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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Alternatively for diaphragms sheathed with wood structural panels, the available strength is permitted to be determined by the Section D2.

Where there is no intermittent blocking, the aspect ratio shall be limited to 3: In the case where the braces of the wall are able to reach and maintain their yield strength in the inelastic range of behavior, i. In most cases, six specimens 3 monotonic and 3 z213 cyclic were tested per wall configuration. Author links open overlay panel K. Type II shear walls shall meet the requirements s123 Type I shear walls except as revised by this section.

Initial selection of the shear wall to resist the expected NBCC seismic base shear should be based on a factored resistance, i. A limit of 2. SITE To ensure the functioning of the site, we use cookies.

In this study, data was gathered from two galvanized coating lines, where the conditions of the lines varied significantly so as to provide a good range of tests results. The available strength [factored resistance] of connections for boundary members and collectors shall exceed the following, as applicable: Increases of the nominal strengths shown in Tables C2. Remember me Forgot password?

The design of cold-formed steel members to support the additional mass of concrete and masonry elements needs to be in accordance with AISI S [CSA S] and required deflection limits as specified in concrete or masonry standards or the model building codes. The limited existing test data indicates that shear walls using adhesives for sheathing attachment will generally not perform the same as shear walls with only fasteners attaching the sheathing to the framing.


Aiei Engineering Search In. Note that the lower RdRo value of 1. Due to significant differences in stiffness, wood structural panel sheathed diaphragms are not permitted where forces contributed by masonry or concrete walls result in torsional force distribution through the diaphragm.

The Commentary illustrates the substance and limitations of the various provisions of the standard.

It should also be noted that for wood structural panel, gypsum board and fiberboard sheathing, the screws must be installed through the sheathing to the blocking. There may be additional requirements for setbacks in the applicable building code. This imposes an additional requirement for collectors when cold-formed steel framing is used to resist seismic forces contributed by masonry ajsi concrete walls.

The degraded wall strength is the set of points describing the peak strength associated with the second cyclic of a target repeated input displacement per Figure C Velchev, K and Rogers, C. Unless noted as min.

S213-07-S1-09 Standard and Commentary (Reaffirmed 2012)_e

At this stage, the use of strap braced walls with aspect ratios of 4: Capacity based design approach is applied, assuming the braces act as the energy-dissipating element gross cross-section yielding. That part of the structural system that has been considered in the design to provide the required resistance to the earthquake forces and effects.

Designation thickness for stud, track and blocking associated with the existing tabulated values was increased from 33 mils min.

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 e213, wood products exhibit a decreased resistance to long-term loads, and hence e213 shear resistance should be decreased accordingly for standard and permanent loads.


AISI-S & ASCE – Civil Engineering – Engineer Boards

The one exception to this would be the use of screws in the fuse section of a reduced width brace short fuse section. Where the material nominal strengths [nominal resistances] are not equal, the available strength [factored resistance] shall be either two times the available strength [factored resistance] of the material with the smaller value or shall be taken as the value of the stronger side, whichever is greater.

Collectively, these comparisons suggested that the wood frame diaphragm equation could be adopted, with modifications to account for the difference in fastener performance, for application to cold-formed steel light-frame construction. Therefore, for thinner sheet steel, the a213 state would likely be the tilting and bearing failure mode.

In wind design, since design loads are not reduced, these components need only be xisi for the design loads. Generally, the protocol frequency ranged between 0. Open front structures with rigid wood diaphragms resulting in torsional force distribution shall be limited by the following: Infindings of a research project at McGill University on the inelastic performance of welded strap braced walls Comeau and Rogers, demonstrated that the AISI S capacity design procedure and material requirements allowed for the desired ductile wall performance yielding of the braces to develop in 1: This requirement is applicable to splices in track that serves as a boundary member or collector.