Thanks for the reply. A quick follow-up: let's assume that force Pu gets its P1 dumped into the bolts connecting the beam to the double angle. This P1 is also eccentric to the bolts connecting the double angle to the column flange. This eccentricity also has the potential to induce a moment...
See the attached image for a double-angle bolted connection with a load eccentricity. Do the bolts that connect to the supporting member get design for the tension induced to the upper bolts due to this eccentric-induced moment?
In looking through AISC example problems I have yet to see one...
I believe the RMEH is actually requiring you to multiply the Equivalent Solid Thickness by the height of your block. Thus 6.5*7.625 = 49.56, much closer to 54.1. I did a quick hand calc of this area and came very close to 54.1, so I believe that to be an accurate value. Thanks for the help...
It appears there is a discrepancy in calculating the net area of a masonry wall for axial stress (P/An) between the "Reinforced Masonry Engineering Handbook" (Amrhein, 1998) and the "Masonry Structures: Behavior and Design" text (Drysdale, 1999).
Looking at the RMEH on P.300, Table B-3a...
