Geoengineer : Messages : 1793-1825 of 1864

#1793

From: Cagatay Konuk <afrochaltey@...>
Date: Mon Jun 20, 2011 8:55 pm
Subject: Re:

Does anyone have an idea about why the limit of eccentricity is B/4 for shallow foundations laid on rock?

--- On Wed, 3/16/11, mojtabasamadi2003 <mojtabasamadi2003@...> wrote:

From: mojtabasamadi2003 <mojtabasamadi2003@...>
Subject: [Geoengineer Group] Re: GRS walls
To: Geoengineer@yahoogroups.com
Date: Wednesday, March 16, 2011, 2:49 PM

--- In Geoengineer@yahoogroups.com, "Roberto" <roberto.more@...> wrote:
>
>
>
> --- In Geoengineer@yahoogroups.com, "mojtabasamadi2003" <mojtabasamadi2003@> wrote:
> >
> >
> > Dear engineering
> > I want to model one GRS wall (geosynthetic reinforced soil wall) with FLAC3D.
> > My question about connection between geogrids and blocks.
> > Do I must a simple connection or fix connection use?
> > Thanks.
> >
> there are two different type of connection between blocks and geogrids.
> The first one is a frictional connection the resistence of pull out force is develop only by the vertical load respect to the top of the wall.
> The second type is a mechanical connection that have a pull out force of geogrids that could develop a resistance that is measured like a percent of the LTDS of geogrids
>
Thanks Mr or Roberto.

Reply | Messages in this Topic (9)

#1794

From: David Oliveira <dafo407@...>
Date: Tue Jun 21, 2011 10:18 am
Subject: Re: [Geoengineer Group] Re:

dafo407

Send Email

I'm not sure if you are talking about RSW (i.e. MSE wall) but if that's the case I believe its only to limit tensile stresses within the stabilised soil block. It has nothing to do with the rock foundation capacity.

Best regards

DAVID OLIVEIRA PhD, MIEAust, CPEng

Senior Associate Geotechnical Engineer

Coffey Geotechnics

8/12 Mars Road Lane Cove West NSW 2066 Australia

T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882

www.coffey.com

---------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering

Faculty of Engineering - University of Wollongong

On 21/06/2011, at 6:55, Cagatay Konuk <afrochaltey@...> wrote:

Does anyone have an idea about why the limit of eccentricity is B/4 for shallow foundations laid on rock?

--- On Wed, 3/16/11, mojtabasamadi2003 <mojtabasamadi2003@...> wrote:

From: mojtabasamadi2003 <mojtabasamadi2003@...>
Subject: [Geoengineer Group] Re: GRS walls
To: Geoengineer@yahoogroups.com
Date: Wednesday, March 16, 2011, 2:49 PM

--- In Geoengineer@yahoogroups.com, "Roberto" <roberto.more@...> wrote:
>
>
>
> --- In Geoengineer@yahoogroups.com, "mojtabasamadi2003" <mojtabasamadi2003@> wrote:
> >
> >
> > Dear engineering
> > I want to model one GRS wall (geosynthetic reinforced soil wall) with FLAC3D.
> > My question about connection between geogrids and blocks.
> > Do I must a simple connection or fix connection use?
> > Thanks.
> >
> there are two different type of connection between blocks and geogrids.
> The first one is a frictional connection the resistence of pull out force is develop only by the vertical load respect to the top of the wall.
> The second type is a mechanical connection that have a pull out force of geogrids that could develop a resistance that is measured like a percent of the LTDS of geogrids
>
Thanks Mr or Roberto.

