AISI S/S (). DISCLAIMER The material contained herein has been developed by the American Iron and Steel Institute Committee on Framing. AISI S / S () North American standard for cold-formed steel framing – Lateral design,. edition reaffirmed Not for loan. AISI S North American Standard for Cold-Formed Steel Design, Edition (Reaffirmed ); AISI S w/ S (): North.
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Free CFS Publications from the AISI/SMDI Construction Market Council –
Therefore, for thinner sheet steel, the limit state would likely be the tilting and bearing failure mode.
The basic reversed cyclic test protocol used in the tests is illustrated in Figure C Al-Kharat and Rogers showed through testing of double sided strap braced walls that the R values used for conventional construction CC in CSA S16S1 could also be applied for coldformed steel systems that had not been designed with a capacity based approach.
Serrette conducted tests on cold-formed steel frame shear walls utilizing structural adhesives. A summary of the test program is provided, including design approach, failure e and ductility measures.
Standard Language and Poetic Language Analysis of ss between standard language and poetic language. 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 aidi connection: If the load combinations for Allowable Stress Design ASD with the system overstrength factor are desired to be used and they are to be checked against the member nominal strength, then member nominal strength is required to be divided by 1.
Fiberboard panels shall comply with AHA A Upanishad Commentary Full Eng commentary on the vedanta and upanishads to get a insight to profound knowledge of vedic seers.
Since the shear wall tests were carried out over a short time span, the tabulated values are for short-term duration loads, including xisi and earthquake. In the case of a coldformed steel framed shear wall, the SFRS elements include the chord studs, intermediate studs, hold-down anchors, track, etc.
For intermediate values of opening height ratio and percentages of full-height sheathing, the shear resistance adjustment iasi shall be permitted to be determined by interpolation.
For wood structural panel sheathed shear walls, tabulated Rn values applicable for short-term load duration seismic loads. Indeed, in many jurisdictions, such review is required by law. Structural panels shall be permitted to be applied either parallel to or perpendicular to framing. The Committee has made a diligent effort z213-07-s1-09 present accurate, reliable, and useful information on cold-formed s framing design and installation.
The nominal strength [nominal resistance] so calculated defines the maximum resistance that the diaphragm, shear wall, s213-07-s-109 diagonal strap bracing is capable of developing. When R is less than or equal to 3, Section D3 is not required. If a Capacity Based Design approach is not implemented, then the ductility of the wall may be reduced due asi failure of one or a number of other elements in the SFRS.
The strap braces were expected to undergo gross cross-section yielding along their length, while the other elements in the seismic force resisting system SFRS were selected to be able to carry the probable brace capacity.
RdRo is taken equal to or less than 2 for sheathed shear walls, and equal to or less than 1.
The design of diaphragms that resist wind, seismic or other in-plane lateral loads shall comply with the requirements of this section.
Unless otherwise noted, all sheathing edges shall be attached to framing members or blocking.
An individual sample may include several thicknesses for a given sample grade and coating. 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. Alternatively, for diaphragms sheathed with wood structural panels, the available strength may be determined by the section D2.
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 carry the anticipated compression force, related to sheathing connection failure during a seismic event, combined with the associated NBCC principal and companion gravity loads.
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.
Asclepius, Commentary on Nicomachus. Lateral system not specifically detailed ausi ductile seismic performance Capacity based design approach not required.
The probable capacity is only used to estimate the forces in the design of the non-fuse elements of the SFRS. Capacity based design approach is applied, assuming the sheathing connections act as the energy-dissipating element See Section C5.
Free CFS Publications from the AISI/SMDI Construction Market Council
If either Ry or Rt is determined by test, then both Ry and Rt must be a test value. Blocked Unblocked Screw spacing at diaphragm boundary edges and at all continuous panel edges in.
The design of cold-formed steel members to support the additional aiis 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. Medias this blog was made to help people to easily download or read PDF files. Unblocked assemblies shall be permitted provided the nominal resistance values above are multiplied by 0.
Because steel is not affected by splitting or tearing when fasteners are closely spaced, no reduction in the calculated strength was taken for closely spaced fasteners.
For Seismic Design Category A through C, the designer has the option to use an R of 3 for systems with a higher assigned R to determine the seismic load and thereby avoid the special detailing in Section C5. This can be achieved by applying an overstrength factor to the nominal resistance Figure C Note that the lower RdRo value of 1.
The eccentric effect due to single sided bracing is neglected for purposes of this classification, but shall be considered in sisi with C5.
Shear values are permitted for use in seismic design where the seismic response modification factor, R, is taken equal to or less than 3, subject to the limitations in Section C1. The Rd value was reduced for the situation where gypsum sheathing is relied upon in seismic design to account for the iasi ductility of the system, similar to the NBCC listing for wood framed walls with wisi panels. Foundations shall be designed ais resist the loads resulting from the lesser of the loads that the system can deliver C5.