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RE: Minimum Reinforcing in Compression M

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Thank you, Scott and Roger for your help.  I'm going to tell the building
department that I won't stamp the plans with less than what the code
requires unless they can produce some sort of local amendment.  I don't know
why they care, anyway.  Aren't they just checking for code compliance?  If
I've called out more steel than what THEY think the code requires, then
shouldn't they just move on with their processes?  Why do they have to
badmouth me to the homeowner?  Oh, well.  Good thing its Friday.

Oh, and Scott.  Yes, I am an idiot.  I meant 1% Ag, not 10% Ag.  I realized
my mistake about 2 nanoseconds after I hit "Send."  I considered sending a
follow-up clarification but then I thought I'd leave it alone and see if
anybody is paying attention.

Everybody:  Have a great weekend!  And if you're working, think of me.  I am
too.

-----Original Message-----
From: Scott Maxwell [mailto:smaxwell(--nospam--at)engin.umich.edu]
Sent: Friday, August 01, 2003 10:01 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Minimum Reinforcing in Compression M


Roger,

You are (of course) completely correct.  That is the other reason listed
in the commentary for section 10.9.1 of ACI 318 (same as the UBC section
1910.9.1).  But, I neglected to mention it.  Thanks for correcting me.

HTH,

Scott
Ypsilanti, MI


On Fri, 1 Aug 2003, Roger Turk wrote:

> Scott Maxwell wrote:
>
> . > The minimum steel requirement is supposedly there due to the potential
for
> . > bending, even if there is no apparent bending on the member.
>
> Scott,
>
> It is my understanding that the minimum reinforcing in compression members
is
> to account for creep and shrinkage stresses in the concrete.  Creep and
> shrinkage stress tests in the 1930's showed that low volumes of
reinforcing
> can yield due to creep and shrinkage, therefore not contribute to the
> capacity of the compression member.  The minimum reinforcing requirements
are
> to ensure that there is sufficient reinforcing present so that it will not
be
> at yield due to creep and shrinkage.
>
> A. Roger Turk, P.E.(Structural)
> Tucson, Arizona
>
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