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Re: Fillet Welds on face of column

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Paul,

It's not a question whether stiffeners are used or not. It's a question
whether stiffeners are required by calculations or not, and it all depends
on the force delivered to the column flange and the physical properties of
the beam and column. In either case, the stresses in the weld will be close
to uniform across the column flange, IMO, I think.

Oshin Tosounian, S.E.
Los Angeles, CA



----- Original Message -----
From: "Paul Martin" <paulm(--nospam--at)ICMINC.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Tuesday, October 16, 2001 6:21 AM
Subject: RE: Fillet Welds on face of column


> Oshin,
>
> Your question brings another condition to mind.
>
> If stiffeners are not used between the column flange and web, can the
column
> flange be considered rigid?  Another way of stating this is, is stress in
> the fillet weld uniform across the face of the column flange?
>
> Paul Martin SE
> Wichita, KS
>
>
> -----Original Message-----
> From: Oshin Tosounian [mailto:sdgse(--nospam--at)pacbell.net]
> Sent: Monday, October 15, 2001 3:45 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Fillet Welds
>
>
> AISC Table J2.5 lists allowable stress on welds for various types of
welds.
> Fillet weld has two types. a) Shear on effective area, and b) Tension or
> compression parallel to axis of weld.  How do you discribe each in terms
of
> real world applications?
>
> Also, when a cantilever beam is welded with a fillet weld all around to a
> column, would you consider the weld at the tension flange subject to
> horizontal shear or tension perpendicular to the weld axis (not listed in
> AISC Table J2.5) in addition to the vertical shear.
>
> Thanks in advance
>
> Oshin Tosounian, S.E.
> Los Angeles, CA
>
>
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