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RE: Wood interior wall studs

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The load combinations in 1612.3.1 and 1612.3.2 require including the floor and roof live loads. Since the 5 psf load is not a wind or seismic load it should probably all be concurrent as conservative as that sounds.

 

Mark E. Deardorff, SE
R & S Tavares Associates, Inc
9815 Carroll Canyon Road
Suite 206
San Diego, CA 92131
Phone: 858-444-3344
Phone: 209-863-8928
Cell: 209-765-5592
mark(--nospam--at)rstavares.com
www.rstavares.com

 

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From: David Topete [mailto:dtopete(--nospam--at)gfdseng.com]
Sent: Friday, July 13, 2007 10:40 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: Wood interior wall studs

 

Are you being overly conservative by designing for both floor live load and roof live load concurrent?  Also, silly question, but are you checking a load combo at strength level, and using working stress design for the wood?

 

David A. Topete, SE

 


From: Andy Heigley [mailto:aheigley(--nospam--at)jgaeng.com]
Sent: Friday, July 13, 2007 10:32 AM
To: Seaint
Subject: Wood interior wall studs

 

Hello all:

 

I just want to get some feedback from other engineers about designing interior load-bearing wood wall studs.  When designing the walls, I normally check two load combinations:

 

1) DL + LL +LLr

2) DL +0.75LL + 0.75LLr + 0.75W (with W = 5.0 psf interior horizontal partition load; I typically use a Cd=1.0 if I am just supporting floor live and dead load.  And a Cd=1.15 when carrying roof loads in addition to the floor live and dead loads.  I think the use of Cd=1.6 seems less conservative when you are dealing with large axial loads, particularly in a multi-story buildng.)

 

A contractor is battling me over some stud sizes b/c the stud height is about 10’-0” and for 2x4’s once you add the horizontal loading, in the second combination above, it significantly reduces the axial capacity.  His engineer doesn’t check the second loading listed above.

 

I just want to get some other people’s opinion on what they check in your own design.

 

Thanks,

 

 

Andrew Heigley, PE