Reply | Messages in this Topic (9)

#1795

From: Cagatay Konuk <afrochaltey@...>
Date: Tue Jun 21, 2011 12:41 pm
Subject: Re: [Geoengineer Group] Re:

afrochaltey

Send Email

Greetings,

Allow me to clarify the previous statement. The following section is quoted from FHWA Manual-Load and Resistance Factor Design (LRFD) for Highway Bridge Substructures

“In addition to bearing capacity and sliding failure, spread footings are checked for stability against

overturning based on an evaluation of the bearing pressure resultant location with respect to the

centroid of the footing. In AASHTO ASD, the location of the bearing pressure resultant must be

maintained:

* Within B/6 of the center of the footing for footings on soil

*Within B/4 of the center of the footing for footings on rock”

Now, B/6; i can relate to the calculations that include the radius of gyration of the foundation; the occurance of negative stresses within the soil(which are theoratically impossible to occur) are prevented this way and so on... I just demand to know if anyone has any suggestion on B/4, and the special case in rock base.

In addition: In AASHTO LRFD manual, the numbers B/4 and B/6 are entirely different. But i would not intend to cause any confusions at this stage.

Thanks

-- On Tue, 6/21/11, David Oliveira <dafo407@...> wrote:

From: David Oliveira <dafo407@...>
Subject: Re: [Geoengineer Group] Re:
To: "Geoengineer@yahoogroups.com" <Geoengineer@yahoogroups.com>
Date: Tuesday, June 21, 2011, 1:18 PM

I'm not sure if you are talking about RSW (i.e. MSE wall) but if that's the case I believe its only to limit tensile stresses within the stabilised soil block. It has nothing to do with the rock foundation capacity.

Best regards

--

DAVID OLIVEIRA PhD, MIEAust, CPEng

Senior Associate Geotechnical Engineer

Coffey Geotechnics

8/12 Mars Road Lane Cove West NSW 2066 Australia

T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882

www.coffey.com

---------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering

Faculty of Engineering - University of Wollongong

On 21/06/2011, at 6:55, Cagatay Konuk <afrochaltey@...> wrote:

Does anyone have an idea about why the limit of eccentricity is B/4 for shallow foundations laid on rock?

--- On Wed, 3/16/11, mojtabasamadi2003 <mojtabasamadi2003@...> wrote:

From: mojtabasamadi2003 <mojtabasamadi2003@...>
Subject: [Geoengineer Group] Re: GRS walls
To: Geoengineer@yahoogroups.com
Date: Wednesday, March 16, 2011, 2:49 PM

--- In Geoengineer@yahoogroups.com, "Roberto" <roberto.more@...> wrote:
>
>
>
> --- In Geoengineer@yahoogroups.com, "mojtabasamadi2003" <mojtabasamadi2003@> wrote:
> >
> >
> > Dear engineering
> > I want to model one GRS wall (geosynthetic reinforced soil wall) with FLAC3D.
> > My question about connection between geogrids and blocks.
> > Do I must a simple connection or fix connection use?
> > Thanks.
> >
> there are two different type of connection between blocks and geogrids.
> The first one is a frictional connection the resistence of pull out force is develop only by the vertical load respect to the top of the wall.
> The second type is a mechanical connection that have a pull out force of geogrids that could develop a resistance that is measured like a percent of the LTDS of geogrids
>
Thanks Mr or Roberto.

Reply | Messages in this Topic (9)

#1796

From: "David Oliveira (Gmail)" <dafo407@...>
Date: Tue Jun 21, 2011 1:18 pm
Subject: Re: [Geoengineer Group] Re:

dafo407

Send Email

Konuk

�

Note that B/4 is less restricting than B/6. For example, suppose that your foundation width is 6 m in soils e = b/6 = 1 m, and in rocks e = b/4 = 1.5 m.�

�

FHWA allows for a greater eccentricity in rock� because it is stiffer and capable of withstand higher stresses with likely less deformation, which makes sense. The objectives�are still the same:

�

1) Limit potential tensile stresses�in the foundation�(suppose there is adhesion between the footing and the rock)

2) Limit rotation

�

Regards

DAVID OLIVEIRA PhD, MIEAust, CPEng
Senior Associate Geotechnical Engineer
Coffey Geotechnics
8/12 Mars Road Lane Cove West NSW 2066 Australia
T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882
www.coffey.com

------------------------------------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering
Faculty of Engineering - University of Wollongong

On 21 June 2011 22:41, Cagatay Konuk <afrochaltey@...> wrote:

