Regards,
Harold Sprague
Subject: RE: Curved GLB
Date: Tue, 15 Jul 2008 12:27:46 -0600
From: GordonGoodell@harmonydesigninc.com
To: seaint@seaint.org
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@hotmail.com]
Sent: Tuesday, July 15, 2008 12:10 PM
To: seaint@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@harmonydesigninc.com
To: seaint@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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