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RE: Cantilevered Wood Diaphragm -Reply

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Charles Espenlaub wrote:

>>But if that 56' beam were 150' deep and were braced against rotation by
perpendicular shear walls at 30'-40' o.c., should you now be worried??

Charles F. Espenlaub, III, P.E.
Martin-Espenlaub Engineering<<

But, of course!  Those shear walls are analogous to pinned end beams that are 
contributing to the loading of the 56' long beam and provide no support for 
the 56' long beam.  For loading parallel to the longitudinal shear walls, the 
perpendicular shear walls provide no restraint or support.  In fact, the mass 
(weight) of the perpendicular shear walls contribute to the loading of the 
diaphragm, and hence, the load to the supports (longitudinal shear walls).  
(Other than providing lateral support for beams/girders, how much does floor 
framing contribute to the bending and shear capacity of beams and girders 
when designing for gravity loads?)

A. Roger Turk, P.E.(Structural)
Tucson, Arizona

-----Original Message-----
From: Roger Turk [mailto:73527.1356(--nospam--at)]
Sent: Tuesday, October 17, 2000 10:46 PM
To: seaint(--nospam--at)
Subject: Re: Cantilevered Wood Diaphragm -Reply

Just thoughts:

For lateral forces acting in the long direction:

If I had a beam 56-feet long, and supported only by two supports 6-feet
at the center of the beam, I would be worried, very worried.

No, there is nothing in the code that would prevent me from doing it,
common sense tells me that it is not the prudent thing to do, no matter
the arithmetic says!

A. Roger Turk, P.E.(Structural)
Tucson, Arizona