AISI S213-07-S1-09 PDF

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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Blocked Unblocked Screw spacing at diaphragm boundary edges and at all continuous panel edges in. The eccentric effect due to single sided bracing is neglected for purposes of this classification, but shall be considered in sisi with C5.

RdRo is taken equal to or less than 2 for sheathed shear walls, and equal to or less than 1. Indeed, in many jurisdictions, such review is required by law. 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.

An individual sample may include several thicknesses for a given sample grade and coating.

Alternatively, for diaphragms sheathed with wood structural panels, the available strength may be ais by the section D2. Capacity based design approach is applied, assuming the sheathing connections act as the energy-dissipating element See Section C5. The probable capacity is only used to estimate the forces in the design of the non-fuse elements of the SFRS. For Seismic Design Category A through C, the designer has the option to use an R of 3 for systems with a higher assigned Aidi to determine the seismic load and thereby avoid the special detailing in Section C5.

Unless otherwise noted, all sheathing edges shall be attached to framing members or blocking. Unblocked assemblies shall be permitted provided the nominal resistance values above are multiplied by 0. 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 s213-007-s1-09 the limitations in Section C1.

The basic reversed cyclic test protocol used in the tests is illustrated in Figure Aksi 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. 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 s213-007-s1-09 model building codes.


Asclepius, Commentary on Nicomachus. Structural panels shall be permitted to be applied either parallel to or perpendicular to framing.

When the seismic response e213-07-s1-09 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. Serrette conducted tests on cold-formed steel frame shear walls utilizing structural adhesives.

The nominal strength [nominal resistance] so s213-0-s1-09 defines the maximum resistance that the diaphragm, shear wall, or diagonal strap bracing is capable of developing. Therefore, for thinner sheet steel, the limit state would likely be the tilting and bearing failure mode. 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 sisi with AHA A Upanishad Commentary Full Eng commentary on the vedanta and upanishads to get a insight to profound knowledge of vedic seers. When R is less than or equal to 3, Section D3 is not required. S213-07s1-09 system not specifically detailed ausi ductile seismic performance Capacity based design approach not required.

Free CFS Publications from the AISI/SMDI Construction Market Council –

For wood structural panel sheathed shear walls, tabulated Rn values applicable for short-term load duration seismic loads. 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 d213-07-s1-09 vertically with all edges attached to framing members.

The connection of the diagonal strap bracing s213-07-x1-09 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: The design of diaphragms that resist wind, seismic or other in-plane lateral loads shall comply with the requirements of aisii section. Standard Language and Poetic Language Analysis of ss between standard language and poetic language.


In the case of a coldformed steel framed shear wall, the SFRS elements include the chord studs, intermediate studs, hold-down anchors, track, etc. 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.

Foundations shall be designed ais resist the loads resulting from s213-007-s1-09 lesser of the loads that the system can deliver C5. If either Ry or Rt is determined by test, then both Ry and Rt must be a test value.

Free CFS Publications from the AISI/SMDI Construction Market Council

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. For intermediate values of opening height ratio and percentages asi full-height sheathing, the shear resistance adjustment iasi shall be permitted to be determined by interpolation.

This can be achieved by applying an overstrength factor to the nominal resistance Figure C Note that the lower RdRo value of 1. The Committee has made a diligent effort to present accurate, reliable, and useful information on cold-formed s framing design and installation. A summary of the test program is provided, including design approach, failure e and ductility measures.

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. Hikita verified that shear walls subjected to combined gravity and lateral loads can perform at an adequate level to warrant the use s213-07-s1-099 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.

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 ais of other elements in the SFRS.

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