When defining a beam to column flange moment connection with opposite beams, the column web panel shear demand seems to be large for a cantilever beam condition. Beam moments at each side of column have been added with corresponding sign. In a cantilever condition these moments generate opposite forces resulting in a shear demand equal to the difference of magnitudes. For some reason RAM connection calculates a different shear demand. Could anyone clarify what assumptions the program does to calculate these values?
Where the right beam and the opposite (left) beam have same sign moments, the program will design the panel zone for the worst of the two cases. When the two beams have opposite sign moments, like you get in a lateral loading then it's the net affect that is considered.
In the top section, it looks like Vu is based on the opposite beam moments only and based on the full depth of the beam, excluding plates. If the opposite beam moments are significantly smaller than the right beam moments this reverses and Vu is based on the right beam flange force. I'm not sure why the top section is like this.
In the code check for panel zone shear, in the bottom section of the report, the program uses the critical Vu, but based on the depth considered from center to center of the flange plates (d + tpl assuming the plates are equal thickness).