Link Stiffener Welds in EBF

[wsticht]

I am designing a link beam in an EBF. The AISC Seismic Provisions supplement states that link stiffeners should have a required strength of AstFy (Ast is the area of the stiffener). My first question is whether to use the vertical area of the stiffener ((d-2tf)*ts) or the horizontal area (width*ts). My second question is whether to use the Fy for the beam or the Fy for the stiffener.

 

[youngstructural]

I would think you'd have to use the lower Fy, as you're presumably dealing with a ductility stituation. That's from memory, so please double check. To be honest I'm not familiar with the eccentric brace frame provisions of the american code; If you're interested there is a good how-to for designing these to the canadian (CISC) code that I have around somewhere. If you would like, I can try and dig it up and scan it for you.

Let me know,

YS

B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...