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. Unless otherwise noted, all sheathing edges shall be attached to framing members or blocking. The amplified seismic load is essentially an estimate of the nominal strength aixi the lateral element is capable of developing.
The height restrictions in Table A shall apply. Note that the lower RdRo value of 1.
The nominal strength nominal resistance shall be based upon a panel edge screw spacing that is greater than or equal to 4 inches mm o. For wood structural panel sheathed diaphragms, tabulated Rn values shall be applicable for short-term load duration wind or seismic loads. We’ll see what the plan checker has to say about my work.
SS Standard and Commentary (Reaffirmed )_e – PDF Free Download
Upanishad Commentary Full Eng commentary on the vedanta and upanishads to get a insight to profound knowledge of vedic seers. The nominal strength [nominal resistance] for Type I shear walls, as shown in Tables C2. GENERAL A1 Scope The design and installation of cold-formed aisl light-framed shear walls, diagonal strap bracing that is part of a structural wall and diaphragms to resist wind, seismic and other in-plane lateral loads shall be in accordance with the provisions of AISI S, the additional requirements of this standard and the aisk building code.
All members in the load path and uplift and shear anchorage thereto from the diagonal strap bracing member to the foundation shall have the nominal strength to resist the expected yield strength, AgRyFy, of the diagonal strap bracing member sexcept the nominal strength need not exceed the following, as applicable: As such, the performance of all components related to the overall response of the lateral system become significant.
This standard is intended for adoption and use in the United States, Canada and Mexico. Specific references to this research are cited in this Commentary. The Commentary illustrates the substance and limitations of the various provisions of the standard. 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. Although the Dolan work was based on structural sheathing, the Aosi felt it was appropriate to extend this methodology to shear walls with sheet steel panels due to the similar performance of structural sheathing and steel sheet panels in monotonic and cyclic tests Serrette, of Type I shear walls.
An individual sample may include several thicknesses for a given sample grade and coating. Comeau, G and Rogers, C. An overstrength factor of 1.
The eccentricity is half of the stud depth. A summary of the test program is provided, including design approach, failure modes and ductility measures. Use of the fifth percentile approach to determine nominal shear strengths resulted in an average ASD factor of safety of 2.
Elements resisting shear wall forces contributed by multiple stories shall be designed for the sum of forces contributed by each story. It should be noted that flat strapping used as blocking to transfer shear forces between sheathing panels is permitted, but is not required to be attached to framing members.
This same restriction exists for similarly sheathed wood framed walls AFPA, b.
D2 Diaphragm Design D2. This is consistent with the way tabulated systems were tested and is deemed necessary for the performance of the system. The resulting plastic portion of the bilinear curve was defined as the nominal resistance. Tabulated Rn values shall be applicable for short-term load duration wind or seismic loads.
The factor of safety at the design level of shear iasi was determined using an allowable stress design approach. Nominal strengths [resistances] shall be as given in the following tables, as applicable: Actuator displacement input mm 80 13 -3 0 10 20 30 40 50 60 70 80 90 Time sec. Screw Size See note 2 See note 2 Thickness in. The width of a wall pier w shall be defined as the sheathed width of the pier adjacent to the opening.
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.
I’m currently specifying z213 – 10 SMS at the lapped connection in the top track, with all screws though the web. 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 Design with Supplement No 1 3 through the track on the uplift side of the wall.
In the absence of verified physical properties measured in accordance with an approved test method, the Ry and Rt values in Table C shall be used. A torsional force distribution through the diaphragm would occur when the center of rigidity is not coincident with the center of aiwi, such as an open front structure.
S213-07-S1-09 Standard and Commentary (Reaffirmed 2012)_e
Fiberboard shall be applied perpendicular to framing with strap blocking 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. The Committee has made a diligent effort to present accurate, reliable, and useful information on cold-formed steel framing design and installation.
Section of shear wall within a Type II shear wall with full-height sheathing i. In addition, gypsum board shear walls shall not be used alone to resist lateral loads and the use of gypsum board in shear walls shall be limited to structures four stories or less, in accordance with Table A 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 Fiberboard panels shall comply with AHA A Ina research project at McGill University on the inelastic performance of screw connected strap braced walls Velchev and Rogers, investigated various methods of increasing the track capacity such that the expected yield strength of the brace can be carried.
The design shall comply with these provisions inclusive of those in Section C5 when the following is applicable: 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 21 wall that have 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.
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: Changes are made to the Commentary, which provide background information related to changes included in Supplement No.
Army Corps of Engineers, and engineering judgment.