Commentary on the Prescriptive Method for Residential Cold-Formed Steel Framing

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DIANE Publishing, Jun 1, 1996 - 81 pages
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Use of cold formed steel framing in the residential market has increased over the past years. Its price stability, consistent quality, similarity to conventional framing, successes in the commercial market, & resistance to fire, rot, & termites have attracted the attention of many builders. However, lack of prescriptive construction requirements has prevented this alternative material from gaining wider acceptance among home builders & code officials. This handbook provides background, engineering assumptions & methods, & detailed calculations for this method. Illustrated.
 

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Page 12 - ... shall be formed in a Ushaped configuration, having a depth compatible with that of the studs of the same nominal size. 4.6 Minimum height of runner (track) flanges shall be % in. (19 mm). 4.7 Bracing and bridging shall have configuration and steel thickness to provide secondary support for the studs in accordance with the AISI Specification for the Design of ColdFormed Steel Structural Members.
Page xi - The Prescriptive Method was developed as an interim guideline for the construction of one- and two-family residential dwellings using cold-formed steel framing. It provides a strictly prescriptive method to stick-frame typical homes with cold-formed steel framing.
Page ii - The views expressed in this chapter are those of the authors and do not necessarily reflect the views of the US Department of Housing and Urban Development. suited to economic tools. As such, the definition of "need" itself has become a political issue and must necessarily be tied to an existing ideology of the state.
Page 71 - Floor Systems, December 1977. 11.9 ASTM Standards: A 307 - 93a Standard Specification for Carbon Steel Bolts and Studs, 60000 PSI Tensile Strength. A 653 - 1994 Specification for Steel Sheet, Zinc-Coated (galvanized) or Zinc-Iron Ally Coated (Galvanized) by the Hot-Dip Process. A 875-1994 Specification for Steel Sheet, Zinc-5% Aluminum Alloy Metallic-Coated by the Hot-Dip Process. A 792-1994 Specification for Steel Sheet, Aluminum-Zinc Alloy-Coated by the Hot-Dip Process, General Requirements. C...
Page 43 - B2.3-2 b[ + b 2 shall not exceed the compression portion of the web calculated on the basis of effective section.
Page 42 - Since distance of top compression fiber from neutral axis is greater than one half the beam depth, a compression stress of 36,455.5 psi will govern as assumed (ie initial yielding is in compression).
Page 71 - Minimum Design Loads for Buildings and Other Structures," ASCE 7-93, American Society of Civil Engineers, New York.
Page 41 - Fy is the design yield stress. For cold-formed steel design, Se is usually computed by using one of the following two cases: 1 . If the neutral axis is closer to the tension than to the compression flange (case c of Figure 6.
Page 5 - The design thickness (shown in the table below) is the value used in the computation of member capacities. The reduction in thickness that occurs at corner bends is ignored, and the design thickness of the flat steel stock, exclusive of coatings, is used in the structural calculations. The design thickness is calculated by dividing the minimum delivered thickness by 0.95 which follows the provisions of the AISI Design Specification. This adjustment reasonably accounts for the normal variation in...
Page 29 - ... cylindrical tubular sections are also found in use. Cold-formed sections are made of thin material and in many cases the shear center does not coincide with the centroid of the section. Therefore, in the design of such compression members, consideration should be given to the following types of failure depending on the configuration of the section, thickness of material and column length used: 1. Yielding 184 J -L (b) (0 Fig.

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