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Re: Anchors

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One more thing.
The codes require the anchor design to be governed by steel, or be considerably overdesigned. 
This requirement greatly impacts the results.  Now, I can specify the 2500 PSI concrete and satisfy the above requirement.  As we all know, there is rarely such thing as a 2500 PSI concrete.  If the actual concrete will have 3000 (of even 4000, as it often happens) PSI strength, this will throw the practical results of my design way off.  Same thing will happen if the contractor uses Grade 105 steel instead of Grade 50 (what's the harm, it is stronger - and I have it in stock - right?).
A very smart, experienced, and respectable engineer (SE) wrote to me yesterday that "the code is so complex I don't see how structural engineering can be practiced with any degree of sanity."  Seems to be the case.
Am I just whining again due to my insecurity?
V. Steve Gordin, SE
Irvine CA
----- Original Message -----
From: Bill Allen
Sent: Thursday, January 17, 2008 09:56
Subject: RE: Anchors

Steve ?


I feel your pain.


However, I think we need to correctly identify the culprit. Is it IBC2006; is it ACI 318 Appendix D or is it AC193 (and its cousin AC308)?


BTW, are there any differences between ACI 318-02 Appendix D and ACI 318-05 Appendix D? I?ve already realized I can toss out my Strength Design of Anchorage to Concrete (PCA) book.


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


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

-----Original Message-----
Steve Gordin [mailto:sgordin(--nospam--at)]
Sent: Wednesday, January 16, 2008 2:09 PM
Subject: Re: Anchors




May be some of the people who actually came up with these changes will make their reasoning known to the engineering community?






V. Steve Gordin, SE
Irvine CA