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Re: Joist Girder Moment Frames

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The book you mention has been discontinued by Vulcraft. Do you know any
other source to purchase it?

Javier Encinas
----- Original Message -----
From: Brian K. Smith <smithegr(--nospam--at)bellsouth.net>
To: <seaint(--nospam--at)seaint.org>
Sent: Monday, August 28, 2000 11:54 AM
Subject: RE: Joist Girder Moment Frames


> Given the large difference in moment, I would assume that your 115 K'
moment
> includes the dead load.  The connection does not become moment resisting
> until you make the bottom chord weld.  It is common to specify that all
> welds to the bottom chord be completed after all dead loads are in place.
> Therefore, your connection only has to resist the live load and wind load
> moments.  You will of course have to also add the moment resistance
required
> to insure stability of the columns.
>
> Vulcraft also publishes a book entitled, "Designing with Steel Joist,
Joist
> Girders, and Steel Deck."  This book includes a number of different
> connections that may be applicable as well as the limiting loads typical
for
> each type of connection.  I highly recommend obtaining a copy.
>
> Additional items to watch for:  the detail of the joist to column
connection
> at the joist girder/column connection.  If your plate is continuous across
> the top of the column, the joist seat will have to be modified to take
into
> account the thickness of the plate; or you may have to have a seat
> connection for the joist.
>
> Brian K. Smith, P.E.
> Louisiana
>
> > -----Original Message-----
> > From: Michael Zaitz [mailto:mzaitz(--nospam--at)hgbd.com]
> > Sent: Monday, August 28, 2000 9:40 AM
> > To: seaint(--nospam--at)seaint.org
> > Subject: Joist Girder Moment Frames
> >
> >
> > Hello
> >
> > Regarding Moment Frames made with Joist Girders and Columns.  I
> > have a warehouse
> > that I am using the joist girders to create moment frames for
> > lateral stability
> > (wind controls).  Vulcraft has some details to follow to create
> > this connection.
> > One of the details is the use of a plate for the bottom chord of
> > the joist girder
> > to weld to the column and a plate that is laid on the top of the
> > joist girder and
> > the column cap plate and welded to both.  My question is can the
> > weld to the
> > column cap plate be sized only for the moment that the column
> > will be resisting?
> >
> > The numbers I have are 115 k*ft of moment (both counter
> > clockwise) each side of
> > the column for a force of ~35 kips at the top chord for each
> > girder.  However with
> > the frame action the column is only resisting 35 k*ft.  With 40
> > inch deep joist
> > girders the force due to the moment couple is 35*12/40 = 10.5
> > kips.  A significant
> > reduction in weld.
> >
> > The plate would have to be designed as a short column.
> >
> > This was brought up in discussion and it does not seem right but
> > for some reason
> > the answer eludes me.  What am I missing here?
> >
> > Mike Zaitz
> >
> >
> >
> >
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