�

-

Greetings,
Allow me to clarify the previous statement. The following section is quoted from FHWA Manual-Load and Resistance Factor Design (LRFD) for Highway Bridge Substructures
�In addition to bearing capacity and sliding failure, spread footings are checked for stability against
overturning based on an evaluation of the bearing pressure resultant location with respect to the
centroid of the footing. In AASHTO ASD, the location of the bearing pressure resultant must be
maintained:
* Within B/6 of the center of the footing for footings on soil
*Within B/4 of the center of the footing for footings on rock�
�
Now, B/6; i can relate to the calculations that include the radius of gyration of the foundation; the occurance of negative stresses within the soil(which are theoratically impossible to occur) are prevented this way and so on... I just demand to know if anyone has any suggestion on B/4, and the special case in rock base.
�
In addition: In AASHTO LRFD manual, the numbers B/4 and B/6 are entirely different. But i would not intend to cause any confusions at this stage.
�
Thanks
�
�

-- On Tue, 6/21/11, David Oliveira <dafo407@...> wrote:

From: David Oliveira <dafo407@...>
Subject: Re: [Geoengineer Group] Re:
To: "Geoengineer@yahoogroups.com" <Geoengineer@yahoogroups.com>
Date: Tuesday, June 21, 2011, 1:18 PM

�

I'm not sure if you are talking about RSW (i.e. MSE wall) but if that's the case I believe its only to limit tensile stresses within the stabilised soil block. It has nothing to do with the rock foundation capacity.

Best regards

--�

DAVID OLIVEIRA�PhD, MIEAust, CPEng

Senior Associate Geotechnical Engineer�

Coffey Geotechnics

8/12 Mars Road Lane Cove West NSW 2066 Australia

T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882

www.coffey.com

---------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering�

Faculty of Engineering - University of Wollongong

On 21/06/2011, at 6:55, Cagatay Konuk <afrochaltey@...> wrote:

�

Does anyone have an idea about why the limit of eccentricity is B/4 for shallow foundations laid on rock?

--- On Wed, 3/16/11, mojtabasamadi2003 <mojtabasamadi2003@...> wrote:

From: mojtabasamadi2003 <mojtabasamadi2003@...>
Subject: [Geoengineer Group] Re: GRS walls
To: Geoengineer@yahoogroups.com
Date: Wednesday, March 16, 2011, 2:49 PM

�

--- In Geoengineer@yahoogroups.com, "Roberto" <roberto.more@...> wrote:
>
>
>
> --- In Geoengineer@yahoogroups.com, "mojtabasamadi2003" <mojtabasamadi2003@> wrote:
> >
> >
> > Dear engineering
> > I want to model one GRS wall (geosynthetic reinforced soil wall) with FLAC3D.
> > My question about connection between geogrids and blocks.
> > Do I must a simple connection or fix connection use?
> > Thanks.
> >
> there are two different type of connection between blocks and geogrids.
> The first one is a frictional connection the resistence of pull out force is develop only by the vertical load respect to the top of the wall.
> The second type is a mechanical connection that have a pull out force of geogrids that could develop a resistance that is measured like a percent of the LTDS of geogrids
>
Thanks Mr or Roberto.

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#1797

From: Cagatay Konuk <afrochaltey@...>
Date: Tue Jun 21, 2011 1:52 pm
Subject: Re: [Geoengineer Group] Re:

afrochaltey

Send Email

Exactly, i agree with all those statements. Still, i was wondering if there was any analytical(if not experimental) background to the problem.

Best Regards.

--- On Tue, 6/21/11, David Oliveira (Gmail) <dafo407@...> wrote:

From: David Oliveira (Gmail) <dafo407@...>
Subject: Re: [Geoengineer Group] Re:
To: Geoengineer@yahoogroups.com
Date: Tuesday, June 21, 2011, 4:18 PM

Konuk

Note that B/4 is less restricting than B/6. For example, suppose that your foundation width is 6 m in soils e = b/6 = 1 m, and in rocks e = b/4 = 1.5 m.

