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

RE: Nashville, TN area foundation help

[Subject Prev][Subject Next][Thread Prev][Thread Next]
There is a logical design basis for sizing both the hairpin as well as the length of the same as required to properly engage an adequate amount of slab reinforcement (I'll be happy to send you a PDF of pages 233 & 234 of Alex Newman's Metal Building Systems Design and Specifications).

It's also important to remember that all construction joints should be placed parallel to the direction of the main frames so that there is continuity of the slab rebar from the hairpins on one side of the slab to the other.

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


-----Original Message-----
From: Daryl Richardson [mailto:h.d.richardson(--nospam--at)shaw.ca]
Sent: Friday, April 01, 2005 11:13 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Nashville, TN area foundation help

Bill,

        I've always used hairpins as part of the load path that goes from
column to a-bolts to hairpins to slab reinforcing, with all forces
transferred by lap splices.  The slab reinforcing, of course, acts as a tie
to the column on the other side of the building.

        I guess you could leave out the hairpins if you were confident that
the bolts wouldn't break out of the side of the slab or that the slab edge
wouldn't separate from the main slab reinforcing.  But you're right; we have
always done it that way and it does work.

Regards,

H. Daryl Richardson

----- Original Message -----
From: "Bill Polhemus" <bill(--nospam--at)polhemus.cc>
To: <seaint(--nospam--at)seaint.org>
Sent: Thursday, March 31, 2005 10:40 AM
Subject: Re: Nashville, TN area foundation help


> Harold Sprague wrote:
>
>> Rich,
>> In a former engineering life, I designed foundations for several PEMB
>> manufacturers.
>>
>> The first attempt was always to use the turned down slab with the
>> hairpins to take the thrust out of the 3 hinged arch.  If the thrust was
>> too great, or you had a feature that precluded you from using the slab as
>> a tension tie, you went to a tie beam and spread footings.  In that case
>> it did not much matter what the edge of the slab was like.
>>
>> The US Army Corps of Engineers lists the frost depth at 22" for
>> Nashville, but you should call the local building official if applicable.
>>
> Stepping right in it...
>
> I never got the "hairpin" thing. It always seemed to me to be in the
> category of "stuff the old guys did because they always did it that way."
>
> Because My PEMB foundation designs are typically on drilled piers, with
> edge beams typically on the order of 30" depth or so, I figure there's
> plenty of "oomph" there to resist the thrust without worrying about
> hairpins.
>
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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 
******* ****** ****** ****** ******* ****** ****** ********