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RE: Curved GLB

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Scott & Harold,

 

Right.  What I’m wondering is, if there were no tie rod, sitting on 9’ tall light-framed wood walls ~28’ long (so essentially unbraced), how much would that curved GLB (radius ~20’) really unwind?

 

regards,

Gordon Goodell

 

 

 

From: Harold Sprague [mailto:spraguehope(--nospam--at)hotmail.com]
Sent: Tuesday, July 15, 2008 12:10 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Curved GLB

 

Gordon,
If you use a tie rod, it will become a point of restraint as the arch tries to deflect.  Therefore the tie rod will have to resist the full static thrust load of approximately (w * L squared) / (8 * H).

Regards,
Harold Sprague



Subject: Curved GLB
Date: Tue, 15 Jul 2008 11:04:46 -0600
From: GordonGoodell(--nospam--at)harmonydesigninc.com
To: seaint(--nospam--at)seaint.org

I’m working on a project with curved GLB roof framing, ~16’ span, 5’o.c. w/ joists hung btwn them.  The architect is expecting a tie rod at plate level, but I’m wondering how to calc the thrust at the base of these things.  Considering how they’re manufactured, it seems like there should be a lot less horizontal force at the plate than a simple statics analysis would indicate.

thanks,

Gordon Goodell


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