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Stiffened seat to HSS column

Stiffened seat to HSS column

Stiffened seat to HSS column

(OP)
Hello All:

It is my first post and I have a question in regards to a project that I am currently working on. We have a W44x330 with a PL 3/8"x4.5"x35.5" shear tab connection. Now, this is a large beam supporting a mezzanine in a church with a reaction force of 234 Kips. To supplement the support we are using a 9"x9"x1" stiffened seat and a 24" long stiffener with a thickness of 1.5". The column it's connecting to is a 14"x14"x5/8 HSS. We ran our HSS width check and found that our max stiffener length to be 24" due to the HSS width check. The equation is as follows:

B=14>0.4L+tp+(2*2.25tw) -----> 0.4(24")+1.5+(2*2.25*0.581)= 13.7" -----> B=14>13.7 therefore O.K.

If we increase the stiffener length then we receive a failure for the column width.

My question is.. What failure would the column experience if the stiffener length was increased beyond the 24" limit? My gut is telling me it is a local buckling failure but I am not quite sure. Thank you for your responses and for welcoming me to a great community.


CL E.I.

RE: Stiffened seat to HSS column

Sounds like your question has to do with the design of the bracket but what are you doing to strengthen the wall of the column? How about using a flat plate on the face of the column?

RE: Stiffened seat to HSS column

Can you provide a code reference for that equation so that we can investigate it along with any commentary? Can you share the name of the software package that you're using if you're using one? Based solely on the form of the equation, it sounds as though the concern is load spread. As though they want to be able to deliver all of the axial load to the flat face of the column over the length of the stiffener plate. Frankly, I'm not sure why that would be important though so I may well be wrong.

And welcome to our little community!

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: Stiffened seat to HSS column

I believe the equation you are using applies to conventional stiffeners only, not to brackets. I believe Salmon & Johnson has info on how to design the triangular stiffener plate supporting a bracket. Tube wall strengthening is handled differently.

It would seem to be a better design to bear the (very large) beam (and load) directly on top of the column. If the column needs to continue up to the roof than use a separate column bearing on the top of the beam.

RE: Stiffened seat to HSS column

at first glance, I would tend to agree with jike's suggestion of supporting the bm on top of col, if possible.....

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