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

Re: Horizontal Tank Concrete Saddle Design

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Ron Hill,

	Thank you, Ron for the reference link; I've got it downloaded.

	I also downloaded a paper on evaluation of damping for process towers
which looks interesting.

				Best regards,

				H. Daryl Richardson

Ron Hill wrote:
>
> Daryl,
> You can download the paper free at the following link:
>
> http://www.codeware.com/papers2.html
>
> Ronald Hill, P.E.
> HILL Consulting Engineering
> PO BOX 26525
> Birmingham, Alabama 35260 USA
> Phone: 205.823.4784
> FAX: 205.823.4145
> Email: ronhill(--nospam--at)hillce.com
> Efax: 509.275.8095
> http:\\www.hillce.com
>
> -----Original Message-----
> From: Daryl Richardson [mailto:h.d.richardson(--nospam--at)shaw.ca]
> Sent: Tuesday, February 05, 2002 11:36 AM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: Horizontal Tank Concrete Saddle Design
>
> James,
>
>         You've now got my attention!
>
>         I've designed foundations or support structures for literally hundreds
> of horizontal vessels and exchangers on literally dozens of
> petrochemical projects.  These have ranged in size from very small
> vessels which could rest on a pile cap supported by a single pile up to
> 22 feet in diameter by 240 feet long.  To date I have never seen a
> vessel saddle that was anything other than steel, fabricated as part of
> the vessel itself.
>
>         I'm not sure I understand why you would like to do anything
> differently; but I would like to read the Zick paper myself.  Could you
> give me a reference please.
>
>         I can visualize some problems using concrete saddles.
> 1.)  Normally, the transfer of the vertical load from the vessel is
> largely through  welds between the "horns" of the saddles and the vessel
> side wall.  Using concrete saddles you would be relying on bearing on
> the bottom of the vessel which would greatly impact on the design of the
> vessel.  You might be able to use shear keys on the side of the vessel
> grouted into the saddle.
> 2.)  Design of the sliding end could be quite challenging.  Perhaps some
> type of sling would work; then it wouldn't matter whether you used a
> steel ar a concrete saddle.
>
>         This promises to be "verrry interestink"  I can hardly wait to read the
> other replies.
>
>         Good luck with this investigation.
>
>                                 Regards,
>
>                                 H. Daryl Richardson
>
> JamesFulton(--nospam--at)Rohmhaas.com wrote:
> >
> > I am interested in any references on this, particularly on slide bearing
> > design. The only design reference I've got is the Zick paper. Here, the
> > resultant horizontal component of tank bearing stress distribution along
> > the
> > saddle is given (spliting force), which would be used to determine the
> > moment
> > and reinforcing in the saddle horns.
> >
> > Regarding the bearings, is simple neoprene material (1/2") normally used
> or
> > is a layered bearing system more typically seen. Any good design guidance
> > here ? The tank is 30,000 gal of SG= 1.20 material, 9 ft diam x 65 ft.
> > long.
> > Total bearing force is around 185 kips. Thanks for any input.
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > *   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
******* ****** ****** ****** ******* ****** ****** ********