formed-steel framing in the residential buildings in the last few decades. The parametric study showed that the North American Specification is about 20% conservative in estimating the ( R) factor. A parametric study is performed to investigate the response modification factor ( R) of the CFS-braced shear walls. The finite element program ANSYS (2012) is used to model and analyze the case studies.
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The deformation of the hold-downs under the horizontal load is considered. The screws that connect the cold-formed-steel (CFS) studs, tracks, gusset plates, and braces are considered explicitly in the model. The models account for different types of material and geometric nonlinearities. The aim of this paper was to present a verified finite element method that represents the full-scale-braced shear walls under seismic loads and to study their ductility.