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Hi,

Good resources on "Probabilistic Methods in Geotechnical Engineering" that
are available online:

[1] NRC report on Probabilistic reports in Geotechnical Engineering, 1995.

http://books.nap.edu/books/NI000103/html/R1.html#pagetop

[2] USACE report on "Engineering and Design - Introduction to Probability
and Reliability Methods for use in Geotechnical Engineering", 1999, ETL
110-2-547.

http://www.usace.army.mil/inet/usace-docs/eng-tech-ltrs/etl1110-2-547/toc.html

[3] Short course note on "Probabilistic Methods in Geotechnical Engineering",
Edited by Fenton, G.A. (1997).

http://www.engmath.dal.ca/tc32/publications.html

[4] USACE report on "Risk-Based Analysis in Geotechnical Engineering for
support of Planning studies", 28 May 1999, ETL 1110-2-556.

http://www.usace.army.mil/inet/usace-docs/eng-tech-ltrs/etl1110-2-556/toc.html

	  Mukesh

Hi,
I am looking for some information about the extend of
vertical stress increment below a rectangular loaded
area. how deep should the Boussinesq solution for
stress increase below a uniformly loaded area be
applied? Does anybody know of any published reference
in this regard.
Thank you.
Bobby Issac

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Try "Foundation Engineering Handbook" by Winterkorn and Fang.
At 09:29 PM 10/18/2003 -0700, you wrote:
>Hi,
>I am looking for some information about the extend of
>vertical stress increment below a rectangular loaded
>area. how deep should the Boussinesq solution for
>stress increase below a uniformly loaded area be
>applied? Does anybody know of any published reference
>in this regard.
>Thank you.
>Bobby Issac
>
>__________________________________
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>The New Yahoo! Shopping - with improved product search
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>
>
>Please inform your colleagues about the Group.
>
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>Geoengineer-unsubscribe@egroups.com
>
>
>
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Hello Bobby (and other group members):
This is an important question for Foundation Engineers when
settlement is the issue. Let me help you...
==========================
Bobby Issac wrote:
>
> Hi,
> I am looking for some information about the extend of
> vertical stress increment below a rectangular loaded
> area. how deep should the Boussinesq solution for
> stress increase below a uniformly loaded area be
> applied? Does anybody know of any published reference
> in this regard.
> Thank you.
> Bobby Issac
========================
You can find information on pressure distribution in any textbook
dealing with Soil Mechanics and Foundation Engineering. Particularly
I would recommend "Foundation Design - Principles and Practices" by
Donald Coduto - Prentice Hall - 1994.
But what is the pratice importance is how deep we should consider the
stress distribution. The practice in Brasil is to consider the stress
increase till depth where the overburden stress is greater than the
the stress from external load. Below such depth the increase in stress
is negligible.
About overburden pressure distribution I would recommend an educative
software to evaluate its magnitude:
<http://geotecnia.ufsc.br/portugues/graduacao/ecv5104/mecsolosum.html>
or specifically:
<http://geotecnia.ufsc.br/portugues/graduacao/ecv5104/softwaresdidaticos.html#02\
>
I hope the answer can help you.
Regards, Ronaldo (at 10:11h am local summer time +5.00 GMT)
--
===================================
Engo.Civil Ronaldo da Silva Ferreira Ph.D.
Professor Titular - Grupo de Geotecnia - ECV / UFSC
<http://geotecnia.ufsc.br/portugues/rec_humanos/index.html#ronaldo>
---------------
URL's para acesso ΰ pagina do Grupo de Geotecnia:
(1) <http://geotecnia.ufsc.br>
(2) <http://www.geotecnia.ufsc.br>
(3) <http://www.geotecnia.ecv.ufsc.br>
(4) <http://www2.ecv.ufsc.br/~geotecnia/>
---------------
ICQ 16 71 74 49
---------------
"O mal neste mundo ι que os estϊpidos vivem cheios
de si e os inteligentes cheios de dϊvidas." Bertrand Russel (1872-1970)
===================================

Dear Colleague,

I'm looking for well organized lecture notes in "Advanced Soil
Mechanics". I'll appreciate any help.
Thank you.

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--- In Geoengineer@yahoogroups.com, debasis barman
<debasis_barman@y...> wrote:
> Dear Colleague,
>
> You can refer B M Dass "Advanced Soil mechanics"- PWS & COLE
PUBLISHERS, useful for Shear strength(Stress Path), Seepage, Stress
Distribution and Consolidation Matters.
>
> Cheers,
>
> Debasis
>
> Dear Debasis,
The contents of (Dass, B. M.)"Advanced Soil Mechanics" are almost
classic. I need lecture notes that cover the following topics:
    -Stress and Strain Invarients.
    -Stress-Strain Constitutive Relations.
    -Critical State Soil Mechanics.
    -Soil Plasticity.
    -etc..

