PEMB Beam and Column Dimension at Haunch?

[MWPC]

I am analyzing an existing PEMB. It looks like a typical PEMB. 25' bay spacings, 2/12 slope, 150' span, all tapered plate girder type members, 8 1/2" deep Z purlins, late 1980's construction, etc. In my analysis the columns show a higher stress than the girders. Also the depth of the girders are greater than the width of the columns at the haunches. On PEMB shop drawings from other buildings the girders and the columns have always been the same dimension at this location. This made sense since the moment is constant around the corner.

Any ideas on what was done on this building?

Thanks for the help.

 

[knfeng]

A lot of fabricators want the same dimensions at the column/ beam so that fabrication is easier. They can layout the column on a jig table and when they lay out the beam they don't have to re-set the jig. What type of connection (vertical, perpendicular to top flange, diagonal, etc) is at the haunch. As long as the connection is strong enough, the dimensions don't have to be the same.

 

[MWPC]

Thanks knfeng. There is a horizontal cap plate on the column and a matching plate, extension of the bottom flange, on the girder. Lots of bolts on the tension side and a few on the compression side, I assume for uplift stress reversal.