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Re:Semi rigid connection design

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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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