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Re: Allowable Deflection ??[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: Allowable Deflection ??
- From: "Tim Allison" <AllisoT(--nospam--at)trusjoist.com>
- Date: Tue, 10 Dec 2002 06:16:16 -0700
Be sure to account for shear deflection as well, if applicable.
5wl^4/384EI + wl^2/GA * k
k = shear deflection constant; 6/5 for rectangular sections, 10/9 for circular sections
G = shear modulus or modulus of rigidity
A = cross-sectional area
This is discussed in Wood Engineering by G. Gurfinkel and (I presume) most other wood books.
>>> kspeoples(--nospam--at)lvta.net 12/10/02 07:00AM >>>
If this is your first time doing it, just make sure you work through the units to see what w acutally is - pounds per inch or pounds per foot. I usually work in kips and feet, so with my E being in psi, I have a 1728 factor at the top of my equation. I have seen quite a few deflection calcs from the younger guys where they are off by a factor of 12.
Kenneth S. Peoples, P. E.
Lehigh Valley Technical Associates
1584 Weaversville Road
Northampton, PA 18067-9039
Phone: (610) 262-6345
Fax: (610) 262-8188
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