aisc seismic provisions-341-05

huangyhg

aisc seismic provisions-341-05
in the aisc seismic provisions-341-05, pages 3-66 to 3-69,example 3.11 scbf brace-to-beam/column connection design, they are using the amplified building code loads and not the expected yield load.  where in the specification does it indicate to use amplified loads for scbf connection design.
for ocbf, section 14.4 clearly indicates when to use the amplified loads, but i do not see a similar indication in section 13 for scbf.  
also, in example 3.12, pg 3-96, rub=4.9k, from building code load combination, not the expected yield load.
why was amplified loads used in examples 3.11 and 3.12, and not the expected yield load per section 13.3.


arlord -
it appears your understanding of the provisions is correct.  i believe you may have a copy of an earlier addition of the seismic provisions.  if you go to aisc.org you can get an up to date version of the specifications.
scbf - you are required to design the connections for the ryagfy (lrfd) for tension and can use 1.1 ry pn for compression (lrfd) in section 13.3c.
ocbf - you should design the brace connection for ryfyag but you are allowed to put a maximum value of omega x force due to analysis - sect 14.4.
dougantholz,
i have the second printing of the seismic provisions.  the examples i stated in my question clearly used (omega x force) instead of the expected yield equation for the beam in the connection design.  is it an error, or do you use (omega x force) for the   
the version i have was downloaded but it is march 9, 2005 with the november 16 supplement 1.  
my downloaded version does not contain design examples so i'm afraid i can't verify this statement, but the examples appear to be wrong.  a quick email to the solution center should answer it definitively.