Non-Loadbearing CFM walls as LFRS - Part 2

[RFreund]

This is just a follow up to my original post about this. See Here: Non-Loadbearing CMF walls as LFRS
Attended a CFSEI webinar that basically said don't do this. If you do, they provide some guidance, but it's really a poor lateral solution.

https://www.cfsei.org/webinar-on-current-topics-in-cold-formed-steel-framing

It feels good to be heard, glad that they are putting this out there.

 

[DaveAtkins]

It seems strange to me that an organization for the promotion of cold formed steel framing would say don't use them for shear walls.

I have used them many times, and have found the guidance from the American Iron and Steel Institute easy to follow.

DaveAtkins

 

[RFreund]

I appreciate their honesty/transparency. The design gets tricky for high EQ and multi-story. For low-EQ areas, single story, they have a method and some details, but they are fairly intensive. I'm not a big fan of the strategy. If you have structural steel there, use the structural steel. If you want to use the CFS, just make it a load bearing CFS wall.
I get the other side of the argument too. If there is a wall there, you might as well use it. However, it just feels like a square peg in a round hole to me.

 

[lexpatrie]

CFM? Cold formed Mumble?

 

[RFreund]

You know I almost always used CFS (cold formed steel), but it seems like all specs/Revit is setup as "CFM" or "CFMS" cold formed metal and cold formed metal stud.

 

[XR250]

I think CFMF is a poor choice just because of the fact that it rarely gets detailed or installed correctly.