AISI S110 PDF

AISI S110 PDF

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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Type II shear walls Figure 2b permit openings in the wall without specific design for force transfer around the openings. Unique to cold-formed steel, an additional yield stress increase must be considered due to the cold work of forming and inelastic reserve capacity:.

Unique to cold-formed steel, an additional yield stress increase must be considered due to the cold work of forming and inelastic reserve capacity: Your message Submit Comment.

Free CFS Publications from the AISI/SMDI Construction Market Council

The modification coefficient for strength increase due to cold work of forming is determined as: 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. A design guide for the seismic design of cold-formed steel framing will be published in The designated energy dissipating mechanism and methods for determining the expected strength of the various SFRS are included in Chapter E, as discussed below.

Collectors, strap asi, chord studs, other vertical boundary elements, hold-downs and anchorage connected to it and all other components and connections of the strap braced wall should be designed to resist this force.

This system is formed by cold-formed channel beams and HSS columns with bolted moment connections, as detailed in Figure 3. This chapter outlines requirements for Diaphragms.

The expected strength of this SFRS equals 1.

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. Acting to collect and distribute seismic forces to the SFRS, diaphragms must be designed to resist the forces specified by the applicable building code.

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The expected strength of the SFRS can be derived by simple mechanics based on the strap expected strength. To ensure the shear wall performs as intended, additional system requirements must be met as further detailed in AISI S, Section E2.

STRUCTURE magazine | AISI S/S

The shear wall strength is determined by the nominal strength of the strap as follows:. 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:. 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. Type I shear walls Figure 2 a are fully sheathed and require hold-downs and anchorage at each end of d110 shear wall.

Detailed guidance on how to determine the expected strength is provided in the standard. This standard currently provides the design qisi for cold-formed steel-framed diaphragms sheathed with wood structural panels. Expected strength is used to estimate the maximum forces the SFRS is anticipated to resist prior to dissipating energy through yielding.

Two types of shear walls are included within the section:.

AISI to Develop New Unified Cold-Formed Steel Seismic Design Standard

Chapter B This chapter, General Design Requirementsoutlines fundamental seismic design requirements. Shear wall sheathed with wood structural panels. W110 chapter, General Design Requirementsoutlines fundamental seismic design requirements. For instance, provisions must be ais 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 the connections between the steel sheet and the cold-formed steel structural members.

In the absence of an applicable building code, the design requirements must follow accepted engineering practice for the location under consideration, as specified by ASCE Yielding also occurs in the tension fields across the steel sheet. In addition, a new effective strip method has been introduced in this edition, which can be used to determine the nominal shear strength of the shear wall analytically. The nominal shear strength and detailed requirements are provided in Section E6 of the standard.

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AISI to Develop New Unified Cold-Formed Steel Seismic Design Standard

Future ss110 may be extended to include other common diaphragm systems. Seismic energy is dissipated through sliding and bearing deformations in the bolted connections between the beams and columns. Determine the nominal shear strength of the strap braced wall, as illustrated in Figure 4aand the expected strength of the system. This is intended to dovetail with ASCE Chapter 12, which provides general guidance on this topic.

To perform as intended in a design level seismic event, this common Asi 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 avoided.

Ss110 expected strength of steel-sheet sheathed shear walls is specified as 1. Chapter C This chapter, Analysisprescribes that the structural analysis aii be done in accordance with the applicable building code and AISI S The nominal shear strength per unit length, v nis based on the values for Type I shear walls and C a is tabulated in the standard for a variety of shear wall geometries. 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.

Aspect ratio shear wall height, h, divided by length, w limits for the various assemblies are also provided. For this Aiis, the expected strength equals 1. Leave a Comment Click here to cancel reply. The expected strength of the strap equals the expected yield strength of the strap times its gross area. The standard also provides Canadian seismic design provisions where the seismic force modification factors, R d R oare taken as greater than or equal to 1.

Future editions are expected to expand on analysis methods and their implementation for cold-formed steel SFRS. Additional system requirements must be met as further detailed in Section E3.

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