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I will be out of the office starting  07/20/2001 and will not return
until 08/27/2001.

I will be checking my e-mail from time to time and will respond to your
message when  I can.

I will be out of the office starting  06/29/2001 and will not return
until 07/18/2001.

I will be checking my e-mail from time to time and will respond to your
message when  I can.

Hello Dear All
Visit the Geotechnics Group home page at:

    http://www.geotechnics.itgo.com

Regards
   Siavash Ghabezloo

  --------------------------------------------------------------------------------
 
Dimitris P. Zeccos
  5th year student, Civil Engineering Department
  University of Patras, Greece
  Webmaster of "The Civil Engineer" web site:
http://www.geocities.com/zekkos_gr/
  Moderator of Civil Engineering Group
http://www.egroups.com/group/TheCivilEngineer
  Moderator of Geotechnical Engineering Group
http://www.egroups.com/group/TheGeotechnicalEngineer

my name is ozgur bozdag.i am from turkey.i graduated
with geotechnic master program.

i want to work in usa and i am dealing with your
positions.

if i have a chance what type of informations do you
need ? and how can i contact wit you ?

with my best regards.....

ozgur bozdag


__________________________________________________
Do You Yahoo!?
Yahoo! Auctions - buy the things you want at great prices
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my name is ozgur bozdag.i am from turkey.i graduated
with geotechnic master program.

i want to work in usa and i am dealing with your
positions.

if i have a chance what type of informations do you
need ? and how can i contact wit you ?

with my best regards.....

ozgur bozdag


__________________________________________________
Do You Yahoo!?
Yahoo! Auctions - buy the things you want at great prices
http://auctions.yahoo.com/

My name is Debora Autrey and I am recruiting for three geotechnical
engineers.  One of these positions could be a new grad with a masters.
The other two need to be PE's and have some solid geotechnical
experience.  Any experience with construction materials testing would be
a plus, but not a deal breaker if you don't.

Salary is very negotiable, depending on experience.  My fee, travel and
relocation expenses are of course paid by my client.  There is a
comprehensive benefit package as well as advancement potential.  (I have
worked with this company for several years.  My contact made partner a
few years ago.  Everyone I have placed with them is still there.)  These
positions are open due to growth, not replacement. They enjoy a
wonderful professional reputation and work nationally.

If you would be interested, please contact me.  Probably the easiest way
is to email your resume to me.  I will be visiting a client and away
from the office Wednesday afternoon and all day Thursday but will
respond to any inquiries either over the weekend or next week.

My contact information:

Debora Autrey
dautrine@...
501-221-2634 voice
501-223-9124 fax

Hi Dear All
I invite you to become a member of Geotechnics group, where you can
talk and discuss about all fields of Geotechnical Engineering.
Let share our knowledge with others.
Regards
  Moderator, Geotechnics
         Siavash Ghabezloo

Hi Dear All
I invite you to become a member of Geotechnics group, where you can
talk and discuss about all fields of Geotechnical Engineering.
Let share our knowledge with others.

To beibg a member of Geotechnics simply send an email to:
   Geotechnics-subscribe@yahoogroups.com

Or directly go to:
   http://groups.yahoo.com/group/geotechnics

Excuse me for taking your time.
Regards
  Moderator, Geotechnics
         Siavash Ghabezloo

Hello all,

	 I'm new to this group, and I must admit at the first that I'm
a 2nd year geology grad student, and all of my geomechanics is
self-taught, but I'm hoping to learn from this list.

	 Anyway, I'm starting a project this summer studying submarine
landslides on the continental slope, at the continental shelf edge
(e.g. off the US East Coast).  Hopefully this research might be of
interest to fellow group members, so I will describe it a bit.

One interesting facet of the submarine environment is the following:

	 When converting from force equilibrium (effective stress) to
constitutive relations (solid stress), pore pressure gradients act as
"body forces".  In a subaerial slope, topographic gradients impose a
surface hydrulic head gradient, and groundwater flow creates seepage
forces.  In a submarine slope, the slope surface is a constant head
boundary, due to overlying water pressure.  Hence, only transient
overpressures can induce seepage forces.

