As for the information, and as Mr. Madden has indicated below, the Structural Steel Educational Council (SSEC) , www.steeltips.org, has published the following Steel TIPS (Steel Technical Information and Product Services) report that I wrote:
"Seismic Behavior and Design of Steel Shear Walls", by Abolhassan Astaneh-Asl, January 2001. A copy of this and other Steel TIP reports can be obtained from www.steeltips.org, free of charge for downloads from California and Nevada and for those outside Cal/Nev for a nominal charge ($20?). If you review it and have any questions, please let me know and I will be happy to help.
Since 2001, we have completed two more new research/development projects on steel shear walls, the results of which are just being published. As soon as anything is published (next week a conference paper will be on the Internet) I will let you know.
Best wishes and hope this is somewhat helpful.
Abolhassan Astaneh-Asl, Ph.D., P.E.,
Professor of Structural Engineering, Earthquake Engineering and
Blast and Impact Protection of Buildings and Bridges.
Web Home Page:
http://www.ce.berkeley.edu/~astaneh
============================
From: "Gerard Madden, SE" <gmse4603@gmail.com>
To: seaint@seaint.org
Subject: Re: Steel Plate Shear Walls
There is a steel tips back in 2000 or so by Astaneh you can download.
-gm
On 10/23/07, David Merrick <MRKGP@winfirst.com> wrote:
> >
> > Could someone enlighten me about the AISC design guide 20, "Steel Plate
> > Shear Walls"?
> >
> > The article in "Structural Engineering" October 2007, p32 has an example
> > steel plate shear wall design.
> >
> > I did not see any mention additional welding near the steel plate corner
> > zones. I expected more welding for the increase stress when the plate
> > yields by buckling. I did not see any mention that the plate is designed
> > to not yield. There was no mentioning that the corner zone additional
> > welding was used for the full length of the plate to increase but
> > simplify the welder's task.
> >
> > As I recall (Design of Welded Structures, Omer W. Blodgett) for plate
> > ratios of less than 2:1, an equivalent tension strip is created as the
> > steel plate wrinkles. Similar to the wrinkles when pulling on opposite
> > corners of a bed sheet. This tension strip concentrates the plate shear
> > to the corners and increases the shear per length. For a near square
> > plate that increase is about 3 times the stress (shear/length) of a
> > similar but thicker and not buckling plate.
> >
> > This tension strip is small and more like diagonal tension straps,
> > usually leading to the conclusion that the system must assume a
> > non-ductile shear wall with increased base shears or that diagonal
> > braces are more effective.
> >
> > Could someone enlighten me about the AISC design guide 20, "Steel Plate
> > Shear Walls"?
> >
> > Long time ago, in a nuclear power generator building, there were steel
> > plate floor diaphragms, with evenly spaced lengths of edge welding. It
> > was concluded that the existing plates needed full penetration welds at
> > the plate corner zones. Shit hit the fan, but then the work was done.
> >
> > David Merrick
> >
> >
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