Clip angles in beam splice 1

[canwesteng]

I have an existing beam connected to a column web, that I'm looking to make continuous for moment at the joint to another beam of the same size on the opposite end of the column, with the goal of chopping the column. Current plan - install a a beam seat, remove existing clips, weld a shear tab to existing beam and column, and then weld on the new beam. What if I left the clips on, used bolted flange plates, and then am left with clip angles in the splice? The flexibiliy concerns me. Sketch attached

 

[KootK]

I'm on board, particularly if everything can be welded up as you suggest. I'm not sure that there would even be all that much shear flexibility introduced.

I have a different concern, however, as shown below. That said, this is not a classic lamellar tearing situation and I acknowledge that I may well be out to lunch on the concern. It just something that nags at me at high levels of tensile stress.

 

[canwesteng]

That's a good point... Maybe I'll see if I can develop the tension in the flanges of the column, or at least partially get some tension in the flanges to get it off the web like that.

 

[KootK]

Maybe I'll see if I can develop the tension in the flanges of the column

Beat me to it. Just another idea to throw on the heap of possibilities. In the future, I'll thank you to put your head down on your desk for at least 60 min following my contributions.

 

[KootK]

Although, to a lesser degree, my orange load spread still result in a sort of cross grain tension over the column flange. I'd be much less concerned about this version though. And, if worried, one could weld a strip of plate over the column flange as reinforcement of a sort.

 

[KootK]

I'm sort of coming to see this like a wide flange beam to HSS column moment connection. Consistent with that, another possibility would be to run your bottom flange plate around the column rather than through it. Let's call that a last ditch effort if better things don't check out.

 

[KootK]

I retract my original concern. We do this across column flanges all the time.

 

[mmarlow]

Hello,

I dont have much to add to the discussion, so my apologies for being somewhat off topic. However, this post raised a question.

I dont have It on front of me, however I know AISC allows for a 50 percent increase in Fillet weld strength if you load the weld transversly.

However, this lamellar tearing is also a concern in a transverse loaded situation, like the OP shows.

I tend to not allow for this increase, because i have trouble wrapping my head around it. I do understand that the failure plane of the weld is larger when loaded transverse compared to loaded parrallel.

Could anyone explain to me why AISC allows this increase, when lamellar tearing is a concern.

Thank you

-MMARLOW EIT

 

[canwesteng]

The increase comes from testing done at the U of A iirc, and has nothing to do with lamellar tearing but instead with the fact that welds were observed to be stronger when loaded in that direction.

 

[mmarlow]

Okay, thank you

-MMARLOW EIT

 

[canwesteng]

You can find it on google, effect of the loading angle on the behaviour of fillet welds, by deng, grondin and driver.