Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: TMS 402/ASCE 4/ACI 530 Pilaster Question

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Title: Message
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).
 
Regards,
 
Scott
Adrian, MI
-----Original Message-----
From: Bill Allen [mailto:t.w.allen(--nospam--at)cox.net]
Sent: Tuesday, June 03, 2008 10:41 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: TMS 402/ASCE 4/ACI 530 Pilaster Question

David left out one point. For SDC>C, ties at 8”…

 

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
 
V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: Scott Maxwell [mailto:smaxwell(--nospam--at)umich.edu]
Sent: Monday, June 02, 2008 10:48 PM
To: seaint(--nospam--at)seaint.org
Subject: 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.

 

Regards,

 

Scott

Adrian, MI 

-----Original Message-----
From: David Topete [mailto:d.topete73(--nospam--at)gmail.com]
Sent: Monday, June 02, 2008 6:49 PM
To: seaint(--nospam--at)seaint.org
Subject: 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 member...

HTH


 

On Mon, Jun 2, 2008 at 2:46 PM, Bill Allen <t.w.allen(--nospam--at)cox.net> wrote:

Are all vertical load supporting elements columns when it comes to masonry?

 

Specifically, I 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.

 

Any clarifications would be appreciated.

 

Regards,

 

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
 
V (949) 248-8588 F(949) 209-2509

 




--
David Topete, SE