FHWA allows for a greater eccentricity in rock because it is stiffer and capable of withstand higher stresses with likely less deformation, which makes sense. The objectives are still the same:

1) Limit potential tensile stresses in the foundation (suppose there is adhesion between the footing and the rock)

2) Limit rotation

Regards

--

DAVID OLIVEIRA PhD, MIEAust, CPEng
Senior Associate Geotechnical Engineer
Coffey Geotechnics
8/12 Mars Road Lane Cove West NSW 2066 Australia
T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882
www.coffey.com

------------------------------------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering
Faculty of Engineering - University of Wollongong

On 21 June 2011 22:41, Cagatay Konuk <afrochaltey@...> wrote:

-

Greetings,
Allow me to clarify the previous statement. The following section is quoted from FHWA Manual-Load and Resistance Factor Design (LRFD) for Highway Bridge Substructures
“In addition to bearing capacity and sliding failure, spread footings are checked for stability against
overturning based on an evaluation of the bearing pressure resultant location with respect to the
centroid of the footing. In AASHTO ASD, the location of the bearing pressure resultant must be
maintained:
* Within B/6 of the center of the footing for footings on soil
*Within B/4 of the center of the footing for footings on rock”

Now, B/6; i can relate to the calculations that include the radius of gyration of the foundation; the occurance of negative stresses within the soil(which are theoratically impossible to occur) are prevented this way and so on... I just demand to know if anyone has any suggestion on B/4, and the special case in rock base.

In addition: In AASHTO LRFD manual, the numbers B/4 and B/6 are entirely different. But i would not intend to cause any confusions at this stage.

Thanks

-- On Tue, 6/21/11, David Oliveira <dafo407@...> wrote:

From: David Oliveira <dafo407@...>
Subject: Re: [Geoengineer Group] Re:
To: "Geoengineer@yahoogroups.com" <Geoengineer@yahoogroups.com>
Date: Tuesday, June 21, 2011, 1:18 PM

I'm not sure if you are talking about RSW (i.e. MSE wall) but if that's the case I believe its only to limit tensile stresses within the stabilised soil block. It has nothing to do with the rock foundation capacity.

Best regards

--

DAVID OLIVEIRA PhD, MIEAust, CPEng

Senior Associate Geotechnical Engineer

Coffey Geotechnics

8/12 Mars Road Lane Cove West NSW 2066 Australia

T +61 2 9911 1000 F +61 2 9911 1001 M +61 431 441 882

www.coffey.com

---------------------------------------------

Visiting Research Fellow

Centre for Geomechanics and Railway Engineering

Faculty of Engineering - University of Wollongong

On 21/06/2011, at 6:55, Cagatay Konuk <afrochaltey@...> wrote:

Does anyone have an idea about why the limit of eccentricity is B/4 for shallow foundations laid on rock?

--- On Wed, 3/16/11, mojtabasamadi2003 <mojtabasamadi2003@...> wrote:

From: mojtabasamadi2003 <mojtabasamadi2003@...>
Subject: [Geoengineer Group] Re: GRS walls
To: Geoengineer@yahoogroups.com
Date: Wednesday, March 16, 2011, 2:49 PM

--- In Geoengineer@yahoogroups.com, "Roberto" <roberto.more@...> wrote:
>
>
>
> --- In Geoengineer@yahoogroups.com, "mojtabasamadi2003" <mojtabasamadi2003@> wrote:
> >
> >
> > Dear engineering
> > I want to model one GRS wall (geosynthetic reinforced soil wall) with FLAC3D.
> > My question about connection between geogrids and blocks.
> > Do I must a simple connection or fix connection use?
> > Thanks.
> >
> there are two different type of connection between blocks and geogrids.
> The first one is a frictional connection the resistence of pull out force is develop only by the vertical load respect to the top of the wall.
> The second type is a mechanical connection that have a pull out force of geogrids that could develop a resistance that is measured like a percent of the LTDS of geogrids
>
Thanks Mr or Roberto.

