Need a book? Engineering books recommendations...

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

Re: Pipe Supports (Tee type)

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Thank you all for the comments. I also do not agree with the
specifications. Very soon, I am going to have a dialogue with the
Piping Stress engineer.

Regards,

Bhavin

On 3/31/06, Padmanabhan Rajendran <rakamaka(--nospam--at)yahoo.com> wrote:
> I hope, whoever specified what you have written, knew what he was
> specifying. To assume that all the lateral load will be carried by the
> equipment - which means the equipment nozzle - may be wishful thinking. The
> nozzle will not behave according to someone's assumptions. You will have to
> check if the nozzle will pass the requirements and, if it does not, you will
> have to modify the piping layout, including the supports.
>
> Your initial question regarding the threshold height for a cantilever
> support was very innocent in comparison with the things you are now
> revealing. Please enter in to a dialogue with the pipe stress engineer.
>
> Rajendran
>
>
> Bhavin Shah <bhavin.design(--nospam--at)gmail.com> wrote:
>
> Tom,
>
> Thanks for the input. I agree with your contention.
>
> However, please note that in one of the project, it is specified that
> if the Pipe support is the first support to the pipe after the rigid
> equipment, than it is not required to consider seismic load, wind load
> and thermal friction load on the support. It is assumed that all the
> lateral force will be absorbed by the rigid equipment. However,
> minimum lateral load ( 3% to 5% ) of the vertical load has to be
> considered. Only maximum Pipe displacements are given ( say 15 to
> 18mm). I agree with your view point that it is the responsibility of
> the Piping Engineer to decide the limits on deflection. However, it is
> not possible to get the data of permissible deflections for the
> individual supports. What may be done in such cases ?
>
> Please advice, if possible.
>
> Regards,
>
> Bhavin Shah
>
>
>
>
> On 3/30/06, Tom.Hunt(--nospam--at)fluor.com wrote:
> >
> >
> > Bhavin,
> >
> > Other than possibly some P-Delta effects on your pipe support the limiting
> drift is generally a requirement of the piping system. If this is primarily
> a straight run pipe it may not be a big issue, however, if the pipe turns
> down and connects to a piece of equipment ( i.e. pump, compressor, etc.)
> then you may be introducing excessive loads into the pipe flange connection.
> You should seek drift limits from whoever is designing the piping system.
> >
> > Thomas Hunt, S.E.
> > Fluor
> >
> >
> >
> >
> > "Bhavin Shah"
> > 03/29/2006 09:03 AM
> > Please respond to seaint
> >
> > To"seaint(--nospam--at)seaint.org" < seaint(--nospam--at)seaint.org>
> >
> > cc
> >
> > SubjectPipe Supports (Tee type)
> >
> >
> >
> >
> >
> >
> >
> > Dear all,
> >
> > This is regarding design of Pipe Stanchions (Steel structure)
> > supporting heavy pipes at certain elevations.
> >
> > For supporting the individual pipes, generally Tee type (cantilever
> > column) of Pipe Stanchions are used. As the stanchions are flexible in
> > both the directions, lateral deflection at the top of the stanchion
> > may be quite high as compared to the pipe displacement. Hence, are
> > there any limits or general guidelines (say above 7.0m) that above the
> > particular height Frame type of stanchion should be used.
> >
> > Thanks,
> >
> > Bhavin Shah
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > * 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
> > ******* ****** ****** ****** ******* ****** ****** ********
> >
> >
> >
> >
> >
> -----------------------------------------------------------------------------------------------------
> > The information transmitted is intended only for the person
> > or entity to which it is addressed and may contain proprietary,
> > business-confidential and/or privileged material.
> > If you are not the intended recipient of this message you
> > are hereby notified that any use, review, retransmission,
> > dissemination, distribution, reproduction or any action taken
> > in reliance upon this message is prohibited. If you received
> > this in error, please contact the sender and delete the
> > material from any computer. Any views expressed in this message
> > are those of the individual sender and may not necessarily reflect
> > the views of the company.
> >
> -------------------------------------------------------------------------------------------------------
> >
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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
> ******* ****** ****** ****** ******* ****** ****** ********
>
>
>
>
> ________________________________
> New Yahoo! Messenger with Voice. Call regular phones from your PC and save
> big.
>
>

******* ****** ******* ******** ******* ******* ******* ***
*   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 
******* ****** ****** ****** ******* ****** ****** ********