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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Screw Size See note 2 See note 2 Thickness in. For both wood structural panels and sheet steel, aspect ratios up to 4: In the case of a coldformed steel framed shear wall, the SFRS elements include the chord studs, intermediate studs, hold-down anchors, track, etc.

This standard is intended for adoption and use in the United States, Canada and Mexico. 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.

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

For other permanent and standard load combinations where the specified dead load is greater than the specified standard term load tabulated Rn values shall be multiplied by a factor equal to 0. The provisions of this section specifically allow masonry veneers; i.

Preliminary dynamic analyses of representative cold-formed steel framed buildings designed with the proposed R-values have shown that the inelastic shear deformations are within an acceptable range, as defined by test results Blais, The recommended reduction factors are based upon those used for the design of wood structures in CSA O86 CSA,although they have been normalized to the short-term loading case. While use of this type of system may be adequate for wind resistance or low seismic risk regions, these shear walls tend to have limited ductility and as a result, the R-value, Seismic Design Category limitations and height limitations required for systems resisting seismic forces for wood and steel sheet sheathed systems in ASCE 7 may not be generally applicable.

Where wood structural panel or steel sheet sheathed shear walls are used to provide resistance to seismic forces contributed by masonry and concrete walls, deflections are limited to 0. 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 C5 and when R is less than or equal to 3, Section C5 is not required.

Statistics and Standard Deviation basic statistics.

By cpp11April 22, in Civil Engineering. 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.


You need to be a member in order to leave a comment. The specified short period spectral acceleration ratio IEFaSa 0. Diagonal strap bracing, as part of a structural wall, shall meet the requirements of Section C4. Maximum framing spacing shall be 24 inches mm on center. 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: However, the shear modulus may be approximated from the through thickness shear rigidity Gvtvthe nominal panel thickness t and through thickness panel grade and construction adjustment factor CG provided in the AFPA Manual AFPA, A2 Definitions Where terms appear in this standard in italics, such terms shall have meaning as defined in AISI S or as defined herein.

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.

The standard does not require that the horizontal shear force from the diagonal brace be resisted by a device connected directly to the diagonal brace and anchored directly to the foundation or supporting structural element when the track is designed to resist the horizontal shear force by compression or tension because testing Al-Kharat and Rogers, has shown wisi performance of such assemblies.

As such, the performance of all components related to the overall response of the lateral system become significant.

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

In order to design the chord studs and other elements of the SFRS, it is necessary to estimate the probable capacity of the shear wall based on e213 sheathing connection failure mode. The framing members, collectors and anchorage serve to transfer load from the point of origination to the lateral element and finally to the point of resistance load path.

Terms included in square brackets are specific to LSD terminology. If a Capacity Based Design approach is aaisi implemented, then the ductility of the wall may be reduced due to failure of one or a number of other elements in the SFRS.

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

Panel edges were fully blocked and sheathing screws aisj installed such that their heads were flush with the surface of the wood panel. For these assemblies, the designation thickness of stud, track and blocking shall be a minimum of 43 mils.

The equivalent energy elastic-plastic model is based on the notion that the energy dissipated by the wall specimen during a monotonic or reversed cyclic test is equivalent to the energy represented by a bilinear curve. Unblocked assemblies are permitted provided the nominal strength [resistance] values are multiplied by 0. I remember doing this back in — don’t know if the current code has new ausi or not. Recommended articles Citing articles 0.


Seismic Force Resisting System specifically detailed for ductile seismic performance. The use of wood structural panel sheathed diaphragms with masonry or concrete walls is common practice.

The probable capacity is only used to estimate aisk forces in the design of the non-fuse elements of the SFRS.

The equations were based on Type I shear walls without openings, and the user should use caution if applying them to Type I shear walls with openings or to Type II shear walls. Calculated values for systems defined in this standard shall be scaled to x213 values in this standard.

The original S special seismic provisions were written when there were only load combinations for Strength Design LRFD with the system overstrength factor in the building code. Upanishad Commentary Full Eng commentary on the vedanta and upanishads to get a insight to profound knowledge of vedic seers.

Your consent to our cookies if you continue to use this website. Further to this design approach, it is recommended that a factor be included to account for the influence of the duration of the applied load on wood strength.

Because loose straps permit lateral displacement without resistance, Aisk S requires that straps be installed taut.

The NBCC also requires that for seismic design, lateral inelastic deflections be limited to 2. Where out of plane offsets occur, portions of the wall on each side of the offset shall be s23 as separate Type II shear walls.

Application of this information to a specific project should be reviewed s2133 a design professional. The width of a wall pier shall not be less than 24 inches mm. This standard shall not preclude the use of other materials, assemblies, structures or designs not meeting the criteria herein, when the other materials, assemblies, structures or designs demonstrate equivalent performance for the intended use to those specified in this standard.

Unless noted as min. The seismic response modification coefficient, R, for steel systems is taken equal to or less than 3, in accordance with the aiisi building code. Bridge Standard and Manual. For this particular project, the difference between an R of 3. Foundations need not be designed to resist loads resulting from the amplified seismic loads. However, walls with aspect ratios of 4: A213 currently specifying 12 – 10 SMS at the lapped connection in the top track, with all screws though the web.