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RE: supporting masonry

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Title: Message

Randy:

 

How about simply cambering the beam to offset the dead load deflection

And leave a net of 0.3”

 

That should greatly reduce the required section…

 

 

 

 

That’s what we usually do.

 

 

 

 

 

David L. Fisher SE PE

Fisher + partners

372 West Ontario

Chicago 60610

 

312.573.1701

312.573.1726 fax

 

312.622.0409 mobile

 

www.fpse.com


From: David Maynard [mailto:davemaynard(--nospam--at)ceincorp.com]
Sent: Friday, October 22, 2004 9:42 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: supporting masonry

 

Randy,

 

Ever consider using a truss???  You can go deeper, reducing deflection, and still remain light.  Just another thought.  I agree with Andrew.  Stick to the code.  It will save you in the long run.

 

Dave Maynard, PE

Gillette, Wyoming

-----Original Message-----
From: Andrew Kester [mailto:akester(--nospam--at)bbma.com]
Sent: Friday, October 22, 2004 8:33 AM
To: seaint(--nospam--at)seaint.org
Subject: supporting masonry

Randy,

Just had to deal with deflection in members supporting masonry on a project I am working on, and that discussion comes up from time to time with other engineers. I believe the L/600 to be a sound provision, but the 0.3" seems a little strict. To me, there should be a table for spans over 15ft or so, that gives you a little leeway. I have a two story building, and a floor girder that picks up a sizeable point load from a beam, then spans some 33ft and supports 20ft of brick. Using 0.3" I specified a W40x149. Now I admit, I was overjoyed and ran thru the office yelling "GOOOOOAAAAALLLLLLLLL!!!" with my shirt over me head ala World Cup Final goal, as I had never designed anything so massive, and it really fed my male structural ego. However, the GC will not share my joy, but it is better then getting a call in two years to go look at the cracks in that brick wall I designed and tell them what to do with the wet drywall.....

 

Bottom line is stick with code for now and hope they append to it. Better then explaining why you went with 0.7" to a lawyer.

 

Andrew Kester, PE

Longwood, FL