Need a book? Engineering books recommendations...

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

Re: Flexural reinforcement "Ad Libitum"

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Not quite. Paragraph 21.3.2.1 of ACI 318 reads, " At any section of a flexural member, except as provided in 10.5.3....". Paragraph 10.5.3 allows 1.33 times the calculated reinforcement.

Rajendran

Syed A Masroor <masroor(--nospam--at)eaworld.com> wrote:
This is not allowed if you are in seismic zones 3 or 4 as per ACI chapter
21. Were you? Otherwise, the code is quite clear on this issue.

Masroor

----- Original Message -----
From: "Jesus Gomez"
To:
Sent: Friday, May 19, 2006 2:47 AM
Subject: RE: Flexural reinforcement "Ad Libitum"


Thank you Joe. That is exactly what I have always used. My submittal got
rejected by a reviewer on this basis. Go figure!


-----Original Message-----
From: Joe Grill [mailto:jgrill(--nospam--at)swiaz.com]
Sent: Thursday, May 18, 2006 5:41 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Flexural reinforcement "Ad Libitum"

Doesn't the code allow a 1.33 factor over what steel is required by
analysis in lieu of the minimum percentage steel requirements?
Joe

Joseph R. Grill, P.E. (Structural)
Shephard - Wesnitzer, Inc.
Civil Engineering and Surveying
P.O. Box 3924
Sedona, AZ 86340
PHONE (928) 282-1061
FAX (928) 282-2058
jgrill(--nospam--at)swiaz.com



-----Original Message-----
From: Jesus Gomez [mailto:jgomez(--nospam--at)schnabel-eng.com]
Sent: Thursday, May 18, 2006 2:36 PM
To: seaint(--nospam--at)seaint.org
Subject: Flexural reinforcement "Ad Libitum"

I have a "philosophical" question of important implication in a current
project.

I will not use real quantities. Also, I will not describe the problem
entirely and focus on a particular aspect of it. Say a beam of given
dimensions requires minimum reinforcement to handle a given bending
moment. Say that the beam is 100 in (d) by 10 in (b) and that the
minimum reinforcement is thus 3.33 in2.

For constructability, the contractor would need (not prefer) to make the
beam with d=150 in instead of 100 in

Do I need to provide now 4.95 in2 instead of 3.33 in2 ?

The typical answer is "yes". However, how can the cracks become larger
for the same moment, same steel, and a larger section? Also, if I keep
increasing the size of the section, I would need unrealistically large
amounts of reinforcement.

Just for information, I am retrofitting an existing pile cap with
additional piles (micropiles). I am providing a new "pile cap" on each
side of the existing pile cap connected by dowels, which would work as
flexural and shear reinforcement at the interface. The dimensions of the
added pile cap are pretty much defined by external factors and I only
have a limited space available for dowels.

Thank you




* 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
******* ****** ****** ****** ******* ****** ****** ******** This e-mail
including attached files is confidential. Its transmission is solely as
an accommodation for the benefit of the recipient. The recipient bears
the responsibility for checking its accuracy against corresponding
originally signed documents provided by Schnabel Engineering. If you
received this e-mail in error, its use is prohibited. Please destroy it
and immediately notify postmaster(--nospam--at)schnabel-eng.com

******* ****** ******* ******** ******* ******* ******* ***
* 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
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
* 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
******* ****** ****** ****** ******* ****** ****** ********


Yahoo! Messenger with Voice. PC-to-Phone calls for ridiculously low rates.