Sloped Moment Connections

[shemp]

For moment resisting roof beams in a gable frame with a column at the ridge, what is the maximum roof slope that the engineers in this forum would be comfortable with? 2 on 12? 3 on 12? 4 on 12?
This building is also in a moderate seismic zone (seismic category D, FEMA 302) and bolted flange plates are desired.

 

[dougantholz]

Shemp,
I too am in a moderate seismic zone. I would feel comforatble applying FEMA 350 to a 12/12 slope so long as two problems were addressed. One, I would require that a true bevel be placed on the shop welded plates to the column, to require proper area of weld.
Two, I would resolve the tension force into its two components when checking the column for stiffner requirements. This might give you a very high load (40% over what a 90 degree connx would have for a 12/12).
The only other concern would be that erection of a shop welded flange plate connection would be very difficult. I know there are some steel erectors in this forum who could speak to that. But swinging a beam in on the proper slope could prove difficult