Thank you for your replay.

Sincerely,
>
> ---------------------------------
> Do you Yahoo!?
> The New Yahoo! Shopping - with improved product search

--- In Geoengineer@yahoogroups.com, debasis barman
<debasis_barman@y...> wrote:
> Dear Colleague,
> 
> You can refer B M Dass "Advanced Soil mechanics"- PWS & COLE
PUBLISHERS, useful for Shear strength(Stress Path), Seepage, Stress
Distribution and Consolidation Matters.
> 
> Cheers,
> 
> Debasis
>
> Dear Debasis,
The contents of (Dass, B. M.)"Advanced Soil Mechanics" are almost
classic. I need lecture notes that cover the following topics:
   -Stress and Strain Invarients.
   -Stress-Strain Constitutive Relations.
   -Critical State Soil Mechanics.
   -Soil Plasticity.
   -etc..

Thank you for your replay.

Sincerely,
>
> ---------------------------------
> Do you Yahoo!?
> The New Yahoo! Shopping - with improved product search



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wat us the best field of geotechnical eng. in this year for
experimental researches?

Hola, Ali

I am a bit confused with your question.

First, there is no need to perform liquefaction analysis in gravels
or
rocks, for there is never going to occur such a phenomenon in those
materials.

Second, when you say that the sampler is replaced with a cone end,
are
you referring to the Cone Penetration Test (CPT) method?

This is a method in which you introduce a probe with a conic tip into
the soil at a steady rate of 2 cm/s; there is no blow count (N) in
this method.

For liquefaction studios, you can download the corresponding (at
least
2) documents from:

http://www.ce.berkeley.edu/~kammerer/data.html

Regarding liquefaction and CPT, the article:

Juang, C.H., et al., Assessing CPT-based methods for liquefaction
evaluation with emphasis on the cases from the Chi-Chi, Taiwan,
earthquake. Soil Dynamics and Earthquake Engineering, 2002. 22(3): p.
241-258.

can be found at http://www.sciencedirect.com/

Classic articles on correlating SPT with soil dynamic properties are:

Imai T, Tonouchi K, Correlation of N value with S-value. Procs. 2nd.
European Symposium on Penetration Testing, Amsterdam, 24-27 May 1982,
p. 67-72. ISBN 90-6191-251-2

Imai T, Yokota K, Relationships between N value and dynamic soil
properties. Procs. 2nd. European Symposium on Penetration Testing,
Amsterdam, 24-27 May 1982, p. 73-78. ISBN 90-6191-251-2.

Hopefully, you could find these or similar articles of the authors in
your university.

Another article on CPT is:

Chen, J.W. and C.H. Juang, Determination of drained friction angle of
sands from CPT. Journal of Geotechnical Engineering-Asce, 1996. 122(5)
: p. 374-381.

And finally, probably the article that comes closer to what you are
asking for (correlations for SPT and gravels) is:

Rollins KM, Evans MD, Diehl NB and Daily WD III, Shear modulus and
damping relationships for gravels. Journal of Geotechnical and
Geoenvironmental Engineering - ASCE, 1998. 124(5): p. 396-405.

For the last two articles, try to find them over the internet, I
think
they were available sometime, but I am not sure.

I hope this information is useful for you.

Best regards,

Rainer M. Parrales

Rainer Manolo Parrales Espinoza
Ingeniero Civil
http://eureka.ya.com/rman
--------------------------------------------------------------
Centro de Investigaciones Geocientνficas (CIGEO)
Universidad Nacional Autσnoma de Nicaragua (UNAN-Managua)
Col. Miguel Bonilla #165
Apdo. Postal A-131
Managua, Nicaragua
tel. (505) 277 0621
fax (505) 277 0613
--------------------------------------------------------------
Avdelningen fφr Teknisk Geologi
Lunds Tekniska Hφgskola
John Ericssons vδg 1
Box 118
221 00 Lund
Sverige
tel. +46 (0)46 222 4887
fax +46 (0)46 222 9127





--- In Geoengineer@yahoogroups.com, "Ali Reza Majidi" <armajidi@u...>
wrote:
> Dear All,
>
> Please answer to this question if posible:
>
> As you know, the SPT liquefaction analysis method is most reliable
in clean and silty sands and much less reliable in gravels. In this
reason, in gravelley soil and rocks, the open-ended sampler of SPT is
replaced by a cone end.
> Now,for modification of number of SPT (N) in this soils, which
relations is the best to apply?
> Please send me these relasions to modify the SPT numbers whit cone
end sampler, in gravelly soils.
>
> With best regards for you.
>
----------------------------------------------------------------------
----------
> Ali Reza Majidi                    Tehran, Iran
> Ph.D Student                       P.O.Box 11365-4563
> Dept. of Civil Eng.                 Fax: (+9821)646-1024
> Faculty of Eng.                     Email: armajidii@u...
> University of Tehran               Tel: (+9821)611-2273

Gravels can liquefy and case histories from the Alaskan earthquake are around. 
It all
depends on how permeable the soils are and how fast thethe pore pressures can
dissipate.  There is a paper about membrane compliance in triaxial testing which
talks
about this.

