R Factor and Moment Frame Detailing

[sturr]

I haven't designed many moment frames, but I am working on a rather simple one that is part of a "canopy". The structure is only 15 feet tall and is very light. Snow loading generates the highest moments in the frame, not seismic. It is in SDC=D.

I would like to simply "lock up" the joints by welding/bolting with standard "old-fashioned" details and beam over column joints. My question is: can I avoid the detailing requirements of the AISC 341 in any way? I seem to remember reading somewhere that if you use a Response Mod. Factor = 1.0, some of the requirements may go away.

 

[JAE]

If you use R=3 you do not have to worry about any AISC steel detailing requirments.

 

[sturr]

Thanks JAE.

Do you have a reference for that exception?

 

[Taro]

By using R=3, I assume you mean to use "Structural Steel Systems Not Specifically Detailed for Seismic Resistance". But ASCE-7 Table 9.5.2.2 does not permit this system for Seismic Design Category D.

 

[JAE]

Taro is correct.