column to existing beam connection

[LAU668]

Hi FOLKS;

I am designing a project. there is a new column stand on top of existing beam.
the column is w12x45, exiting beam is w36x135.

I don't want weld stiffener on the exiting beam. the beam is 80' long, huge load on top of it.
anyone have idea of it?

Thanks

 

[KootK]

one other concern I would have is the possibility of weak/weak axis instability in this area

Me too. This is one of the jobs that I think the bolted stiffener assembly would be capable of doing.

I assume that OP has rejected the top side stiffener because it projects into occupied space. We'll have to let him confirm or refute that.

I'll be interested to hear what the column load actually is here. Given the transfer length available without doing anything special, I'm surprised that additional measures are required.

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.