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#1798

From: Deayaa Madi <d_madi72@...>
Date: Fri Jul 15, 2011 12:01 pm
Subject: Direct shear for sand soil

d_madi72

Send Email

Dear my colleagues..

In fact, i am doing direct shear soil for different sand soil (dry sand). I just wanted to calculate the relative density for these samples. My question is regarding with British standards. They mentioned it should soaking these samples to get the minimum void ratio. So, i need your advise about the sample in shear box (dry or saturated) and the test is loose or dense.

Thanks

Madi.

Reply | Messages in this Topic (4)

#1799

From: r_gautama_mis@...
Date: Mon Jul 18, 2011 1:58 pm
Subject: Re: [Geoengineer Group] Direct shear for sand soil

r_gautama_mis

Send Email

Can you be more detail on what you want to get.

Sand strength behavior is different from loose to dense, and of course the Dr (relative density) one of key characteristic of its behavior.

In order to have dense sand (min void ratio), you can soak it and or vibrate it. To have max void, you can wet fluvial and or using funnel and slowly arise.

During testing for direct shear test (DST), the initial condition is playing big role, whether you start in wet or dry condition. For easier reconstitute sample, I suggest in dry condition. But you should imitate the actual condition that you want to test. If it is for reclamation, you may use wet condition.

But remember, there is limitation ion sand to hold water. Approx 10 - 15% water content will give you sand very wet!

What is the dimention of ur DST?

Regards, Gautama

From: Deayaa Madi <d_madi72@...>

Sender: Geoengineer@yahoogroups.com

Date: Fri, 15 Jul 2011 13:01:06 +0100 (BST)

To: <Geoengineer@yahoogroups.com>

ReplyTo: Geoengineer@yahoogroups.com

Subject: [Geoengineer Group] Direct shear for sand soil

Reply | Messages in this Topic (4)

#1800

From: Deayaa Madi <d_madi72@...>
Date: Wed Jul 20, 2011 6:37 am
Subject: Re: [Geoengineer Group] Direct shear for sand soil

d_madi72

Send Email

Thanks alots for your response..

Actually, the box direct shear dimension that i want to use it is (60x60mm). I just wanted to tell you that some of researcher they used the same sand with different relative density...How? they use that in the box test or out of the test and after that they bring sample to put it in the box.

In addition if i want to use a loose as well what exactly i should change in the apparatus??

Thanks again..

Deyaa

--- On Mon, 18/7/11, r_gautama_mis@... <r_gautama_mis@...> wrote:

From: r_gautama_mis@... <r_gautama_mis@...>
Subject: Re: [Geoengineer Group] Direct shear for sand soil
To: Geoengineer@yahoogroups.com
Date: Monday, 18 July, 2011, 13:58

Can you be more detail on what you want to get.

Sand strength behavior is different from loose to dense, and of course the Dr (relative density) one of key characteristic of its behavior.

In order to have dense sand (min void ratio), you can soak it and or vibrate it. To have max void, you can wet fluvial and or using funnel and slowly arise.

During testing for direct shear test (DST), the initial condition is playing big role, whether you start in wet or dry condition. For easier reconstitute sample, I suggest in dry condition. But you should imitate the actual condition that you want to test. If it is for reclamation, you may use wet condition.

But remember, there is limitation ion sand to hold water. Approx 10 - 15% water content will give you sand very wet!

What is the dimention of ur DST?

Regards, Gautama
Powered by Telkomsel BlackBerry®
From: Deayaa Madi <d_madi72@...>
Sender: Geoengineer@yahoogroups.com
Date: Fri, 15 Jul 2011 13:01:06 +0100 (BST)
To: <Geoengineer@yahoogroups.com>
ReplyTo: Geoengineer@yahoogroups.com
Subject: [Geoengineer Group] Direct shear for sand soil

Dear my colleagues..

In fact, i am doing direct shear soil for different sand soil (dry sand). I just wanted to calculate the relative density for these samples. My question is regarding with British standards. They mentioned it should soaking these samples to get the minimum void ratio. So, i need your advise about the sample in shear box (dry or saturated) and the test is loose or dense.

