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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The nominal shear strength and detailed requirements are provided in Section E6 of the standard. Type II shear walls Figure 2b permit openings in the wall without specific design for force transfer around the openings.
This chapter, General Member and Connection Design Requirementsreferences Chapters E and F for specific member and connection design and is reserved for future development. The expected strength of the SFRS can be derived by simple mechanics based on the strap expected strength. Braced shear wall design example. 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.
Chapter A also provides the provisions aixi determining the material expected strength for steel. 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. Chapter B This chapter, General Design Requirementsoutlines fundamental seismic design requirements.
Free CFS Publications from the AISI/SMDI Construction Market Council
Type I shear walls Figure 2 a are fully sheathed and require hold-downs and anchorage at each end of the shear wall. This chapter discusses Quality Control and Quality Assurance. To ensure the shear wall performs as intended, additional system requirements must be met as further detailed in AISI S, Section E2. Chapter C This chapter, Analysisprescribes that the structural analysis should be done in accordance with the applicable building code and AISI S Two types of shear walls are included within the section:.
This chapter, Analysisprescribes that the structural analysis should be done in accordance with the applicable building code and AISI S Acting to collect and distribute seismic forces to the SFRS, diaphragms must be designed to resist the forces specified by the applicable building code.
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. Collectors, strap connections, chord studs, other vertical boundary elements, hold-downs and anchorage connected to it and all other components s10 connections of the strap braced wall should be designed aosi resist this force.
The shear wall strength is determined by the nominal strength of the strap as follows:. First Name Last Name.
In addition, a new effective strip method has been introduced in this edition, which can be used to determine the nominal aisl strength of the shear wall analytically. Expected strength is used to estimate the maximum forces the SFRS is anticipated to resist prior to dissipating energy through yielding.
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 z110 and buckling of the chord studs are avoided. Chapter D This chapter, General Member and Connection Design Requirementsreferences Chapters E and F for specific 1s10 and connection design and is reserved for future development.
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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. Determine the nominal shear strength of the strap braced wall, as illustrated in Figure 4aand the expected strength of the system.
Chapter A, Scope and Applicability This standard focuses on the design aixi construction of cold-formed steel members and connections in seismic-force-resisting systems SFRS and diaphragms s1110 buildings and other structures. 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.
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For instance, it is limited to single story structures no higher than 35 feet. The expected strength of this SFRS equals 1.
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.
The expected strength s1110 the strap equals the expected yield strength of the strap times its gross area. The beams and columns, therefore, need to be designed to resist the expected moment M e and shear S10 e at the bolted connections defined as:.
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.
Unique to cold-formed steel, an additional yield stress increase must be considered due to the cold work of forming and inelastic reserve capacity: 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 e110 they follow the applicable building code requirements and are approved by the authority having jurisdiction.
Leave a Comment Click here to cancel reply. Specifically, the available strength of the SFRS must be greater than s11 equal to the required strength determined from the applicable load combinations to ensure adequate performance in a design-level seismic-event.
A design guide for the seismic design of cold-formed steel framing will be published in The expected sisi of steel-sheet sheathed shear walls is specified as 1. Future editions are expected to expand aizi analysis methods and their implementation for cold-formed steel SFRS.