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

RE: Rebar splices in tension zones

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Go to http://www.crsi.org/About_CRSI/Member_Links/member_links.html
The splice manufacturers are marked (Sp).  Use the Dayton splices with
caution.  You need to read their literature closely.  For tension splices, I
prefer Erico.

Regards,
Harold O. Sprague

> -----Original Message-----
> From:	Daryl Richardson [SMTP:h.d.richardson(--nospam--at)shaw.ca]
> Sent:	Tuesday, February 05, 2002 10:22 AM
> To:	seaint(--nospam--at)seaint.org
> Subject:	Re: Rebar splices in tension zones
>
> Nicholas,
>
> 	I'm interested in these couplers.  Other than Dywidag system
> couplers
> (which utilize the thread like pattern of the Dywidag reinforcing
> deformations) I've never seen these used.  Some references on the net
> would be appreciated.
>
> 	Thanks in advance.
>
> 				Regards,
>
> 				H. Daryl Richardson
>
> Nicholas Blackburn wrote:
> >
> > If you have to use laps in tension zones be very conservative, the
> concern
> > is spalling concrete reducing the actual length of splice possibly
> leading
> > to failure.  Adding some extra lap would not be unreasonable.  Another
> > option is to encase the laps in closely spaced ties, 4"oc.  A third
> > alternative would be to use couplers, type B.  There are several on the
> > market that are quite small in length and diameter.  Longer laps and
> close
> > spaced ties is probably the cheapest solution.  You should consider
> > staggering the laps so that not all bars are lapping in the same place
> this
> > could excuse the use of closely spaced ties.
> >
> > Nicholas Blackburn
> >
> > -----Original Message-----
> > From: John Holliday [mailto:john.holliday(--nospam--at)chemtex.com]
> > Sent: Tuesday, February 05, 2002 1:56 AM
> > To: seaint(--nospam--at)seaint.org
> > Subject: Rebar splices in tension zones
> >
> > ACI 318 recommends that rebar splices be located away from tension
> zones. I
> > am working on a large industrial facility in Mexico where the maximum
> bar
> > length available is 12m. This is a concrete beam and slab building over
> 100
> > feet tall x 180 feet long  with some extremely large loads, located in
> an
> > intermediate seismic region. If I try to keep all my bar splices out of
> > tension zones (specifically in the 180 ft. long beams), it results in a
> lot
> > of cutting and wastage of reinforcement (because of the 12m maximum
> length
> > of bar). I am therefore considering placing the full 12m length bars and
> > splicing at every 12m with no cutting, resulting in some splices in high
> > tension regions. These splices will be per the code for tension splices
> > however I am a little worried about locating these splices in the
> tension
> > zones based on the recommendation in the ACI to try and avoid such
> regions.
> > In this example what would good practice dictate in locating these
> splices.
> > Thanks in advance for all help.
> >
> > John Holliday 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
******* ****** ****** ****** ******* ****** ****** ********