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FW: Pile Design

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Title: FW: Pile Design

 

-----Original Message-----
From: Stuart, Matthew
To: 'Sprague, Harold O. '
Sent: 9/22/2003 6:37 PM
Subject: RE: Pile Design

Maybe this will help explain things better; popular in the sense that
APG piles, for whatever reason, became much more cost effective than
other more traditional alternatives.

Matthew Stuart

-----Original Message-----
From: Sprague, Harold O.
To: 'seaint(--nospam--at)seaint.org'
Sent: 9/22/2003 4:39 PM
Subject: RE: Pile Design

The term displacement piles vs. non-displacement piles comes from the
driven pile world.  Generally, the displacement piles are driven pipe,
step taper mandrel type piles, precast piles, etc.  The non-displacement
piles are generally considered H piles.  H piles still displace soil,
but in much smaller amounts.  I will agree that you will get some
movement of subgrade utilities with non-displacement piles, but it is
not as bad as displacement piles.  Displacement piles can even displace
adjacent piles.

 

My only point was that in the Deep Foundation Institute (DFI) world, APG
piles are generally not categorized as displacement piles.

 

Your observation about the proliferation of APG piles is interesting.
The process was developed in Cleveland, Ohio at Intrusion Prepakt and
the developer started his own company Berkel & Company in Bonner
Springs, Kansas.  The US Army Corps of Engineers uses them everywhere.
But as you noted, they have seen a lot of use on the East Coast.

 

Regards,
Harold O. Sprague

 

-----Original Message-----
From: Stuart, Matthew [mailto:mStuart(--nospam--at)schoordepalma.com]
Sent: Monday, September 22, 2003 2:13 PM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Pile Design

 

I have seen the popularity of APG piles expand from the coastal
southeastern US up through the northeast over the past ten years or so,
first time I heard of the distinction between a APGD and a APG
pile...you never stop learning.  When you see the amount of spoils
associated with an APG pile it's easy to think of it as a displacement
pile however because something sure is getting relocated to make room
for the auger and grout.  I disagree that an APG pile cannot disturb
underground utilities or certainly be affected by unseen obstructions,
that has just not been my experience.

 

D. Matthew Stuart, P.E., S.E., P.Eng.

Senior Project Manager

Schoor DePalma Engineers and Consultants

Manalapan Structural Department

200 State Highway Nine

Manalapan, NJ 07726

732-577-9000 (Ext. 1275)

908-309-8657 (Cell)

732 -431-9428 (Fax)

mstuart(--nospam--at)schoordepalma.com

 

-----Original Message-----
From: Sprague, Harold O. [mailto:spragueho(--nospam--at)bv.com]
Sent: Monday, September 22, 2003 2:28 PM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Pile Design

 

Stuart,

The true auger cast pile is formally called the auger cast pressure
grouted (APG) pile and is not a displacement pile.  The hole is drilled
and the spoil is trucked off site.  The grout in the pile is pressure
injected through the auger while the auger maintains positive rotation,
and a given pressure.  This type of pile will not disturb adjacent
utilities or other subgrade structures. 

 

There is a different pile called the auger cast pressure grouted
displacement (APGD) pile that is used as a displacement pile.  This type
of pile can displace subgrade utilities and structures as it displaces
the soil laterally, but will not have any spoil to truck off site.  To
see the difference look at Berkel's web site at:
http://www.berkelandcompany.com/Home.html

Regards,
Harold O. Sprague

-----Original Message-----
From: Stuart, Matthew [mailto:mStuart(--nospam--at)schoordepalma.com]
Sent: Monday, September 22, 2003 12:59 PM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Pile Design

 

He maybe referring to auger cast piles, which are a true cast-in-place
displacement pile.

D. Matthew Stuart, P.E., S.E., P.Eng.
Senior Project Manager
Schoor DePalma Engineers and Consultants
Manalapan Structural Department
200 State Highway Nine
Manalapan, NJ 07726
732-577-9000 (Ext. 1275)
908-309-8657 (Cell)
732 -431-9428 (Fax)
mstuart(--nospam--at)schoordepalma.com

-----Original Message-----
From: Nitin Christopher [ mailto:nchristopher(--nospam--at)watrydesign.com
<mailto:nchristopher(--nospam--at)watrydesign.com> ]
Sent: Monday, September 22, 2003 1:41 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Pile Design

The correct terminology for such a  cast-in-place deep foundation system

is cast-in-place drilled piers and not piles.

The moment and shear capacities of the piers are a function of the
capacity of the dirt surrounding the pile.

The piers are design using PCA-COL for the moment from the moment vs
depth curves provided by the geo-tec and the axial demand could be
conservatively - the allowable capacity in bearing or skin friction or a

combination of both with suitable reductions per the geotec
recommendation. For the strength level design of the pier use
appropriate load factors.

Depending  on the shear demand (lateral or sliding) at the top of the
piers adequate shear reinforcing (shear friction) needs to provided.

Hope this helps.
Nitin

swijay(--nospam--at)fdgoc.com 09/22/03 09:46AM >>>
I am looking for a reference or methodology for the design of concrete
cast in place piles. I  appreciate for the help and info.

 

Shamini A. Wijay P.E,
Project Engineer

 

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