I'm designing column baseplate connections with braces and am noticing that there is no demand being applied for the column weld checks. There are moments and vertical forces being applied even if axial forces are being considered to transfer directly to the plate due to full bearing.
I can see in the formulas that the demand is zero because the of the T value. How is this value being determined? Under notation it indicates that this value is the required strength for anchor rods, I am not clear why this is used for determining the demands for the welds.