Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Re: General Building Code Question

[Subject Prev][Subject Next][Thread Prev][Thread Next]
You are correct.  The newer code is not officially adopted yet, and
therefore less stringent criteria may not be applied.

As a side note, from experience I am not in agreement with the relaxation of
the flexural stress limitation.  As an office policy, I am not going to
implement this and will continue to maintain the more restrictive
requirement.

Paul Feather PE, SE
pfeather(--nospam--at)SE-Solutions.net
www.SE-Solutions.net
----- Original Message -----
From: "Cliff Schwinger" <clifford234(--nospam--at)comcast.net>
To: <seaint(--nospam--at)seaint.org>
Sent: Monday, October 28, 2002 8:23 PM
Subject: General Building Code Question


>
> This is a general question but I will ask it by giving a specific
> example.
>
> IBC 2000 references ACI 318-99 for concrete design.  Does the reference
> to ACI 318-99 mean that engineers are bound to using this specific
> edition of ACI 318?  For most aspects of concrete design it does not
> make much of a difference as to which edition of ACI 318 is used;
> however sometimes there some significant differences between the new and
> old editions that can have an impact on member design.
>
> Here is why I am asking:
>
> ACI 318-02 allows flexural tension stresses in post-tensioned flat
> plates to be as high as 7.5 x (f'c)**0.5.  Prior to ACI 318-02 the upper
> limit on this value was 6 x (f'c)**0.5. Since IBC 2000 specifically
> references ACI 318-99, I am assuming that engineers are not permitted to
> take advantage of the higher service level tension stress.
>
> Am I correct with this assumption?
>
> Thanks.
>
> Clifford Schwinger P.E.
>
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
> *
> *   This email was sent to you via Structural Engineers
> *   Association of Southern California (SEAOSC) server. To
> *   subscribe (no fee) or UnSubscribe, please go to:
> *
> *   http://www.seaint.org/sealist1.asp
> *
> *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
> *   send to the list is public domain and may be re-posted
> *   without your permission. Make sure you visit our web
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ****** ********
>


******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
* 
*   This email was sent to you via Structural Engineers 
*   Association of Southern California (SEAOSC) server. To 
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you 
*   send to the list is public domain and may be re-posted 
*   without your permission. Make sure you visit our web 
*   site at: http://www.seaint.org 
******* ****** ****** ****** ******* ****** ****** ********