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.
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
RE: Stiffened seat to HSS column
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
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