Hi my fellow structural engineers,
I have not designed something major in California before, but now I am working on a tilt up building with a parking deck roof. As you can tell, the seismic load is a LOT because the mass is so heavy.
I am using Buckling Restrained Braced Frame which is designed by CoreBrace, but I am still responsible to design the column/base plate at the Inverted Cheveron braced frame.
we use RAM SS and RAM connection for the design - my question is should I apply "sesimic amplification load combination" with the 2.5 Omega strength factor to the base plate and anchor design?
The reason I am asking is that with the amplified seismic load combination the reaction at the base is HUGE and it doesn't make any sense to me. It is like no matter how I tried I can't make the base plate design to work.
Anyone who has seismic design experience can shed some light or point me to the right direction will be much appreciated!
I have not designed something major in California before, but now I am working on a tilt up building with a parking deck roof. As you can tell, the seismic load is a LOT because the mass is so heavy.
I am using Buckling Restrained Braced Frame which is designed by CoreBrace, but I am still responsible to design the column/base plate at the Inverted Cheveron braced frame.
we use RAM SS and RAM connection for the design - my question is should I apply "sesimic amplification load combination" with the 2.5 Omega strength factor to the base plate and anchor design?
The reason I am asking is that with the amplified seismic load combination the reaction at the base is HUGE and it doesn't make any sense to me. It is like no matter how I tried I can't make the base plate design to work.
Anyone who has seismic design experience can shed some light or point me to the right direction will be much appreciated!