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Re: Fillet Welds on face of column

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I would add to this that even though as the flexibility of the flanges
increases relative to the connected element a non-uniform increase in the
stresses adjacent to the web will occur, the strength of fillet welds in
tension transverse to the weld axis is actually up to 50% higher than the
permitted values in the AISC Specifications (AISC HSS Connections Manual,
pg2-3).  This is ignored in the AISC specifications unless the Appendix J2.4
methods are utilized as stated by Charlie Carter earlier.  For the case of
low magnitude connections that do not require stiffeners per Section K, IMO
the localized stress increases will be within acceptable limits.

Paul Feather


----- Original Message -----
From: "Oshin Tosounian" <sdgse(--nospam--at)pacbell.net>
To: <seaint(--nospam--at)seaint.org>
Sent: Tuesday, October 16, 2001 10:26 AM
Subject: Re: Fillet Welds on face of column


> 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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