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best way to add another angle to an existing angle column

best way to add another angle to an existing angle column

best way to add another angle to an existing angle column

(OP)
existing column angle of access platform is 3x3x3/8. this is just minor platform but 10' high.

i'm thinking of adding a 2.5x.2.5x3/8 and field stitch fillet weld like an inch every 12 inches.

RE: best way to add another angle to an existing angle column

If the 2.5 inch angle is oriented such that you create a sort of small tube section then this would work fine.

Whenever I use a stitch weld connection for things like this (as you are suggesting) I usually specify a continuous weld for the ends of the member - perhaps 6 to 12 inches long depending no the section size.
Look in AISC under the built-up section where they discuss continuous end welds for beam cover plates - sort of the same theory here.

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RE: best way to add another angle to an existing angle column

(OP)
I can't make a box coz there are vert brace. I can only do a back to back angle, with 2nd angle smaller for easy fillet weld. Yes, I'm aware of continuous weld at the ends.

RE: best way to add another angle to an existing angle column

Somebody actually made a platform with angle columns? That's unfortunate. What's the failure mechanism of the existing column you're trying to reinforce?

RE: best way to add another angle to an existing angle column

How far off is the capacity?

RE: best way to add another angle to an existing angle column

I prefer JAE's concept even with the vertical bracing unless I missunderstand the geometry. The reinforcement doesn't need to run the full length of the columns and that extra torsional stiffness will do wonders for your sleep easy and time to completion.

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: best way to add another angle to an existing angle column

Other connection ideas, none of which is necessarily better than yours:

1) Field bolt. Less messing with galvanizing. Can use matching angle.

2) 4" spacer plates. Again, can use matching angles if you care to.

3) Use just a plate to make a WT of sorts.

4) Use just a plate partial height to make a closed triangular section.

I'd guess that your failure mode is torsional bucking. It would be nice to either eliminate that mode with a closed section or at least maintain some symmetry to make the calcs easy.

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.

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