Column Stiffeners
Column Stiffeners
(OP)
Have some moment frames where the beams frame into the columns at a 7.5/12 angle. On typical jobs, I provide the column stiffener/doubler requirements to the connection designers. I am wondering if it is reasonable to use the horizontal component of the bottom flange force to check the stiffener requirements.
Column web buckling is the limit state that I am particularly concerned doesn't work with the above logic.
Column web buckling is the limit state that I am particularly concerned doesn't work with the above logic.
"It is imperative Cunth doesn't get his hands on those codes."





RE: Column Stiffeners
I would say so. It's hard to imagine that the vertical component wouldn't head off vertically down the axially stiff interior column flange. I would also deem a horizontal stiffener to be more fab-friendly than a sloped one. KootK approved.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Column Stiffeners
"It is imperative Cunth doesn't get his hands on those codes."
RE: Column Stiffeners
"It is imperative Cunth doesn't get his hands on those codes."
RE: Column Stiffeners
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Column Stiffeners
"It is imperative Cunth doesn't get his hands on those codes."
RE: Column Stiffeners
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.