If you "lose" your case, and have to design the column as an inverted
cantilever, in addition to paying the design price for using K=2.1, do you
also have to check the column for axial, PLUS bending due to the cantilever
moment? And what about the footing that supports the column? Assuming that
it is now designed for axial load only, does it also have to be increased to
resist axial loads, plus the cantilevered moment? And the baseplate, too?
More to ponder.
Bruce Resnick, SE
Parker Resnick Str. Eng.
In a message dated 4/6/99 8:26:33 PM Pacific Daylight Time, ad026(--nospam--at)hwcn.org
To win your case (e.g. to use K=1) you will have to prove that your roof
diaphragm is MUCH stiffer than the inverted cantilever (both directions)
and that your OWSJ tie connection never goes into bearing - this is
essentially a self-defeating condition; if it bears, you have a moment
connection but if it doesn't bear, then why does it exist ...