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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.
There is a Column shear, Vc, term to subtract. This image from an AISC presentation by one of our esteemed RAM users is something I refer back to frequently.
Thanks for your reply Seth, but that would actually reduce the value that I've calculated, RAM SS value is higher! It's 285.14 kips? By the way in my case, I am looking at the top corner of a moment frame, so there is no column above and only one beam framing into the column's flange.
The file is attached.
In this case you have the Criteria - Joints... - Design settings to use the ultimate capacity (flange force) of a beam at a joint and Strain hardening and overstrength factors = 1.1. For the W18x46, the flange to flange center dimension is 17.5" (1.458ft). The ultimate bending strength of the beam is 377.92 k', so the panel shear is 377.92 / 1.458' * 1.1 over-stength factor = 285 kips.
You can change that criteria if you want to.