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RE: Need "Flitch-plate" design example

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Thanks for the offer, but I have to try and complete this by tomorrow. Let
me see what I can do - there is one possible solution. I took the
conservative approach in the design since I could not verify the backspan of
the roof tributary area above the beam. The roof rafters do not sit on the
beam. They span over it and are bearing on the existing patio beam. However,
a hip comming from the ridge does sit on the beam about six feet from one
end. In addition, the ceilings from both sides are uniformly loading the
beam. I'm going to rerun the numbers to see if based upon this information
the existing beam will work.
Thanks again for the help.
Dennis

-----Original Message-----
From: John Buchanan [mailto:jjb(--nospam--at)scruznet.com]
Sent: Thursday, May 14, 1998 1:05 PM
To: seaoc(--nospam--at)seaoc.org
Subject: Re: Need "Flitch-plate" design example


At 11:55 AM 5/14/98 -0700, you wrote:
>My client does not want to remove and replace an existing 4x16 DF #1 Beam
>which will span 18'-6" once the center column is removed. The roof trib on
>the member is approximately 12'6". The beam is continuous over this support
>(that's being removed) and the member calculates about 22% overstressed in
>bending for the 18' span.
>He has asked if I could design him a Flitch Plate with 1/4" steel sideplate
>and a 1/4" x 3" leg to rest the existing patio framing at one side.
>I have not designed one before and am not really sure how to go about it. I
>assume it is similar to a composite beam design, yet the plate is only on
>one side and is to be lagged to the face of the existing beam.
>
>If anyone has a sample of an analysis that I can follow, I'd appreciate it.
>
>Thanks
>Dennis Wish PE
>

See section 10.35 of a book called "Wood engineering and Construction
Handbook"
Keith F. Faherty and Thomas G. Williamson

McGraw Hill

I Can send you a copy of the chapter next week if you'd like

John Buchanan