link stiffener welds in ebf
 

link stiffener welds in ebf
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.
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...