tdstructural
Structural
- Jun 12, 2010
- 29
I have a large canopy that is 72' long (parallel to the bldg) and extends 28' (perp from the bldg) from the pre-cast concrete shear wall structure. Our design plan for the long direction seismic event (parallel to the bldg) is to provide an ordinary moment frame on the outside of the canopy and use the pre-cast concrete shearwall on the inside of the canopy (R=3.5 or R=4.0 therefore we will use R=3.5). We can't cantilever the canopy off of the structure per code (25' max cantilever).
The force is very small (about 6 kips) and the length of the OMF is large - 72' (4 bays at 18' per) - and in case you are wondering - yes I might just use a two bay OMF (36' long) to save on connection and foundation detailing/cost. The reason I'm writing is to ask if you know of a design guide for HSS members in OMF's in a seismic zone D.
My problem is that I can't find any design guides for connections with HSS shapes. Does anyone know of an acceptable design standard for OMF with HSS shapes?
The force is very small (about 6 kips) and the length of the OMF is large - 72' (4 bays at 18' per) - and in case you are wondering - yes I might just use a two bay OMF (36' long) to save on connection and foundation detailing/cost. The reason I'm writing is to ask if you know of a design guide for HSS members in OMF's in a seismic zone D.
My problem is that I can't find any design guides for connections with HSS shapes. Does anyone know of an acceptable design standard for OMF with HSS shapes?
