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RE: Need "Flitch-plate" design example

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When you say that this method +ACI-works+ACI-, do you mean that you can produce
calculations that are satisfactory or that the built-up section actually
performs the way you intended it to (i.e., stresses are adequately
transferred to the steel plate). My concern would be that, since the bolts
are in wood and will deform), no (or little) load will actually transfer to
the steel plates. In my mind, this is nothing like +ACI-composite+ACI- action since
the deformations of the two materials are so incompatible. If you were
talking about welding a flange plate on a steel girder, that would be

Obviously, I have no +ACI-warm fuzzies+ACI- about strengthing a wood beam with a
steel plate.

Bill Allen

-----Original Message-----
From: T
Sent: Thursday, May 14, 1998 2:09 PM
To: seaoc
Subject: Fw: Need +ACI-Flitch-plate+ACI- design example

I have done this many times.
Points to heed
1)    If plate is not within the timber plies, i.e. laterally restrained,
you have to calculate the bolt spaces by investigating the potential for
plate buckling.
2)    If the plate is laterally supported such as with the bottom/top flange
like with an angle then with good bolting patterns the section properties
can be calculated with tranformed sections methods.
3)    You may need t consider torsion of the transformed section depending
on your load application.

Otherwise no different from ordinary beam design.  I have used this for many
instances where header depth is restricted and a full steel section is not
wanted.  Works like a hot damn+ACE-

Thor Tandy  P.Eng
Victoria  BC

Subject: Need +ACI-Flitch-plate+ACI- design example

+AD4-My client does not want to remove and replace an existing 4x16 DF +ACM-1 Beam
only on......... side and is to be lagged to the face of the existing beam.
+AD4-If anyone has a sample of an analysis that I can follow, I'd appreciate it.
+AD4-Dennis Wish PE
+AD4-Dennis S. Wish PE

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