Thanks

Madi.

Reply | Messages in this Topic (4)

#1801

From: r_gautama_mis@...
Date: Fri Jul 22, 2011 5:19 am
Subject: Re: [Geoengineer Group] Direct shear for sand soil

r_gautama_mis

Send Email

The bigger the specimens the realistic strength number you get.

The different DR on sand during test is one of the methods to identify strength changing in certain range. The sand behavior of loose and dense is very different. And it will different also if material gradation isnot the same. It similar to cohesive material in NC and OC condition. And that's why many researcher conduct series of test on the same sand at the different DR.
(Key : DR; Uc;D50;

To reconstitute sand sample, you can refer to ASTM(I forget the number), and what I know, there are 2 conditions and 3 ways to do that.

Condition: Wet and dry condition.
Methods: pluvial, pouring, and tapping. Those condition n methods were combined to achieves assigned DR. To have same density over the height of sample (especially when using TX), it is required to put the sample in several stage (I usually use 5 stage of same DR)

I would like to suggest that you will need

From: Deayaa Madi <d_madi72@...>

Sender: Geoengineer@yahoogroups.com

Date: Wed, 20 Jul 2011 07:37:11 +0100 (BST)

To: <Geoengineer@yahoogroups.com>

ReplyTo: Geoengineer@yahoogroups.com

Subject: Re: [Geoengineer Group] Direct shear for sand soil

Thanks alots for your response..

In addition if i want to use a loose as well what exactly i should change in the apparatus??

Thanks again..

Deyaa

--- On Mon, 18/7/11, r_gautama_mis@... <r_gautama_mis@...> wrote:

From: r_gautama_mis@... <r_gautama_mis@...>
Subject: Re: [Geoengineer Group] Direct shear for sand soil
To: Geoengineer@yahoogroups.com
Date: Monday, 18 July, 2011, 13:58

Can you be more detail on what you want to get.

Sand strength behavior is different from loose to dense, and of course the Dr (relative density) one of key characteristic of its behavior.

In order to have dense sand (min void ratio), you can soak it and or vibrate it. To have max void, you can wet fluvial and or using funnel and slowly arise.

During testing for direct shear test (DST), the initial condition is playing big role, whether you start in wet or dry condition. For easier reconstitute sample, I suggest in dry condition. But you should imitate the actual condition that you want to test. If it is for reclamation, you may use wet condition.

But remember, there is limitation ion sand to hold water. Approx 10 - 15% water content will give you sand very wet!

What is the dimention of ur DST?

Regards, Gautama
Powered by Telkomsel BlackBerry®
From: Deayaa Madi <d_madi72@...>
Sender: Geoengineer@yahoogroups.com
Date: Fri, 15 Jul 2011 13:01:06 +0100 (BST)
To: <Geoengineer@yahoogroups.com>
ReplyTo: Geoengineer@yahoogroups.com
Subject: [Geoengineer Group] Direct shear for sand soil

Dear my colleagues..

In fact, i am doing direct shear soil for different sand soil (dry sand). I just wanted to calculate the relative density for these samples. My question is regarding with British standards. They mentioned it should soaking these samples to get the minimum void ratio. So, i need your advise about the sample in shear box (dry or saturated) and the test is loose or dense.

Thanks

Madi.

Reply | Messages in this Topic (4)

#1802

From: "Geordie" <geobobbyc@...>
Date: Mon Aug 22, 2011 1:45 pm
Subject: What trade magazines do you read?

geobobbyc

Send Email

Hello GeoEngineer...
I'm looking for a little help.
What trade magazines do you read?
ENR? Civil Engineering? Deep Foundations?  Roads and Bridges? Pile Buck?
Constructioneer?  Rock and Dirt?
Other?

Any help appreciated. I'm trying to get a handle on the most read rags in the
construction Industry.

Thank you.
gcompton@...

