I'm attempting to make a 11"x11" baseplate work below a W10x49 subjected to 20k-ft moment and 10kip shear in both directions, and a 2 kip tensile load. I'm trying to place the anchors within the column flanges. The column loading creates a "large moment" situation per AISC design guide 1 section 3.4. When placing the anchors between the flanges what values should be used for n and m? This impacts the equations given for determining the minimum plate width. Also is it likely that the baseplate would have no area in bearing and instead two of the four anchors resist the moment and uplift entirely?