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FW: Masonry Shear Pier Design - Balanced Strain Condition

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Bill,

Use a program such as PCCOL and adjust the phi factors.  With a strength
analysis, it's the same as concrete.  Look in UBC 2108 (2108.2.5 for
in-plane loads) for additional information.  Another nice reference is
"Seismic design of Reinforced Concrete and Masonry Buildings" by Paulay and
Priestley.

Curt La Count
Jacobs Engineering
Portland, OR
 ----------
From: Bill Allen
To: seaint(--nospam--at)seaint.org
Subject: RE: Masonry Shear Pier Design - Balanced Strain Condition
Date: Saturday, August 26, 2000 7:55AM

Curt-

Not really (HTH).

I need to plot a P vs. M curve.

Thanks anyway,

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: La Count, Curt [mailto:Curt.LaCount(--nospam--at)Jacobs.com]
||Sent: Saturday, August 26, 2000 7:36 AM
||To: 'seaint'
||Subject: FW: Masonry Shear Pier Design - Balanced Strain Condition
||
||
||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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