	 Rivers dump their sediment load into the sea, and fine clays
make it to the deep sea in plumes which then rain out sediment onto
the shelf edge.  If the sedimentation rate is high (e.g. glacial low
sea level brings river mouths closer to the slope), compaction
overtakes pore pressure diffusion, and overpressures can develop,
trapped by the low permeability clays.

On the new jersey slope, overpressures on the order of lithostatic
have been measured at depth (e.g. slopes are unstable to
perturbations), which is attributed to the above described process.

	 Two types of mass movements can be generated from slope
failures a slump or a flow.  Flows include mainly water turbidity
currents, which carve canyons into the slope, or mainly sediment
debris flows, which flow down canyons and deposit fans on the abyssal
plain.  Rapid slumps can create a pulse of displacement in the
overlying water, causing tsunamis.

	 Recent flume studies (Iverson, USGS) have shown that dilatency
is the key to the slump/flow bifurcation.  In CAM clay terms, a
"loose", or lightly overconsolidated soil, will contract upon
shearing, creating dynamic overpressures and mobilizing a liquefied
flow.  A "dense", or heavily overconsolidated soil, will dilate upon
shearing, letting pore pressure diffuse, and resulting in a
"stick-slip" slump behavior.

	 I am modeling a 2D cross-section hillslope, with time
dependent upper boundary growth and volumetric stress sources due to
deposition on geologic timescales.  I will likely be using a modified
CAM clay style eleastoplastic constitutive model for these
soft marine clays.  At the failure point, an updated lagrangian
(moving mesh) plastic flow will be implemented, on a timescale
negligible in geologic terms.

	 If anyone has any experience or insight into landslides,
progressive failure, computational methods, constitutive models,...,
I'd appreciate any advice you may offer.

Phenomenologically I am particularly interested in the flow/slump
bifurcation, dynamic strength variability due to pressure
interactions.

	 Computationaly I'm interested in plastic large deformation
"boundary value problems" where there is yielding in the plastic
sense but no mass movement (e.g. a bulge in the bottom of an
embankment or hill-toe), and equilibrium is achieved.

Where failure of the slope does occur, I only need to be "sure"
that it has, and that I'm not just experiencing numerical
instabilities!  Models of mobilized movements are already highly
developed in my research field.

	 Experimentally, If anyone knows of landslide experiments at
lab or hillslope scales, or has experience with constitutive
models/measurements for marine clays, I'd love any references, advice,
or links.

Thanks for listening!

Best Regards,

Matt Wolinsky
http://www.duke.edu/~maw/index.htm
maw@...

Hi Dmitri,
According to my opinion, Imperial College is the best.

Regards
Agus

--- In TheGeotechnicalEngineer@y..., "Dimitris P. Zeccos" <net@o...>
wrote:
> Dear members,
>
> I would like your opinion in which do you consider the best
graduate School for a MSc (and a PhD) in Geotechnical Engineering. I
am especially interested in any comments on the Graduate programs in
Geotechnical engineering of the following Universities:
> Imperial College
> University of Michigan
> Purdue University
> Georgia Tech
> University of Texas at Austin
> Northwestern University
> MIT
> University of California at Berkeley
> University of Illinois at Urbana-Champain.
>
> Sincerely,
>
> Dimitris P. Zeccos

Are you looking for equipement information, procedures, or what?

--
Jeffrey S Austin
Geotechical Engineering Student
Old Dominion University

I am looking forward some useful sites or resources about dynamic
loading in piles i wonder if you can help me with the matter.

IN THE SITE THAT SUBSOIL IS
VERY POOR,LIKE VERY SOFT CLAY
OR VERY LOOSE SAND.
DO YOU THINK THAT WE SHOULD
INSTRUCT THE CONTRACTOR TO
MAKE A TRIAL PANEL OF
DIAPHRAMG WALL BEFORE WE
CONSTRUCT THE PERMANENT
WALL?.
I WANT SUGGESTION FROM THE
EXPERT.

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