ACI 12.9 I believe AASHTO has similar provisions.
Bob
-----Original Message-----
From: arshad vali [mailto:arshadvali@yahoo.com]
Sent: Thursday, July 10, 2008 3:22 PM
To: seaint@seaint.org
Subject: RE: PIle Cap Connection
Hello Bob,
Thank you so kindly for your email. I would appreciate any help from you
on Monday, if you have some time to look it into it.
Regards,
Arshad
--- On Thu, 7/10/08, Garner, Robert <rgarner@moffattnichol.com> wrote:
> From: Garner, Robert <rgarner@moffattnichol.com>
> Subject: RE: PIle Cap Connection
> To: seaint@seaint.org
> Date: Thursday, July 10, 2008, 3:10 PM
> There are embedment lengths for strand just like for
> deformed rebar.
> Unfortunately, I'm out of the office shortly and
> don't have time to look
> this up for you until Monday.
>
> Bob
>
> -----Original Message-----
> From: arshad vali [mailto:arshadvali@yahoo.com]
> Sent: Thursday, July 10, 2008 2:41 PM
> To: seaint@seaint.org
> Subject: PIle Cap Connection
>
> Hello All,
>
> I have a unique situation where the piles could not be
> driven to it's
> full length and therefore had to be cut short. The Rebars
> at the top of
> the pile that would have been used to develop the
> tension from the
> pile to the pile cap were lost in this process.
>
> My question is can I use the strands that were exposed from
> the pile to
> develop the tension into the pile cap? If so, what
> percentage of 270 ksi
> can I use for the tension capacity calculation? I would
> like to avoid
> drilling into the pile and epoxing rebar. Any thoughts or
> help would be
> appreciated.
>
> Thank you so kindly in advance.
>
> Arshad
>
>
>
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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@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@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@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
******* ****** ****** ****** ******* ****** ****** ********