Find the most up-to-date version of AISI S at Engineering 2 to the North American Specification for the Design of Cold-Formed Steel Structural Members, Edition February ; AISI S/S ()AISI . Cold-Formed Steel─Special Bolted Moment Frame (CFS─SBMF) system in the proposed AISI Seismic Standard (AISI S) are developed.

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Future editions may be extended to include other common diaphragm systems. Chapter B This chapter, General Design Requirementsoutlines fundamental seismic design requirements. Determine the nominal shear strength of the strap braced wall, as illustrated in Figure 4aand the expected strength of the system.

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To ensure the shear wall performs as intended, additional system requirements must be met as further detailed in AISI S, Section E1. This chapter discusses Quality Control and Quality Assurance. Seismic energy is dissipated in wood structural panel shear walls through titling and bearing deformation in the screw connections between the wood structural panel sheathing and the cold-formed steel structural members, and in the wood structural panels themselves.

Chapter A also provides the provisions for determining the material expected strength for steel. The nominal shear strength, V ncan be determined using the same equations provided in Section a except that values for v n and C a are tabulated separately in the standard.

Aspect ratio shear wall height, h, divided by length, w limits for the various assemblies are also provided. The expected strength of the SFRS, capped by the seismic load effects including overstrength, is to be used to design other components in the SFRS that are not part of the designated energy-dissipating mechanism, including any collectors. The shear wall strength is determined by the nominal strength of the strap as follows:. Specifically, the available strength of the SFRS must be greater than or equal to the required strength determined from the applicable load combinations to ensure adequate performance in a design-level seismic-event.


Sheathed shear wall analysis models. Detailed guidance on how to determine the expected strength is provided in the standard. This chapter, Use of Substitute Components and Connections in Seismic Force-Resisting Systemspermits the substitution of components or connections in any of the SFRS specified in Chapter E as long as they follow the applicable building code requirements and are approved by the authority having jurisdiction.

This consolidated seismic design standard brings together all North American cold-formed steel seismic-force-resisting systems SFRS into one standard, adding a consistent capacity-based design philosophy to each. The beams and columns, therefore, need to be designed to resist the expected moment M e and shear V e at the bolted connections defined as:.

A design guide for the seismic design of cold-formed steel framing will be published in Acting to collect and distribute seismic forces to the SFRS, diaphragms must be designed to resist the forces specified by the applicable building code.

Chapter A, Scope and Applicability This standard focuses on the design and construction of cold-formed steel members and connections in seismic-force-resisting systems SFRS and diaphragms in buildings and other structures. Shear wall sheathed with wood structural panels. For instance, provisions must be made to guard against loose strap bracing either by pre-tensioning the straps or through other similar methods of installing the tension-only strap bracing.

Seismic energy is dissipated through sliding and bearing deformations in the bolted connections between the beams and columns.

For this SFRS, the expected strength equals 1. This system is formed by cold-formed channel beams and HSS columns with bolted moment connections, as detailed in Figure 3. Safety and resistance factors: The nominal shear strength per unit length, v nis based on the values for Type I shear walls and C a ais tabulated in the standard for a variety of shear wall geometries.


The expected strength of steel-sheet sheathed shear walls is specified as 1.

In the absence of an applicable building code, a110 design requirements must follow accepted engineering practice for the location under consideration, as specified by ASCE S101 expected strength of the SFRS can be derived by simple mechanics based on the strap expected strength. Cold-formed steel special bolted moment frame. The designated energy dissipating mechanism and methods for determining the expected strength of the various SFRS are included in Chapter E, as discussed below.

Chapter D This chapter, General Member and Connection S10 Requirementsreferences Chapters E and F for specific member and connection design and is reserved for future development. If an opening exists, details must be provided for load transfer around the opening. This standard currently provides the design provisions for cold-formed steel-framed diaphragms sheathed with wood structural panels.

This first edition of AISI S represents a w110 of the following previously published standards: Seismic energy is dissipated through the connections between the steel sheet and the cold-formed steel structural members. Aug, By Rob Madsen P. To perform as intended in a design level seismic event, this common SFRS must be designed and detailed to ensure that the diagonal tension strap yields first, thus dissipating the seismic energy, while other limit states such as fracture at the strap ends and buckling of the chord studs are aixi.

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Two types of shear walls are included within the section:. Leave a Comment Click here to cancel reply. Yielding also occurs in the tension fields across the steel sheet.