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I am having trouble calculating the exact same value of the "Controlling Shear Force" in the Panel Zone as shown in the file below. By my calculations V = Mcap/(Beam Depth - flange thickness), for a W18x46 the RAM SS "Capacity" is 377.92 k-ft, Beam depth = 18.1", flange thickness = 0.605". The results would be 377.92(12)/(18.1-0.605) = 259.22 kips, RAM SS has 285.14 kips, why? Also, isn't the capacity using ASD design supposed to be Fy(Zx)/1.67, not just Fy(zx)? The value is being compared to "Column Web Capacity wo/ Web Plate" that has been divided by Omega = 1.67.