# RE: LPILE or Other (Laterally Loaded Pile Analysis)

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: LPILE or Other (Laterally Loaded Pile Analysis)
• From: "Bill Polhemus" <bill(--nospam--at)polhemus.cc>
• Date: Tue, 12 Mar 2002 23:52:27 -0600
```That's an idea, but to tell you the truth I'd rather do this analysis
myself. I don't mind having the geotech giving me the data needed in the
report but I like doing the foundation design myself not having it done for
me.

To tell the truth I have a nice "closed form solution" for doing a pretty
close estimate of the pile head movement and (especially) the maximum moment
in the pile. It is based upon a paper that was presented a few years ago at
the Texas Section ASCE meeting, and I've received a copy of it from the guys
who put it together.

Essentially, they took several hundred LPILE runs, and collated the data
then did a very fancy curve fit. The result is a ponderous-looking equation
which nevertheless is easy to solve using e.g. Mathcad's ROOT function.

But there are a few limitations on their method and the authors state that
it is for "preliminary design" and should be followed-up with a more
extensive analysis using LPILE or similar.

One of the limitations is that it assumes a value for (50  (that's
Epsilon-sub-50) of 0.01. The soil report I'm using recommends a value of
0.005. I'm not all that conversant as to how sensitive the analysis is to a
change in the value of (50  (Epsilon-sub-50), but I wanted to explore that
for myself.

It seems to me, btw, that since (50  (Epsilon-sub-50) is defined as "the
strain at one-half the ultimate shear stress of the soil" that a value of
0.005 would indicate a STIFFER soil than that of 0.01 and thus any analysis
would be more conservative at the higher value, but I don't know the
details.

William L. Polhemus, Jr. P.E.
Polhemus Engineering Company
Katy, TX, USA
Phone (281) 492-2251
FAX (281) 492-8203
email bill(--nospam--at)polhemus.cc

-----Original Message-----
From: 	Scott Maxwell [mailto:smaxwell(--nospam--at)engin.umich.edu]
Sent:	Tuesday, March 12, 2002 10:35 PM
To:	seaint(--nospam--at)seaint.org
Subject:	Re: LPILE or Other (Laterally Loaded Pile Analysis)

Bill,

Your other option is to hire a geotech company that has LPILE to run the
analysis for you.  This can be an especially good option if you have
already sub'd out for a geotech report (which you would need to do anyway
to get the necessary soil information for input into LPILE).  Just have
the geotech company provide the lateral analysis as part of their geotech
services.

HTH,

Scott
Ypsilanti, MI

On Sun, 10 Mar 2002, Bill Polhemus wrote:

> Does anyone know if the latest version of the LPILE (PLUS?) software is
> available anywhere for rent? Once every blue moon I have a laterally
> pile problem to solve, but it isn't worth paying the \$900 or so for this
> software. Seems like LPILE would be a perfect candidate for rental.
>
> Otherwise, does anyone know of a similar program for prediction of
response
> of piles under lateral loading, available at low or no cost?
>
> Thanks.
>
>
>
> William L. Polhemus, Jr. P.E.
> Polhemus Engineering Company
> Katy, TX, USA
> Phone (281) 492-2251
> FAX (281) 492-8203
> email bill(--nospam--at)polhemus.cc
>
>
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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
> *   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
*   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