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.
It would probable help to have your file since this might depend on the forces or the design code.
Have uploaded the file. The one I have pictures of is the first connection but this issue is persisting for all baseplate connections.
It looks like the program is calculating the tension on the weld of the column flange to the base plate. The force considerations are the column axial force and column moment (major axis) only. The brace forces don't enter into this specific check (they do get considered in other weld cheks, however). Since your column is in compression with no moment the T demand is 0.
Answer Verified By: Jonathan Dell