AISI S213 PDF

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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Indeed, in many jurisdictions, such review is required by law. For wood structural panel aksi shear walls, tabulated Rn values shall be applicable for short-term load duration wind loads.

The current equation for wood frame construction ICC, is as follows: Screws in the field of the panel shall be attached to intermediate supports at a maximum inch mm spacing along the framing. Blocked Unblocked Screw spacing at diaphragm boundary edges and at all continuous panel edges in.

Although not explicitly relied on for limit states design, the factor of safety was nonetheless determined for each test configuration when a resistance factor of 0. Army Corps of Engineers, and engineering judgment. Consideration should be given to increased stiffness where adhesives are used.

In this method, the shear capacity ratio, F, or the ratio of the strength of a shear wall segment with openings to the strength of a fully sheathed wall segment without openings, is determined as follows: Screws used to attach gypsum board shall be a minimum No.

Elements resisting shear wall forces contributed by multiple stories shall be designed for the sum of forces contributed by each story. A hold-down anchor detail in which a flat plate is situated within the track section without a direct connection to the chord stud may result in the plate punching Commentary on the North American Standard For Cold-Formed Steel Framing – Lateral Aisj with Supplement Wisi 1 3 through the track on the uplift side of the wall.

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

D2 Diaphragm Design D2. For these assemblies, the designation thickness of stud, track and blocking shall be a minimum of 43 mils. By cpp11April 22, in Civil Engineering. Nominal strengths [resistances] shall be as given in the following tables, as applicable: Wood structural panels shall be attached to steel framing with a minimum No. B3 Framing and Anchorage Boundary members, chords, collectors and connections thereto shall be proportioned to transmit the induced s231 and, where required by this standard, the following: It is anticipated that AISI will publish updates of this material as new information s23 available, but this cannot be guaranteed.

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aii Hikita verified that shear walls subjected to combined gravity and lateral loads can perform at an adequate level to warrant the use of the tabulated Rd and Ro values, if the chord studs are designed to aisj the anticipated compression force, related to sheathing connection failure during a seismic event, combined with the associated NBCC principal and companion gravity loads. As discussed in Ais B4, in areas where expected demand from seismic event is high, it is desirable that the lateral resisting elements develop its full range of behavior before failure.

The aisu 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 Type II shear walls shall meet the requirements for Type I shear walls except as revised by this section. Similarly, all jambs at the end of shearwalls were double 12 ga studs or HSS at some locations. Per ASCE 7 ASCE,a bearing wall system is defined as a structural system with bearing walls providing support for all or major portions of the vertical loads and a building frame system is defined as a structural system with an essentially complete space frame providing support for vertical loads.

Type II shear wall height, h, shall not exceed 20 feet 6.

Panel edges were fully blocked and sheathing screws were installed such that their heads were flush with the surface of the wood panel. It is intended that where such elements are present in combination with a cold-formed steel framed system, the cold-formed steel framed system needs to be designed to account for the seismic forces generated by the additional mass of such elements.

The Rd value was reduced for the situation where gypsum sheathing is relied upon in seismic design to account for the decreased ductility of the system, similar to the NBCC listing for wood framed walls with gypsum panels. Research conducted by Serrette at Santa Clara University and Dolan at Virginia Polytechnic Institute and State University form the technical basis for the initial design values in the standard.

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Alternatively, for diaphragms sheathed with wood structural panels, the available strength may be determined by the section D2. Built-up chord members were incorporated in the construction of test walls in order to prevent failure of the end stud due to compression forces exerted by the lateral loading.

Included in this update were changes to the provisions related to strap braced walls.

AISI Cold-Formed Steel Standards are Offered Free of Charge for Downloading

Recommended articles Citing articles 0. This recommendation is due to the dependence of the aiai wall resistance on the sheathing connections, more specifically their capacity in terms of wood bearing and plug shear strength.

The one exception to this would be the use of screws in the fuse section of a reduced width brace short fuse section. The design of diaphragms that resist wind, seismic or other in-plane lateral loads shall comply with the requirements of this section.

Gypsum board shall be applied perpendicular to framing with strap ajsi behind the horizontal joint and with solid blocking between the first two end studs, at each end of the wall, or applied vertically with all edges attached to framing members. Anyone making use of the information set forth herein does so at their own risk and assumes any and all liability arising therefrom.

SS Standard and Commentary (Reaffirmed )_e – PDF Free Download

Method for designing a seismic force resisting wisi in which a specific elements or mechanisms are designed to dissipate energy; b all other elements are sufficiently strong for this energy dissipation to be achieved; c structural integrity is maintained; d elements and connections in the horizontal and vertical load paths are designed to resist these seismic loads and corresponding principal and companion loads as defined by the NBCC; e diaphragms and collector elements are capable of transmitting the loads developed at each level to the vertical seismic force resisting system; and f these loads are transmitted to the foundation.

If either Ry or Rt is determined by aaisi, then both Ry and Rt must be a test value. All other configurations For SI: