gusset plate connected to the column web.
gusset plate connected to the column web.
(OP)
we know that if we connected a gusset plate to column flange longitudinally we have to check a couple of limit states such as local web yielding, local web crippling and so on, but what if the gusset was connected to the column web, the code doesn't have any criteria for checking this type of connections .
some might say we should check the web for bending but i think that is too imaginary.
So i am hoping to gather some opinions from the great minds out here??
some might say we should check the web for bending but i think that is too imaginary.
So i am hoping to gather some opinions from the great minds out here??
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.






RE: gusset plate connected to the column web.
You do need to check the web for weak axis bending and, perhaps, a few other related failure modes. I'd recommend looking at the AISC recommendations for checking HSS side walls for various connection imposed loads. The concepts are very similar. The only reason to ignore bending loads in the web would be if you've design a connection where you are confident that all of the load delivered to the web will be purely shear. If there's a transverse component to the load, there ought to be a bending check of some sort.
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: gusset plate connected to the column web.
RE: gusset plate connected to the column web.
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: gusset plate connected to the column web.
helpful stuff.
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
RE: gusset plate connected to the column web.
RE: gusset plate connected to the column web.
Table 2 in that document lists capacities realized in testing, and compares those to capacities realized by the equation developed in the paper. The ratio of tested capacity versus calculated capacity ranges from 1.33 (tested capacity higher than calculated capacity) to 0.69 (tested capacity lower than calculated capacity). The paper notes the overall statistical error is around 12%. But those low values, 0.69, 0.73, 0.76 give me pause. I'm surprised the paper doesn't address those low values, perhaps with an additional reduction on the calculated capacity.