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RE: Masonry Column, Ties Required?

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I think with only 1400lbs, it would not require ties for shear (fv=1400/16^2=5.5psi < 50psi and < sqrt(f'm)) per 530-99 section


From: "Scott, William N." <William.Scott(--nospam--at)>
Reply-To: <seaint(--nospam--at)>
To: "'seaint(--nospam--at)'" <seaint(--nospam--at)>
Subject: RE: Masonry Column, Ties Required?
Date: Fri, 16 Sep 2005 08:25:54 -0800

you may want to reinforce the beam for shear
-----Original Message-----
From: ASQENGG2(--nospam--at) [mailto:ASQENGG2(--nospam--at)]
Sent: Thursday, September 15, 2005 11:55 PM
To: seaint(--nospam--at)
Subject: Re: Masonry Column, Ties Required?

The word column and beam are terms to describe structural members. Beams generally are subjected to flexure while columns are those that carry large axial loads.  Since the member you describe does not carry large axial loads but instead is subjected to bending moment then it should be treated as a beam.  The main function of ties is to prevent buckling of the reinforcement.  Since there is no chance that the reinforcement will buckle in the absence of large axial loads, then there is no need for ties.  Structural members should not be designed for their name or call outs but on the nature of forces or loads they are being subjected to.
ASQuilala Jr., P.E.
In a message dated 09/15/05 1:56:55 P.M. Pacific Standard Time, gtg740p(--nospam--at) writes:
I have an equipment yard with 16" brick columns (4" brick around perimeter with an 8" solid grouted  core). They are about 9ft tall and at 10ft spacing with a nearly solid metal fencing between them. The only axial load the pilasters are taking is their own self weight.
Are ties required?  It appears ACI 530 requires ties for "columns" no matter if they are taking vertical load or not. The "columns" seem to be acting more like cantilevered beams to me. The wind shear is only about 1400 lbs at the base of the columns.

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