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FW: Masonry Shear Pier Design - Balanced Strain Condition

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Bill,

For a masonry pier, it would be difficult to have enough steel to get close
to a balanced condition (steel and masonry at yield strain at the same
time).  It would be more typical to yield the steel way before the masonry.
A quick and approximate way to analyze moment capacity of a masonry pier
with distributed steel is to assume all the steel is at mid depth (assuming
steel is evenly distributed).  If there is an axial compressive load, turn
the force into an equivalent area of steel and add to the distributed steel.
This analysis is strength based rather than ASD based.

HTH,

Curt La Count
Jacobs Engineering
Portland, OR
 ----------
From: Bill Allen
To: seaint(--nospam--at)seaint.org
Subject: Masonry Shear Pier Design - Balanced Strain Condition
Date: Friday, August 25, 2000 11:27AM


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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