Link Stiffener Welds in EBF
Link Stiffener Welds in EBF
(OP)
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.






RE: Link Stiffener Welds in EBF
Let me know,
YS
B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...