Stiffener Plate Design
Stiffener Plate Design
(OP)
I had a client who wants to offset beams from the stud wall line so he can run his steel studs to parapet. My boss wants to create a seat angle to bear the beam on top of it. The seat angle we used is angle8x8x3/4" with 1/4" stiffener plate welded to steel column of Hss6X6X3/8". I designed the 1/4" stiffener plate and it can carry only 13 kips of load. The applied load from beam ranges from 30 kips to 80 kips. If I assume the angle is stiffened then it can safely handle the load. But if i check the stiffener plate then it has to be 1 1/4" to carry the maximum 80 kips of load. Is this correct? I believe the plate will buckle before the failure of seat angle. But my boss thinks seat angle with 1/4" stiffener plate can easily handle the applied load of 80kips. Please help if i am incorrect. I am also attaching the scenario of calculation that i am running.
Thanks....please comment...
RD
Thanks....please comment...
RD






RE: Stiffener Plate Design
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: Stiffener Plate Design
Take care to ensure that your column can handle the applied moment as well. It will be significant.
Another detail to consider might be a pair of brackets either side of the columns with a seat plate spanning between them.
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: Stiffener Plate Design
RE: Stiffener Plate Design
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: Stiffener Plate Design
The angle thickness may get a laugh from the steel fab guys as well. I've been told that they don't tend to stock the thicker angles so unless you need a lot of it then you're better off making a welded plate bracket.
RE: Stiffener Plate Design
The connection to the column, and the column bending capacity (including local buckling capacity) also appears potentially problematic.
RE: Stiffener Plate Design
RE: Stiffener Plate Design
RE: Stiffener Plate Design
RE: Stiffener Plate Design
RE: Stiffener Plate Design
RE: Stiffener Plate Design