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RE: Piling for a Marina w/ difficult soil conditions

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Are you serious, Gary?
Do you do have many clients that want free expert advice?
Do you really think anyone respects what we like to call a profession when
they can get free expert evaluations or do you think what we have learned at
school, in seminars and on the job for many years is not worth anything?
Try asking you medical doctor to come out to your house to give you a free
diagnosis of what ails you and you may find him or her laughing at you.
I am sorry if this offends.  Nothing personal is meant but we have to start
acting like we really believe that what we have to offer in advice is what
will save our clients money and safety.
It is probably worth a great deal of money for the developer to find out
whether or not the construction he wants is feasible; because if he does not
get good engineering advice he can blunder in and lose his shirt or the one
he has borrowed from someone else .
Richard Hess

-----Original Message-----
From: Gary Hodgson & Associates [mailto:ghodgson(--nospam--at)bellnet.ca]
Sent: Tuesday, April 04, 2006 6:23 AM
To: seaint(--nospam--at)seaint.org
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

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