True...but I was more getting at the bit about the definition of a column
and thus the need for ties period (whatever the spacing).
David left out one
point. For SDC>C, ties at 8”…
T. William (Bill)
(949) 248-8588 •
Sent: Monday, June 02, 2008 10:48
RE: TMS 402/ASCE 4/ACI 530 Pilaster Question
David is right on
point. If your "pilaster" meets the MSJC's (masonry code's) definition
of a column, then it must have ties per the code. The amount
of axial load or flexural load has no real bearing on the definition of a
column in the masonry code that I am aware of.
Sent: Monday, June 02, 2008 6:49
Re: TMS 402/ASCE 4/ACI 530 Pilaster Question
ACI 520-05/TMS 4-02/ASCE 5-05 (i.e.
masonry code) defines a column as "an isolated vertical member" with no
horiz dim greater than 3 times its thickness, and its height is greater than
4 times its thickness. There is a limit on how much axial stress is
placed on a "column." lateral ties shall be 1/4" in diameter, and
spacing shall not exceed 16 longitudinal bar diameters, 48 lateral tie
diameters, or the minimum cross-sectional dimension of the
On Mon, Jun 2, 2008 at 2:46 PM, Bill Allen <t.w.allen(--nospam--at)cox.net>
Are all vertical
load supporting elements columns when it comes to masonry?
have a 16" square pilaster supporting a trellis. The plan checker considers
this element a column and is insisting that I provide ties at 8". I contend
that the pilaster is primarily a flexural member and that fa/F'm is very,
very small. I seem to recall this in the concrete section (P<=0.10f'cAg
or something like that), but I don't really see a definition of a column in
the masonry section of the code. Of course, I don't yet have TMS 402, so I'm
kind of flying blind.
would be appreciated.
(Bill) Allen, S.E.
(949) 248-8588 •
David Topete, SE