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# HSS Local Yielding from Shear Tab

## HSS Local Yielding from Shear Tab

(OP)
I am designing an HSS column which has a vertical plate with a shear load welded to the column wall. Looking in AISC 14th edition, Table K1.2 on page 16.1-144, it says that the limits are for the plate (which is all set) and the HSS punching shear, which gives the formula in the table. However, this formula is not dependent on the plate's shear load.

My question is shouldn't the thickness of the column wall be dependent on the shear load, since it would be localized? It does say to see Chapter J to calculate Rn, but frustratingly doesn't specify where. Can anyone point to the correct formula, if one exists, to calculate the shear load limit dependent on the HSS column wall thickness?

### RE: HSS Local Yielding from Shear Tab

The next version of the AISC specification should have a more generalized equation for something like this. Not sure if it's going in chapter J or K though. My understanding is there should be a PDF version of this new spec posted to the AISC website within the next month or so.

There is a paper (Abolitz & Warner) titled something like "Bending for Seated Connections" that goes through a yield line derivation for a rectangular connection connected to the web of a column, which is the basis for the new code provisions. It should look something like the following. Though this is in terms of moment instead of shear.

### RE: HSS Local Yielding from Shear Tab

JoshPlum: Do you have a reference on where you pulled this forthcoming HSS wall moment equation? Did it come from the Abolitz and Warner paper "Bending for Seated Connections"? I found a link to purchase this paper here: https://www.aisc.org/.WJJEMPKCokV

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