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RE: Semi rigid connection design

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Bhavin,

Inelastic deformation in the beam is well represented in what is called a steel "special moment frame". The design procedure is outlined in the AISC Seismic Provisions for Structural Steel Buildings. The design procedure for the connection plate to undergo inelastic deformations is contained in Blodget's "Design of Welded Structures". I would not allow the column to deform inelastically.

Regards,
Harold Sprague

From: "Secretary, IASE  Guj " <secy(--nospam--at)iaseguj.org>
Reply-To: <seaint(--nospam--at)seaint.org>
To: <seaint(--nospam--at)seaint.org>
Subject: RE: Semi rigid connection design
Date: Tue, 02 Nov 2004 13:48:03 +0530


Harold Sprague,

Thank you for reply.

If possible, kindly elaborate the procedure used for the design of
connection where beam-column would go undergo an elastic deformation
and plate would undergo an inelastic deformations.

Bhavin Shah, M.E. Structures
Design Engineer
VMS EDS, India.
bhavin(--nospam--at)vmsconsultants.com


> When I perceive semi-rigid connections, I perceive a connection that
will
> undergo inelastic deformations.  If that inelastic deformation occurs
in the
> beam section, I guess that would be acceptable.  Inelastic
deformation in
> the column is not acceptable.
>
> The semi-rigid connections that I have used in the past had the
inelastic
> deformations occur in a welded plate.  The beam and column were
designed to
> remain elastic when the plate was undergoing inelastic deformations.
>
> Regards,
> Harold Sprague
>
>
> >From: "Secretary, IASE  Guj " <secy(--nospam--at)iaseguj.org>
> >Reply-To: <seaint(--nospam--at)seaint.org>
> >To: <seaint(--nospam--at)seaint.org>
> >CC: bhavin(--nospam--at)vmsconsultants.com
> >Subject: RE: Semi rigid connection design
> >Date: Sat, 30 Oct 2004 13:26:37 +0530
> >
> >Harold Sprague,
> >
> >You are right that use of knee bracing will induce bending in the
> >columns.
> >
> >However, in my opinion, effective length of column will be reduced as
> >compared to that as in the absence of knee bracing. Use of knee
bracing
> >will reduce the effective span of the beam as well as column and also
> >moment connection will be avoided at beam-column juction, which may
be
> >unpractical to design for large values of bending moments. Hence, use
> >of knee bracing may be economical and feasible solution.
> >
> >Please give your views/ suggestions etc.
> >
> >Regards,
> >
> >Bhavin Shah, M.E. Structures
> >Design Engineer
> >VMS EDS, India.
> >bhavin(--nospam--at)vmsconsultants.com
> >
> > >
> > > -----Original Message-----
> > > From: Harold Sprague [mailto:spraguehope(--nospam--at)hotmail.com]
> > > Sent: Friday, October 29, 2004 10:25 AM
> > > To: seaint(--nospam--at)seaint.org
> > > Subject: RE: Semi rigid connection design
> > >
> > >
> > > >In steel structures, are you considering Semi rigid Connections ?
> > > Yes
> > > >If, yes than kindly share your experience regarding following
> >points -
> > > >
> > > >1) Use of knee bracing at each and every beam column junction, so
> >that
> > > >moment at the junction can be taken care off by the knee bracing
and
> >the
> > > >junction may be designed as a shear connection only.
> > > No.  It can put bending in the columns, and it is difficult to
have a
> > > predictable yield point of the connection.
> > > >
> > > >2) Experiment data available .
> > > None of which I am aware.
> > > >3) Other points, if any.
> > > Design for the yield of the connection.  Look at
Blodgett's, "Design
> >of
> > > Welded Connections".
> > >
> > > Regards,
> > > Harold Sprague
> > > Bhavin,
> > >
> > > You can find seismic design and testing of knee bracing in one of
my
> > > publications. I designed and tested them as a viable retrofit for
a
> >type of
> > > existing riveted connections which would qualify as semi-rigid
> >connections
> > > while exhibiting unsymmetrical and highly pinched hysteretic
response.
> > >
> > > "Cyclic Testing of Existing and Retrofitted Riveted Stiffened Seat
> >Angle
> > > Connections"
> > > ASCE Journal of Structural Engineering, Vol. 122, No.7, July
1996, pp.
> > > 762-775
> > >
> > > Regards,
> > >
> > > Dr. Majid Sarraf, P.E., P.Eng.
> > > Bridge Project Engineer/Senior Seismic Specialist
> > > Sacramento, CA
> > >
> > >
> > >
> > > >From: Bhavin Shah <vmscons(--nospam--at)eth.net>
> > > >Reply-To: <seaint(--nospam--at)seaint.org>
> > > >To: seaint(--nospam--at)seaint.org
> > > >Subject: Semi rigid connection design
> > > >Date: Mon, 25 Oct 2004 18:35:16 +0530
> > > >
> > > >Dear all,
> > > >
> > > >Sub : Semi rigid connection design
> > > >
> > > >In steel structures, are you considering Semi rigid Connections ?
> > > >
> > > >If, yes than kindly share your experience regarding following
> >points -
> > > >
> > > >1) Use of knee bracing at each and every beam column junction, so
> >that
> > > >moment at the junction can be taken care off by the knee bracing
and
> >the
> > > >junction may be designed as a shear connection only.
> > > >
> > > >2) Experiment data available .
> > > >
> > > >3) Other points, if any.
> > > >
> > > >
> > > >Regards,
> > > >
> > > >Bhavin Shah, M.E. Structures
> > > >Design Engineer
> > > >VMS EDS, India.
> > > >bhavin(--nospam--at)vmsconsultants.com
> > >
>
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