Need a book? Engineering books recommendations...

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

Re: Hooks on bottom reinforcing steel in pile caps

[Subject Prev][Subject Next][Thread Prev][Thread Next]
In my experience, the longitudinal rebars in drilled piles are quite heavy, usually, #8, due to just the formal requirements of the code.  In such case, the 90-deg bents may become quite large, like, 16 inches minimum off the edge of the pile.  As a result, the 90-deg bents simply do not fit into the pile cap with the size predetermined or limited by other factors.
 
Steve Gordin
    
----- Original Message -----
Sent: Friday, November 05, 2004 8:39 AM
Subject: RE: Hooks on bottom reinforcing steel in pile caps

90 degree hooks accomplish the same thing.


-----Original Message-----
From: Stuart, Matthew [mailto:mstuart(--nospam--at)schoordepalma.com]
Sent: Friday, November 05, 2004 8:23 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: Hooks on bottom reinforcing steel in pile caps

Per CRSI:

"The provision for 180 degree end hooks on all bars in pile caps with
single lines of piles around the column is a prudent precaution against
premature tied arch shear failure"

Matthew Stuart
Structural Dept. - Manalapan
732-577-9889 x1283


-----Original Message-----
From: Cliff Schwinger [mailto:clifford234(--nospam--at)yahoo.com]
Sent: Friday, November 05, 2004 9:59 AM
To: seaint(--nospam--at)seaint.org
Subject: Hooks on bottom reinforcing steel in pile caps

Does anyone know why the CRSI handbook shows 180
degree hooks on the bottom reinforcing steel in pile
caps? Why not just use 90 degree hooks. Bars with 90
hooks are less expensive to fabricate and easier to
install (especially where hooks hit hooks in the
corners of the pile caps).

The strength and development length of 90 degree and
180 degree hooks are identical. As far as I'm
concerned, either hook type could be used in the
bottom bars in pile caps.

Am I missing something?

TIA,

Cliff Schwinger



              
__________________________________
Do you Yahoo!?
Check out the new Yahoo! Front Page.
www.yahoo.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
******* ****** ****** ****** ******* ****** ****** ********