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Re: Column Stiffeners

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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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