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Strength Reduction Factors for High-Aspect-Ratio OSB Cold-Formed Steel Frame Shear Walls

Nava, M. / Serrette, R.

Design provisions for cold-formed steel (CFS) light frame shear walls with wall height-to-width/length ratios (aspect ratios) greater than $2 ∶ 1$ , and less than $4 ∶ 1$ , requires a reduction in nominal strength based on the wall aspect ratio. This reduction is attributed to increased wall flexibility. The current strength reduction is not supported by existing data and it is not justified given building code lateral displacement limits and the availability of expressions to estimate wall displacement. Additionally, a significant underestimation of nominal or peak strength is not helpful where capacity-based design is adopted. In this paper, the results of an experimental program that included 11-mm oriented strand board (OSB) sheathed CFS shear walls with aspect ratios between $2 ∶ 3$ and $8 ∶ 1$ are presented, and a conservative, more consistent and less severe strength reduction expression is offered—an expression that facilitates more sustainable design and meets the intention of the current standards of engineering practice.

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Strength Reduction Factors for High-Aspect-Ratio OSB Cold-Formed Steel Frame Shear Walls

Nava, M. / Serrette, R.

Design provisions for cold-formed steel (CFS) light frame shear walls with wall height-to-width/length ratios (aspect ratios) greater than $2 ∶ 1$ , and less than $4 ∶ 1$ , requires a reduction in nominal strength based on the wall aspect ratio. This reduction is attributed to increased wall flexibility. The current strength reduction is not supported by existing data and it is not justified given building code lateral displacement limits and the availability of expressions to estimate wall displacement. Additionally, a significant underestimation of nominal or peak strength is not helpful where capacity-based design is adopted. In this paper, the results of an experimental program that included 11-mm oriented strand board (OSB) sheathed CFS shear walls with aspect ratios between $2 ∶ 3$ and $8 ∶ 1$ are presented, and a conservative, more consistent and less severe strength reduction expression is offered—an expression that facilitates more sustainable design and meets the intention of the current standards of engineering practice.

Strength Reduction Factors for High-Aspect-Ratio OSB Cold-Formed Steel Frame Shear Walls

Nava, M. / Serrette, R.

Design provisions for cold-formed steel (CFS) light frame shear walls with wall height-to-width/length ratios (aspect ratios) greater than $2 ∶ 1$ , and less than $4 ∶ 1$ , requires a reduction in nominal strength based on the wall aspect ratio. This reduction is attributed to increased wall flexibility. The current strength reduction is not supported by existing data and it is not justified given building code lateral displacement limits and the availability of expressions to estimate wall displacement. Additionally, a significant underestimation of nominal or peak strength is not helpful where capacity-based design is adopted. In this paper, the results of an experimental program that included 11-mm oriented strand board (OSB) sheathed CFS shear walls with aspect ratios between $2 ∶ 3$ and $8 ∶ 1$ are presented, and a conservative, more consistent and less severe strength reduction expression is offered—an expression that facilitates more sustainable design and meets the intention of the current standards of engineering practice.

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Title:

Strength Reduction Factors for High-Aspect-Ratio OSB Cold-Formed Steel Frame Shear Walls

Contributors:

Nava, M. (author) / Serrette, R. (author)

Published in:

Journal of Structural Engineering ; 141

Publication date:

2014-07-23

ISSN:

0733-9445 , 1943-541X

DOI:

https://doi.org/10.1061/(ASCE)ST.1943-541X.0001096

Type of media:

Article (Journal)

Type of material:

Electronic Resource

Language:

Unknown

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