13foot Partition Wall (Block Wall vs Steel Framing)

[hssbrian]

Hello Everyone,
Im new here but have found this website useful any number of times when I have had to search for practical solutions...

I couldnt find an answer to a question I was looking for so hope you all can guide me somehow...

We were asked to design a 13 foot tall partition wall which spans about 40feet in a high seismic zone. I have typically designed (and are familiar with) concrete and block construction thats why I was designing it this way. After searching other possibilities It seems likely that I could also design the partition wall with a ligh gauge steel framing system, for which I have little experience.

Obviously a concrete block partition wall due to its height will require footings, which in turn requires floor demo and rebar work, etc. Thats why I though a less invasive option would be steel framing... which would only require anchoring to the existing floor.

What do you guys think? Stay with concrete block? Steel framing? Pros? Cons? and if you think steel framing is better could you recomend a reference for me to design such a high wall? and of course how to anchor it and brace it for out of plane loads,conisder seismic, etc.

I understand it would just be better and quicker to design with something im most familiar with, but if could avoid doing demos and save construction time by using steel framing I think its worth it.

PS. What I have found so far regarding steel framing high walls are just companies (Gyprock and Bailey) that only provide their products information and what they can offer in terms of framing.

Thank you!

 

[msquared48]

Unless this is for fire, I would go with the light gage steel stud wall to keep the weight down. But you also have to consider whether or not you are adding an additional trade into the mix for scheduling. That may not be an issue for you though.

Mike McCann, PE, SE (WA)

 

[RPMG]

You should definitely use cold-formed steel. I was once told by an architect that they specify light gage metal framing, and engineers design cold-formed steel. This may or may not be nonsense.

SSMA provides a catalog, design tables, and details. I prefer this catalog because it's the association, and companies follow it. You will need to convert your seismic load to psf, which will not be much. AISIWIN 8 is a good program, but dated.

For a typical non-load bearing partition, you will have deflection track at the top, base track at the bottom with powder actuated fasteners to concrete. Gyp board on both sides is flexural bracing. If your wall is 8" stud, then you should not use punched studs and a u-channel. You should use blocking and straps. A typical screw size is #10. For a 40'-0" wall, you should use boxed headers, not the non-load bearing detail.

I hope this helps point you in the right direction.

 

[wannabeSE]

Here is a reference with details to get you started with metal stud partitions:

http://www.oshpd.ca.gov/fdd/Pre-Approval/2010CBC_StdPartitionWallDetails.pdf

It is a conservative cookbook that doesn't require much engineering knowledge. If you want to know the bending capacity of the studs/walls, SSMA and most of the manufacturers catalogs have tables with section properties and moment capacity. If it is fire rated wall, the deflection track at the top will need special detailing to maintain the fire rating

 

[hssbrian]

Thank you RPMG and wannabeSE, it was of great help.. I have finished the preliminary design and have left it to the architect to decide as the walls would need to be a bit thicker if we use sfs.. I appreciate how quick you were to reply