Thank you for the feedback. It is greatly appreciated.
One more question:
In the Seismic Design Manual Table 1-2 a W10x26 is considered seismically compact for Fy=50ksi. However, when I calculate the limit-to-thickness ratio for A992 (the upper limit being Fy=65ksi) it is not seismically...
If I specify A992 (Fy=50ksi) a W8x24 is not seismically compact, but if I specify A36 (Fy=36ksi) then the same beam is seismically compact. Now it just doesn't seem right to tell a contractor or a supplier that they can not substitute a stronger material for a specified beam.
Additionally...
According to AISC 341-05 section 8.2b, when required by the provisions members shall not have elements that exceed the limiting width-thickness ratios of table I-8-1.
However, I believe it is reasonable and acceptable to use a section that would otherwise be considered seismically non-compact...