::::::::::::::::::::::::::::::::
George R. Compton III, Principal
gcompton@...
Construct Marketing LLC
30 Payne Road
Newton, New Jersey 07860 USA
v: 973.729.7290
f: 973.729.7291
www.constructmarketing.com

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#1803

From: "skahmad" <skahmad@...>
Date: Mon Sep 5, 2011 8:26 am
Subject: Solving Indeterminate structures

skahmad

Send Email

More civil engineering problems inclucing indeterminate structures have been
solved and uploaded by the problemsolver at
http://civilengineer.webinfolist.com/problemsolver.htm

Reply | Messages in this Topic (1)

#1804

From: "skahmad" <skahmad@...>
Date: Tue Sep 27, 2011 5:31 pm
Subject: Revised version of moment of inertia calculator

skahmad

Send Email

Revised version of Moment of inertia calculator is now posted at
http;//civilengineer.webinfolist.com/str/micalc.htm
With this calculator now you can calculate all the geometric properties like
area, centroid, moment of inertia, radius of gyration, section modulus of
different sections (circular, rectangular, T, I, angle etc.)

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#1805

From: "Dimitrios Zekkos" <zekkos@...>
Date: Mon Oct 24, 2011 11:33 pm
Subject: Announcing GeoWorld: A professional networking site for Geoprofessionals developed by ISSMGE and Geoengineer.org

zekkos_gr

Send Email

Dear colleagues,

The International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE), the premier international organization in geotechnical engineering, and Geoengineer.org have launched this October GeoWorld http://www.mygeoworld.info. Geoworld is a new, free, professional networking platform for geoprofessionals, companies and professional organizations in the geoengineering profession. GeoWorld simplifies professional interactions, collaborations, and outreach activities at a global scale. The networking site has already about 1000 geoprofessionals and more than 60 companies and professional organizations have joined GeoWorld. In addition, 58 professional groups have established group pages. The following video briefly presents Geoworld and I encourage you to view it: http://www.youtube.com/watch?v=MRYA-mMSGCw&feature=player_embedded .

The ISSMGE http://www.mygeoworld.info/pg/profile/ISSMGE has also created a profile page on GeoWorld and a group page has been created for each of the Technical Committees. You can register to these TC pages to receive information from them. Other organizations are doing the same.

You can setup a GeoWorld profile in 10-15 minutes max. Your GeoWorld profile page has all the capabilities of a website (professional info, publications, photo galleries, videos, blogs, file sharing) and allows you to include all your professional information. No programming skills are required. All information on your profile page (or groups) is automatically indexed and available to other GeoWorld members. You can connect with other geo-professional, and create pages for your company, consulting projects, international collaborations. If you are at the university, you can create a page for your research projects, or your student or alumni groups. Individuals can register to these pages and receive automatically information from them.

Geoengineer.org has also created a series of “How-to” instruction videos (http://www.mygeoworld.info/pg/expages/read/Instructions/ , tips (http://www.mygeoworld.info/pg/expages/read/Tips/ ), and a list of Frequently-Asked-Questions (FAQ) (http://www.mygeoworld.info/pg/expages/read/FAQ/). We hope that you will find this new unique tool, very valuable to your professional activities. We are currently working on adding many additional features that we envision that they will dramatically change professional communication and information exchange in our Profession. GeoWorld will remain free to all geoprofessionals. Feel free to contact me if you have any questions,

Regards,

Dimitrios

__________________________

Dimitrios Zekkos, Ph.D., P.E.

Assistant Professor

Department of Civil and Environmental Engineering University of Michigan, Ann Arbor, USA

http://www.umich.edu/~geotech/

Geoengineer.org

A Center for Information Dissemination on Geoengineering

http://www.geoengineer.org

International Journal of Geoengineering Case Histories

Official Journal of the International Society for Soil Mechanics and Geotechnical Engineering

http://casehistories.geoengineer.org

Geoworld- Professional Networking for Geotechnical Engineers

http://www.mygeoworld.info/pg/profile/zekkos

__________________________

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#1806

From: Geoengineer-owner@yahoogroups.com
Date: Wed Nov 9, 2011 1:03 pm
Subject: Join GeoWorld and gain free access to 1,155+ geoprofessionals!

