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RE: ACI 318-71 load combinations

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Just a comment:

If you are trying to determine whether the original design was adequate 
under the ACI standard of the time, then what you're doing makes sense. 
However, if you're trying to determine the strength of the column in situ, 
then don't worry about ACI 318-71. The latest ACI standard will be quite 
adequate and in fact, Chapter 20 of ACI 318-11 is very much worth looking 
at in this regard.

Bill P.

-----Original Message-----
From: seaint-seaosc(--nospam--at)mail-list.com [mailto:seaint-seaosc(--nospam--at)mail-list.com] On 
Behalf Of Mark Johnson Sent: Wednesday, May 22, 2013 12:16 AM
To: seaint-seaosc(--nospam--at)mail-list.com
Subject: Re: [SEAINT-SEAOSC] ACI 318-71 load combinations

Thanks Jose and Paul.  I think the 1.4(D+T) will govern.

MJ

--- On Tue, 5/21/13, Jose M Rojas <cletus26.2(--nospam--at)gmail.com> wrote:

From: Jose M Rojas <cletus26.2(--nospam--at)gmail.com>
Subject: Re: [SEAINT-SEAOSC] ACI 318-71 load combinations
To: seaint-seaosc(--nospam--at)mail-list.com
Date: Tuesday, May 21, 2013, 9:49 PM

U=1.4D+1.70L........................9.1
U=0.75(1.4D+1.7L+1.7W)........9.2 a
U=0.90D+1.3W       ................9.3
U=0.75(1.4D+1.7L+1.87E) .......9.2b
U=1.4D+1.7L+1.7H    ..............9.4
U=0.75(1.4D+1.4T+1.7L)     ......9.5
U=1.4(D+T)   ...........................9.6

On Tue, May 21, 2013 at 5:38 PM, Paul Blomberg

Truncated 358 characters in the previous message to save energy.

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