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?
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
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
Thanks in advance.