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RE: concrete reinforcing steel

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Thanks...sometimes my figures are faster than my brain or slightly 
disconnected from my brain!  <grin>

Scott
Adrian, MI

...... Original Message .......
On Fri, 8 May 2009 08:15:40 -0800 "Jared Keyser" <jkeyser(--nospam--at)lcmf.com> wrote:
>Scott,
>
>Just a correction  :  Ratio of actual ultimate tensile strength to actual 
yield strength must be greater than 1.25 (i.e. increased ductility) not 
less than.
>
>Jared
>
>
>From: "Scott Maxwell" <smaxwell(--nospam--at)umich.edu>
>To: <seaint(--nospam--at)seaint.org>
>Subject: RE: concrete reinforcing steel
>
>This is a multi-part message in MIME format.
>
>------=_NextPart_000_0211_01C9CF81.4DE0F8D0
>Content-Type: text/plain;
>        charset="us-ascii"
>Content-Transfer-Encoding: 7bit
>
>ACI 318 has required A706 (aka "weldable" bar) for seismic use for quite a
>while.  As an alternative, you can use A615 if the ratio of ultimate to
>yield is less than 1.25 and as long as the actual yield is not more than 18
>ksi higher than specified.  I am pretty sure the same provisions were in 
the
>1997 UBC (too lazy to dig it out at the moment to check) and I would assume
>that CA does not modify that provision when they adopted the IBC (and thus
>ACI 318-05 by reference).  See chapter 21 of ACI 318.  So of this might 
have
>changed a hair as I was using my 2002 ACI 318...again too lazy to go find
>the 2005.
>
>Regards,
>
>Scott
>Adrian, MI
>[winmail.dat]


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