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RE: Need "Flitch-plate" design example

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If you aren't getting horizontal shear transfer, you're wasting steel
plate.

> ----------
> From: 	Bill Allen, S.E.[SMTP:billallen(--nospam--at)earthlink.net]
> Reply To: 	seaoc(--nospam--at)seaoc.org
> Sent: 	Thursday, May 14, 1998 4:57 PM
> To: 	seaoc(--nospam--at)seaoc.org
> Subject: 	RE: Need "Flitch-plate" design example
> 
> Even if the plates are mounted on the sides of the wood beam (instead
> of the
> top) and the bolts are near the neutral axis of the beam? I think not.
> 
> Bill
> 
> -----Original Message-----
> From: Al Grathwol [mailto:AGrathwol(--nospam--at)BoyleEngineering.com]
> Sent: Thursday, May 14, 1998 4:56 PM
> To: 'seaoc(--nospam--at)seaoc.org'
> Subject: RE: Need "Flitch-plate" design example
> 
> 
> That IS how it gets there!
> 
> > ----------
> > From: 	Bill Allen, S.E.[SMTP:billallen(--nospam--at)earthlink.net]
> > Reply To: 	seaoc(--nospam--at)seaoc.org
> > Sent: 	Thursday, May 14, 1998 4:29 PM
> > To: 	seaoc(--nospam--at)seaoc.org
> > Subject: 	RE: Need "Flitch-plate" design example
> >
> > Dumb question time...
> > So, if the load doesn't transfer to the steel plates via VQ/I
> action,
> > how
> > does it get there?
> >
> > Regards,
> > Bill Allen
> >
> > -----Original Message-----
> > From: Ed Marshall [mailto:elmarshall(--nospam--at)HASimons.com]
> > Sent: Thursday, May 14, 1998 3:46 PM
> > To: 'seaoc(--nospam--at)seaoc.org'
> > Subject: RE: Need "Flitch-plate" design example
> >
> >
> > Sounds like we may be thinking of different things.  The flitch
> plate
> > beams I'm thinking of are assemblies with a vertical steel plate
> > sandwiched between doubled-up joists.  It is not a composite design
> in
> > that there is no horizontal shear transfer.   The typical
> application
> > is
> > a location where beam depth is restricted.  A pair of 2x10's with a
> > 1/4"x 9 1/4" plate assembled together makes a 3.25' wide beam, but
> has
> > roughly the stiffness of an 8x10 timber.
> >
> > Regards,
> > Ed Marshall
> >
> > > -----Original Message-----
> > > From:	Bill Allen, S.E. [SMTP:billallen(--nospam--at)earthlink.net]
> > > Sent:	Thursday, May 14, 1998 6:07 PM
> > > To:	seaoc(--nospam--at)seaoc.org
> > > Subject:	RE: Need "Flitch-plate" design example
> > >
> > > I guess where I am "extrapolating" information is with regards to
> > GLB
> > > strengthening. Years ago, I occasionally reinforced overstressed
> > GLBs
> > > using
> > > this method. I then ran into a GLB expert (one who has 40+ years
> > > experience
> > > and now spends a lot of time in court as an expert witness) who
> said
> > > this is
> > > a bad idea and will not perform over the long haul.
> > >
> > > With regards to residential construction, collar ties seem to
> > perform
> > > well
> > > too, but they won't "calc out" based on some of the modeling I
> have
> > > done
> > > (due to horizontal deflection).
> > >
> > > My previous post was my $0.02 and was merely cautionary. My friend
> > > Dennis
> > > Wish can do whatever he desires.
> > >
> > > Regards,
> > > Bill Allen
> > >
> > >
> >
> >
> >
> >
> >
> >
> 
> 
> 
> 
> 
>