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Steel Plate Shear Walls

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Dear Mr. Merrick: I really enjoyed your refreshing and intuitive explanation of how steel shear walls behave as you have given below!  I have been doing research on steel shear walls since 1998 and have never had felt the behavior the way you describe it , but, you are right on the point based on what I have observed on their behavior.

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(--nospam--at)gmail.com>
To: seaint(--nospam--at)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(--nospam--at)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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