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Bent plate design as a pour stop - how is it welded to the beam?

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SeizeTheMoment

Structural
Sep 16, 2020
25
If we design the bent plate at pour stops to take the eccentric loads, we would have to consider the spandrel beam absorbing that moment as torsion. My question is - how would the weld from the bent plate transfer the load into the beam? I would assume it would have to be fixed, but I can't convince myself that a fillet weld at the overhang part of the beam and on the spandrel top flange acts as fixed. In my head, they both act as separate pinned connection where most of the moment would transfer into the closest weld. Welds with moment about its own axis won't work because it doesn't have enough resistance due to its super low section modulus about that moment.

Screenshot_2022-10-26_181903_dfu8ke.jpg


Don't bend to the stress, seize the moment!
 
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A torsion is just kind of moment.

A moment is usually just a force couple.

The force couple of interest here is shown below.

"Pinned" welds can do this job. Although, at the exterior the force couple may just be contact bearing between the angle and beam.

c01_u4fcii.png
 
Thanks @KootK. I would think then, that the "inside" weld at the top flange is the main support and that the "exterior" weld at the overhang is possibly just for any incidental uplift.

Don't bend to the stress, seize the moment!
 
I see it the same STM. It is not uncommon for the angle to be welded down in the field. In that case, it becomes tempting to omit what would be the overhead weld.
 
I agree with Koot, it's just a force couple between flange bearing (compression side) and the overhand weld onto the top of the flange (uplift side)
I would want some amount of underhand weld on the compression side though, just to give some redundancy for movement etc
That could be hit-miss though, whereas the overhand weld I would specify full length


 
An intermittent fillet on the inside edge... the compression is taken by bearing on the beam flange. Likely 1-1/2" @ 12 would be lots...

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