Need a book? Engineering books recommendations...

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

Re: Piling for a Marina w/ difficult soil conditions

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Thanks,
I have already talked to Skyline and they gave me a
preliminary design.  However, the tie-backs to deadmen
were too long and the deadmen too large because of the
gloop.  Then we looked at inclining the tie rods to go
down to the hard till, but then the installation of the
deadmen under water and gloop became a major problem.

Thanks for the reply. I hope everbody saw my e-mail
about the client.  It wasn't his fault as I said-just
my poor attempt at humour. I will avoid that in the
future.
Gary


On 4 Apr 2006 at 17:32, hadiprawira djohan wrote:

> G,
>    
>   What a coincidence that one of my colleague was doing a similar project, with similar soil profile recently. He utilzed sheetpiles with concrete deadmen (and tie rod).
>   You may want to visit Arbed-Profil (www.skylinesteel.com) and download some of their free software to do some feasibility study. Their technical support is also very helpful!
>    
>   Good luck!
> 
>   H Djohan, P.E.
>   (Brooker Engineering, PLLC)
>   
> Daryl Richardson <h.d.richardson(--nospam--at)shaw.ca> wrote:
>   Gary,
> 
> I hope your client understands that free advice is usually worth 
> every cent you pay for it. His best bet is to hire the specialist (or for 
> you to hire him on a reimbursable basis) on a phased service basis.
> 
> Failing that I would suggest you consider driven steel piles (with 
> driving tips if necessary) battered as much as practical with moment 
> resisting top beams. Diaphragm bracing in the plane of the deck could be 
> added to cantilever it out from shore for lateral stability.
> 
> To do without piling you could use floats together with diaphragm 
> bracing.
> 
> Regards,
> 
> H. Daryl Richardson
> 
> ----- Original Message ----- 
> From: "Gary Hodgson & Associates" 
> To: 
> Sent: Tuesday, April 04, 2006 7:23 AM
> Subject: Piling for a Marina w/ difficult soil conditions
> 
> 
> > List,
> >
> > I have a tricky piling problem that I'm looking for some input on.
> > First of all, if anybody can think of a solution besides piling, that
> > would be fantastic. The project is a building for a marina and the
> > developer has asked me to come up with piling (preferably for free,
> > of course) for the docking area.
> >
> > The top of dock El. is 100', water is at 95', soil (gloop) is at 88'
> > thru 90' and then extremely hard glacial till at 82'. The geotech
> > report gives hammer blow count for the till of 50 blows per 10 cm
> > (4"). The gloop is a mix of fill and native soil with an angle of
> > repose of 10 degrees or Ka = 1.0.
> >
> > With my limited piling experience, I can't come up with an economical
> > proposal. I have been told that piling will not penetrate very
> > deeply into the glacial till so I cannot rely on cantilever shaft
> > piling. I can't put in horizontal tie-backs because the gloop
> > requires you to go back forever (approx. 70') to get some anchorage.
> > I can't put in sloped tie-backs into the till because of the
> > excavation and penetration into the till.
> >
> > I've spoken to one engineer who does nothing but piling who stated
> > that this is an unusual problem but he wants to be hired before
> > offering any opinions. However, the developer doesn't want to pay
> > him to come up with a solution he can't afford. I'm looking for any
> > and all suggestions from the brains here on the list as I'm running
> > out of ideas.
> >
> > TIA,
> > Gary
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > * 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 
> ******* ****** ****** ****** ******* ****** ****** ******** 
> 
> 
> 		
> ---------------------------------
> How low will we go? Check out Yahoo! Messenger?s low  PC-to-Phone call rates.



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