Hello,
I am a civil eng. in Germany and i am doing for the first time statical calculation according to the american norm and
in particular to California Building Code. That is way i have some questions about calculating steel buildings in earthquake
zones. Based on the code there should be generated two
general load combinations: basic load combination (BLC) and special seismic LC (1,2D+L+Em).
So when i am doing the design checks (ASD) for the BASIC LC i am using the allowable stresses
(nominal Value divided by the safety factor OMEGA) for the comparisson(all./req.). So far so good. Here's the question:
What shall i do by the seismic LC? Can i use the nominal strengths of the members (i mean without dividing by OMEGA,
for Example for Tension would be R=AFy)? If not i am bekomming enormous connections, because the earthquake load is
multiplied by the seismic overstrength factor Omega!!
If i have a comression members (single Angle Bracing), shall i design it for buckling with the special LC or it is enough
to design only the connections with it, and for buckling shall i take the basic LC.
I will be very gratefull if someone can help me with these Problems! A general answer would be ok too, for me
is the basic approach important (how it is proceeded by designing in earthquake zones).
Thanks for the help!
I am a civil eng. in Germany and i am doing for the first time statical calculation according to the american norm and
in particular to California Building Code. That is way i have some questions about calculating steel buildings in earthquake
zones. Based on the code there should be generated two
general load combinations: basic load combination (BLC) and special seismic LC (1,2D+L+Em).
So when i am doing the design checks (ASD) for the BASIC LC i am using the allowable stresses
(nominal Value divided by the safety factor OMEGA) for the comparisson(all./req.). So far so good. Here's the question:
What shall i do by the seismic LC? Can i use the nominal strengths of the members (i mean without dividing by OMEGA,
for Example for Tension would be R=AFy)? If not i am bekomming enormous connections, because the earthquake load is
multiplied by the seismic overstrength factor Omega!!
If i have a comression members (single Angle Bracing), shall i design it for buckling with the special LC or it is enough
to design only the connections with it, and for buckling shall i take the basic LC.
I will be very gratefull if someone can help me with these Problems! A general answer would be ok too, for me
is the basic approach important (how it is proceeded by designing in earthquake zones).
Thanks for the help!