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RE: Masonry wall construction

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Based on my experience:

I design partially grouted walls all the time. Particularly with the new
code, I have gone to higher strength block grouted cells further apart to
reduce the load on the diaphragms. The last wall section I designed was
medium weight block, F'm=2,500 psi, #6 bars at 32", lightweight grout
f'c=3,200 psi. Granted, this was a tall wall. The *only* complaint I got
from the contractor (other than the Special Inspection charges) was with
regards to the high strength, light weight grout. Solid grout walls put way
too much load on a sub diaphragm, but I am referring to a wood diaphragm.
Your situation may be different.

I've had a mixed response of ladder reinforcement as opposed to horizontal
steel (i.e., 2-#4s @ 48"). Most of my wall sections specify horizontal steel
and NOT ladder reinforcement.


Bill Allen, S.E.
Laguna Niguel, CA

||-----Original Message-----
||From: Sprague, Harold O. [mailto:SpragueHO(--nospam--at)]
||Sent: Tuesday, January 11, 2000 12:53 PM
||To: seaint(--nospam--at)
||Subject: Masonry wall construction
||I need some advice regarding regional masonry wall
||construction practices.
||As I understand it, CMU walls constructed in California are
||all grouted
||solid.  No partial grouting is used regardless of applied load.
||Is this true or false?
||(The traditional rationale has been that all the seismic
||research has been
||done only on fully grouted CMU walls.)
||What is the practice of using ladder reinforcing as opposed
||to rebar in
||intermediate bond beams?
||What is the practice in Alaska?
||Harold Sprague