Why are partial length groove welds not permitted per aws 2.12. If I have a stiffener plate required in a web of a column to restrain the column flange due to a moment force, the stiffener plate extends beyond the toe of the flange and the required weld needs to be full pen. Does the preparation in the stiffener plate need to extend all the way from the web of the column radius to the column flange toe? If so what about lamellar cracking in the column flange? Would it be acceptable to stop the weld short of the toe of the column by 1/2" when in fact the stiff. plate continues beyond the flange.