You can use a solid SPT cone and there are standard correction for its use.
Unfortunately I have forgotten what they are.  Possibly standard texts on SPT
should
give the corrections along with depth factors, energy, size of hole etc.


Cheers

Ian
On 29 Oct 2003 at 18:29, rainer_manolo wrote:

Hola, Ali

I am a bit confused with your question.

First, there is no need to perform liquefaction analysis in gravels
or
rocks, for there is never going to occur such a phenomenon in those
materials.

Second, when you say that the sampler is replaced with a cone end,
are
you referring to the Cone Penetration Test (CPT) method?

This is a method in which you introduce a probe with a conic tip into
the soil at a steady rate of 2 cm/s; there is no blow count (N) in
this method.

For liquefaction studios, you can download the corresponding (at
least
2) documents from:

http://www.ce.berkeley.edu/~kammerer/data.html

Regarding liquefaction and CPT, the article:

Juang, C.H., et al., Assessing CPT-based methods for liquefaction
evaluation with emphasis on the cases from the Chi-Chi, Taiwan,
earthquake. Soil Dynamics and Earthquake Engineering, 2002. 22(3): p.
241-258.

can be found at http://www.sciencedirect.com/

Classic articles on correlating SPT with soil dynamic properties are:

Imai T, Tonouchi K, Correlation of N value with S-value. Procs. 2nd.
European Symposium on Penetration Testing, Amsterdam, 24-27 May 1982,
p. 67-72. ISBN 90-6191-251-2

Imai T, Yokota K, Relationships between N value and dynamic soil
properties. Procs. 2nd. European Symposium on Penetration Testing,
Amsterdam, 24-27 May 1982, p. 73-78. ISBN 90-6191-251-2.

Hopefully, you could find these or similar articles of the authors in
your university.

Another article on CPT is:

Chen, J.W. and C.H. Juang, Determination of drained friction angle of
sands from CPT. Journal of Geotechnical Engineering-Asce, 1996. 122(5)
: p. 374-381.

And finally, probably the article that comes closer to what you are
asking for (correlations for SPT and gravels) is:

Rollins KM, Evans MD, Diehl NB and Daily WD III, Shear modulus and
damping relationships for gravels. Journal of Geotechnical and
Geoenvironmental Engineering - ASCE, 1998. 124(5): p. 396-405.

For the last two articles, try to find them over the internet, I
think
they were available sometime, but I am not sure.

I hope this information is useful for you.

Best regards,

Rainer M. Parrales

Rainer Manolo Parrales Espinoza
Ingeniero Civil
http://eureka.ya.com/rman
--------------------------------------------------------------
Centro de Investigaciones Geocientνficas (CIGEO)
Universidad Nacional Autσnoma de Nicaragua (UNAN-Managua)
Col. Miguel Bonilla #165
Apdo. Postal A-131
Managua, Nicaragua
tel. (505) 277 0621
fax (505) 277 0613
--------------------------------------------------------------
Avdelningen fφr Teknisk Geologi
Lunds Tekniska Hφgskola
John Ericssons vδg 1
Box 118
221 00 Lund
Sverige
tel. +46 (0)46 222 4887
fax +46 (0)46 222 9127





--- In Geoengineer@yahoogroups.com, "Ali Reza Majidi" <armajidi@u...>
wrote:
> Dear All,
>
> Please answer to this question if posible:
>
> As you know, the SPT liquefaction analysis method is most reliable
in clean and silty sands and much less reliable in gravels. In this
reason, in gravelley soil and rocks, the open-ended sampler of SPT is
replaced by a cone end.
> Now,for modification of number of SPT (N) in this soils, which
relations is the best to apply?
> Please send me these relasions to modify the SPT numbers whit cone
end sampler, in gravelly soils.
>
> With best regards for you.
>
----------------------------------------------------------------------
----------
> Ali Reza Majidi Tehran, Iran
> Ph.D Student P.O.Box 11365-4563
> Dept. of Civil Eng. Fax: (+9821)646-1024
> Faculty of Eng. Email: armajidii@u...
> University of Tehran Tel: (+9821)611-2273


