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Re: Column Stiffeners

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Thanks for your input.

Alex C. Nacionales
----- Original Message -----
From: Padmanabhan Rajendran <rakamaka(--nospam--at)yahoo.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Sunday, February 03, 2002 5:07 AM
Subject: Re: Column Stiffeners


> For the design conditions described, you are correct
> and the other desgner is wrong. In any case, if the
> seat is only for erection purposee, it should not be
> assumed to provide any other structural function.
>
> Rajendran
>
>
> --- "Alex C. Nacionales" <acnacionales(--nospam--at)yahoo.com>
> wrote:
> > The beam seat are just for erection purposes as per
> > drawings.
> > The connection is a moment resisting connection, the
> > flanges of the column are welded to the flanges of
> > the steel beam,so the top and bottom flanges of the
> > steel beam will have tensile and compressive forces
> > acting on the column flange. This is how I
> > understand, why the AISC code requires it.
> >
> >   ----- Original Message -----
> >   From: Carter, Charlie
> >   To: 'seaint(--nospam--at)seaint.org'
> >   Sent: Saturday, February 02, 2002 10:07 AM
> >   Subject: RE: Column Stiffeners
> >
> >
> >   > I have a Steel column supporting a Steel Beam on
> > a
> >   > seated beam connection on the flange of the
> > column .
> >   > The member forces exceed the minimum so that
> > column
> >   > stiffeners are required as per AISC Code.
> > However the
> >   > Contractor reasons that the stiffened seat of
> > the beams
> >   > act as stiffeners and thus column stiffeners are
> > not needed.
> >
> >   Unless there is an axial force in the beam (or I
> > am completely misunderstanding the situation), I
> > don't know why you would need a stiffener at a
> > seated shear connection to a column flange. The
> > vertical reaction is simply delivered to the column
> > through its flange.
> >
> >   Sometimes the beam web has insufficient local
> > strength and will require stiffening of the web of
> > the beam. Is this what you meant?
> >
> >   Charlie
> >
> >
> >
> >
>
>
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