AISI S Wall Stud Design *. – AISI S Header Design *. – AISI S Lateral Design *. – AISI S Truss Design *. – AISI S Prescriptive Method for. It has been accepted for inclusion in AISI-Specifications for the The American Iron and Steel Institute (AISI) Committee on Framing Standards (COFS) has. The North American standard for the design of lateral systems constructed of cold -formed steel (CFS) (AISI S), which is published by the American Iron and.
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In the Commentary, sections, equations, figures, and tables are identified by the same notation as used in the standard.
This standard shall include Sections A through D inclusive. When the seismic response modification coefficient, R, is greater than 3, AISI S requires that the design must follow the special seismic requirements of Section D3.
The special seismic requirements for shear walls and diagonal strap bracing were based on available data, engineering judgment, industry practice, building code provisions and appropriate limitations to replicate the conditions of the tested assemblies.
A limit of 2. RdRo is taken greater than 2 for sheathed shear walls, and greater than 1. Grade 33 data also included some material specified as Grade When RdRo is greater than 2 for sheathed shear walls and greater than 1. Generally, the protocol w213 ranged between 0.
D3 Special Seismic Requirements D3. This standard is intended for adoption and use in the United States, Canada and Mexico.
AISI Cold-Formed Steel Standards are Offered Free of Charge for Downloading
It must also recognize that the tabulated design values in the standard are based on test data for individual lateral elements. Currently, the shear wall deflection equations do not include provisions for gypsum board or fiberboard shear walls.
The NBCC also requires that for seismic design, lateral inelastic deflections be limited to 2. This series of investigations included reverse cyclic and monotonic loading and led to the development of the design values and details for plywood, oriented strand board OSBand gypsum wall-board Aiso shear wall assemblies that are included in the standard.
The intent is to limit failure of the masonry or concrete portions of the structure due to excessive deflection. The research described herein was undertaken to evaluate typical weld and screw-connected single-storey strap braced wall configurations with respect to their ability to resist lateral in-plane loads in the inelastic range of behaviour; that is, the results were used to verify the new strap braced wall seismic design provisions in AISI S Where the seismic response modification coefficient, R, is taken greater than 3, in accordance with the applicable building code, the design shall comply with these provisions inclusive of those in Section D3.
More specifically, it is the wood sheathing-to-steel framing connections of the shear Commentary on the North American Standard For Cold-Formed Steel Framing – Lateral Design with Supplement No 1 aii wall that iasi been shown to fail in a ductile fashion, and hence, it is these connections that should be designated as the fuse element because they are able to dissipate energy due to seismic excitation.
S213-07-S1-09 Standard and Commentary (Reaffirmed 2012)_e
Serrette conducted tests on cold-formed steel frame shear walls utilizing structural adhesives.
Story height and other limitations aidi cold-formed steel members and systems resisting seismic forces from concrete or masonry walls are given to address deformation compatibility. Where such a connection is used, tabulated design values shall be reduced 30 percent.
Unblocked assemblies shall be permitted provided the nominal resistance values above are multiplied by 0. Alternatively for diaphragms sheathed with wood structural panels, the available strength is permitted to be determined by the Section D2.
In wind design, since design loads are not reduced, these components need only be designed for the design loads. Foundations shall be designed to resist the loads resulting from the lesser of the loads that the system can deliver C5.
Nominal resistances Rn in Table C2. A Type II shear wall qisi have uniform top of wall and bottom of wall elevations. The connection of the diagonal strap bracing member shall be welded and designed to permit gross cross section yielding of the diagonal strap bracing member, unless one of the following criteria is satisfied for the alternate connection: Screw Size See note 2 See note 2 Thickness in.
Due to significant differences in stiffness, wood structural panel sheathed diaphragms are not permitted where forces contributed by w213 or aizi walls result in torsional force distribution through the diaphragm. Design deflections calculated in accordance with Section S13. This is consistent with the way tabulated systems were tested and is deemed necessary for the performance of the system. Provisions shall be made for pretensioning, or other methods of installing tension-only diagonal strap bracing shall be used to guard against loose diagonal straps.
In addition, the shear wall deflection equation provided in this standard would not be applicable, as adhesive-based shear walls tend to be stiffer than this equation would suggest.
In addition, although steel with designation w213 greater than 33 mil resulted in higher strength values, no increase in strength was included for these greater thicknesses. Sign up for a new account in our community. Seismic Force Resisting System.
That part of the structural system that has been considered in the design to provide the required resistance to the earthquake forces and effects. It is not required to apply the reduction to all Type II shear wall segments that have an aspect ratio equal to or greater than 2: As well, these shear walls are able to perform reasonably well beyond the peak wall resistance; that is, they do not exhibit a significant or sudden reduction in strength.
The resulting plastic portion of the bilinear curve was defined as the nominal resistance. The following limitations shall apply to the use of Type II shear walls: In lieu of blocking, panel edges shall be permitted to be overlapped and attached to each other with screw spacing as required for panel edges. As such, depending on the seismic risk level, the components transferring load to or from the lateral element should be capable of resisting the nominal strength of the element or some amplified seismic load.
A reduction factor was then determined from the assumed normal statistical distribution of test-to-predicted mean results, which made it possible to recommend the fifth percentile results that are tabulated in AISI S Posted April 22, The design value for mil, ksi sheet steel on mil framing should be determined by calculation, with due consideration for code implied seismic performance, and the ratio of the design value in the standard to the computed design value determined.
For gypsum or fiberboard sheathed shear walls, tabulated values shall be applicable for short-term load duration only wind or seismic loads.