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dear sir

         plz tel me the name f the site from where i
can get it
thanks
abdullah

--- Ivαn DiazGranados Pertuz <idgp10@...> wrote:
>
> There's another good one about it:
> "Finite element in geotechnical engineering" Potts
> and Zdrajkovic, about plasticity, different advanced
> constitutive models including cam-clay, MIT-E3 and
> others.
> I hope it's usefull for you, and you can find it.
> Sincerely,
> Ivαn DiazGranados
>
>
>
>
> ---------------------------------
> Do You Yahoo!?
> Todo lo que quieres saber de Estados Unidos, Amιrica
> Latina y el resto del Mundo.
> Visνta Yahoo! Noticias.
>


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What is the feasability of a nuclear-powered "rainmaker" that would
sit in/near a large body of water (e.g. on an offshore platform in
the ocean) and launch a targeted stream of water into the air that
would fall down onto nearby land as rain?

According to the California state governor, wildfires have caused
more than $2 billion in damage in the last week; a "rainmaker" such
as this could have prevented nearly all of that damage.

Go into Google and type in keywords such as

SPT corrections you should get something.  You could also try
SP117 California

as there is a liquefaction report published by the state of california
which probably has the stuff you want.

You could also try
NCEER liquefaction 1997

as they had a big conference a few years back which summarises all
the corrections if I remember correctly.

Good luck!!

On 29 Oct 2003 at 11:59, Ali Reza Majidi wrote:

Dear All,

Please answer tothis question if posible:

As you know, the SPT liquefaction analysis method is most reliable in
clean and silty sands and much less reliable in gravels. In this reason,
in gravelley soil and rocks, the open-ended sampler of SPT is replaced
by a cone end.
Now,for modification ofnumber of SPT (N) in this soils, which
relations is the best to apply?
Please send me these relasions to modify the SPT numbers whit cone
end sampler, in gravelly soils.

With best regards for you.

--------------------------------------------------------------------------------
Ali Reza Majidi Tehran, Iran
Ph.D Student P.O.Box 11365-4563
Dept. of Civil Eng.Fax: (+9821)646-1024
Faculty of Eng. Email: armajidii@...
University of TehranTel: (+9821)611-2273

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of Service.

I want to consider plain strain in reinforced sand by rod modelling.
Rods have 3.1mm diameter & I want to measure displacement field of
them by digital images.Do you know what image processing software
can help me?
thanks for your patience.

Ο Βασιλης Βενιτης αρχισε τον εκλογικο του αγωνα για την Βουλη στην Β’
Εκλογικη Περιφερεια Αθηνων.

Το συνθημα του ειναι  “Καταπολεμηση Φορων.”

Οι Αθηναιοι καλουνται να προσεξουν οτι το αθροισμα ολων των φορων τους ειναι
80% του εισοδηματος τους!  Αυτο απλως λεγεται ενοπλη ληστεια!   Μαλιστα
αυτοι οι ιδιοι οι Αθηναιοι πληρωνουν και τους φορους των εταιριων υπο την
μορφη υψηλοτερων τιμων προιοντων.

Πανω απο 60% των φορων χανονται σε σπαταλες και ρουσφετια.  Οι πολιτικοι
κοροιδευουν τους Αθηναιους!  Γιαυτο ολες οι υπηρεσιες πρεπει να γινουν
ιδιωτικες.

Τα κομματα εγιναν πολιτικες μαφιες για προωθηση συγγενων και φιλων.  Η
οικογενειοκρατiα ειναι ο πιο μεγαλος καρκινος των Αθηνων!

Προβλεπεται ενας καταπληκτικος εκλογικος θριαμβος του Βασιλη Βενιτη που θα
φερει 25-40% των ψηφων της Β' Αθηνων!

Η επανασταση των Αθηναιων αρχισε!


venitisforparliament@...

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Dear All,

I'm interested in knowing if any of you have worked with "plaxis" and
what's your opinion of it. My main interest is to use it for
investigation purposes, but also for common studies.

Regards,

Gonzalo Montalva

I΄ve worked a lot with Plaxis. It's great for common studies but not so much
for investigation purposes.

Regards,

Alexandra Costa
----- Original Message -----
From: "gmontalv" <gmontalv@...>
To: <Geoengineer@yahoogroups.com>
Sent: Wednesday, November 12, 2003 2:48 PM
Subject: [Geoengineer] plaxis


> Dear All,
>
> I'm interested in knowing if any of you have worked with "plaxis" and
> what's your opinion of it. My main interest is to use it for
> investigation purposes, but also for common studies.
>
> Regards,
>
> Gonzalo Montalva
>
>
>
> Please inform your colleagues about the Group.
>
> To unsubscribe from this group, send an email to:
> Geoengineer-unsubscribe@egroups.com
>
>
>
> Your use of Yahoo! Groups is subject to http://docs.yahoo.com/info/terms/
>

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