Check out the document ATC 7-1, Proceedings of a Workshop on Design of Horizontal Wood Diaphragms, Nov 19-20, 1979. It presents methods of determining capacities of the diaphragm you describe. It's the "Nail-Couple Method" and is very straight forward...
I am designing an exterior ordinary moment frame to brace a building for seismic. Since the frame will be at temperatures below 0-def F quite often, I am concerned with the toughness of the weld material. FEMA 350 specifies certain toughness (20ft-lbs at at -20-deg F and 40ft-lbs at 70-deg F)...
I'm not combining with snow. The only load on my frame is seismic.
I should elaborate: It seems to me that the ASCE 7-05 is not allowing ordinary moment frames in SDC D when the frame is bracing heavy structures (12.2.5.7). Wood framed buildings are not heavy. However given the amount of snow...
I am in SDC D designing a steel moment frame for a two-story 20-foot tall moment frame. My roof snow load is on the order of 150 psf. Can I use an ordinary moment frame? the code says I can if my dead load is less than 35 psf. It doesn't say seismic mass, which would include the snow load. I...
