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RE: Wood interior wall studs

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Andy,

 

My response to your last point

 

  • 10’-0” high 2x4’s… exactly why I initially called for 2x6 stud walls, but the GC is flipping out about it… I get the old, “I’ve been doing this for 30 years, and never had to do this before”…

 

I typically will the contractor that the codes has changed a lot in the past 30 years.  Grading of wood stresses has also changed in the past 30 years.

 

 

Marlou Rodriguez, S.E.

MBRodriguez Engineering Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: (408) 432-4866

Cel: (408) 761-5013

From: Andy Heigley [mailto:aheigley(--nospam--at)jgaeng.com]
Sent: Friday, July 13, 2007 12:39 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Wood interior wall studs

 

Everyone:

 

Thanks for your responses…

 

Here are my responses to some of your questions back:

 

  • I would design for LL and LLr if the wall were supporting both the floor and roof loads.

 

  • I am designing to ASD.

 

  • I guess I’m a little leary of using the Cd of 1.6 for this reason.  The duration factor is applied to both bending and axial capacities.  Applying 60% more to the allowable axial stress makes a huge difference.  And if you have a 4 story building, for example, you are going to be approaching the capacity of the stud just due to DL and LL…  you then add a “little bit” of short term horizontal loading to the stud and increase the capacities by 60% seems non-conservative.

 

  • Scott:  I haven’t found the rated wall design reduction factors you’ve mentioned.  Can you tell me the code section that is in?

 

  • 10’-0” high 2x4’s… exactly why I initially called for 2x6 stud walls, but the GC is flipping out about it… I get the old, “I’ve been doing this for 30 years, and never had to do this before”…

 

 

Andrew Heigley, PE