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RE: Masonry Shear Pier Design - Balanced Strain Condition

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James-

No, I don't have that text.

Do you have an answer or opinion or have you used the technique I am
referring to?

Thanks,

Bill Allen, S.E. (CA #2607)
ALLEN DESIGNS
Consulting Structural Engineers
Laguna Niguel, CA
http://www.AllenDesigns.com
V (949) 365-5696
F (949) 249-2297

||-----Original Message-----
||From: Lutz, James [mailto:JLUTZ(--nospam--at)earthtech.com]
||Sent: Friday, August 25, 2000 1:57 PM
||To: seaint(--nospam--at)seaint.org
||Subject: RE: Masonry Shear Pier Design - Balanced Strain Condition
||
||
||If you can find a copy of Alan Williams "Seismic Design of
||Buildings and
||Bridges", Engineering Press, Austin, 1998 (softbound), there
||is an example
||of masonry shear wall design using the strain compatability
||approach you are
||talking about. I've seen this for sale in bookstores and you
||can probably
||buy it at your local ICBO office if there's one near you.
||
||-----Original Message-----
||From: Bill Allen [mailto:Bill(--nospam--at)AllenDesigns.com]
||Sent: Friday, August 25, 2000 11:28 AM
||To: seaint(--nospam--at)seaint.org
||Subject: Masonry Shear Pier Design - Balanced Strain Condition
||
||
||
||I understand a balanced strain condition for a shear pier
||with bars only on
||the outermost cells, but how does one determine a balanced
||strain condition
||for a shear pier with distributed steel (bars in every cell)?
||It would seem
||like to me that, if the outermost bars only were at a strain
||of Fy/Es, then
||the interior bars would be at fs<Fy and the Moment Mn would
||be less than
||that for the condition where P=0.
||
||Any help?
||
||TIA,
||
||Bill Allen, S.E. (CA #2607)
||ALLEN DESIGNS
||Consulting Structural Engineers
||Laguna Niguel, CA
||http://www.AllenDesigns.com
||V (949) 365-5696
||F (949) 249-2297
||
||
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