Geoengineer-owner@yahoogroups.com

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For those of you who have missed it, GeoWorld is a unique networking platform launched in September.

It has already established a rapidly growing network of 1,074+ geoengineering professionals (consultants, contractors and academia), 81+ companies and organizations, and 60+ groups.

Most importantly, GeoWorld is free, easy to use, and provides you with a variety of benefits, such as:

Expanding your professional network;
Communicating with experts in the field;
Finding talented new employees;
Promoting your company or products;
Engaging with your professional partners and customers;
Creating and joining formal and informal groups;
Participating in a global geoengineering innovation.

Visit http://www.mygeoworld.info and Join GeoWorld Today!

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#1807

From: Geoengineer-owner@yahoogroups.com
Date: Wed Nov 30, 2011 2:09 pm
Subject: GeoMap, the latest meaningful innovation in geoengineering is here!

Geoengineer-owner@yahoogroups.com

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The latest meaningful innovation in geoengineering is here: GeoMap !

GeoMap is an interactive live worldwide map positioning all members of GeoWorld, but also the geographic locations of case histories published in ISSMGE's International Journal of Geoengineering Case Histories.

It is updated daily and gives you the option to separate between individual members, companies, and organizations.

Visit http://www.mygeoworld.info/pg/map and login/register for free to view details!

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#1808

From: "skahmad" <skahmad@...>
Date: Mon Dec 5, 2011 7:15 am
Subject: Bending Moment calculator is now revised

skahmad

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Bending Moment calculator is now revised and posted at
http://civilengineer.webinfolist.com/mech/bmcalc.htm
Now you can easily calculate the Bending Moment & Shear Force  for
so many loading conditions (point load, udl, uvl, moment etc) acting on;

simply supported; http://civilengineer.webinfolist.com/mech/bmcalc.htm
cantilever beams: http://civilengineer.webinfolist.com/mech/bmcalc2.htm

It also calculates the value of maximum bending moment and the position
of maximum bending moment point on the span.
Please visit http://civilengineer.webinfolist.com/mech/bmcalc.htm and give your
feedback

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#1809

From: Deayaa Madi <d_madi72@...>
Date: Sat Dec 10, 2011 1:06 pm
Subject: Pile toe load-displacement

d_madi72

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Dear my colleagues,

I need to get a load displacement for shaft and pile toe base. Actually, i have got some papers that mentioned to apply loading on the pile head. But i didn't understand how they got two curves (shaft and toe load-displacements). Could you please help me.

Thanks

Deyaa

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#1810

From: dafo407@...
Date: Mon Dec 12, 2011 10:29 am
Subject: Re: [Geoengineer Group] Pile toe load-displacement

dafo407

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Deeya

Pile resistance mobilises along the shaft and at the base with displacement, which involves shear mobilisation, compression and elastic shortening.

A good way to understand this is the T-Z approach.

Best regards

DAVID OLIVEIRA PhD, MIEAust, CPEng

Senior Associate Geotechnical Engineer

Coffey Geotechnics

8/12 Mars Road Lane Cove West NSW 2066 Australia

T +61 2 9911 1000 F +61 2 9911 1001

www.coffey.com

Sent from my iPhone

On 11/12/2011, at 12:06 AM, Deayaa Madi <d_madi72@...> wrote:

Dear my colleagues,

I need to get a load displacement for shaft and pile toe base. Actually, i have got some papers that mentioned to apply loading on the pile head. But i didn't understand how they got two curves (shaft and toe load-displacements). Could you please help me.

Thanks

Deyaa

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#1811

From: "Geordie" <geobobbyc@...>
Date: Thu Dec 15, 2011 2:36 pm
Subject: Piledriving Page on Facebook

geobobbyc

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Hello GeoEngineers -

Started a Piledriving Page on Facebook.
Intended as a casual collection of people interested in the subject.
http://www.facebook.com/Piledriving

So far some groups and unions and contractors belong, but we'd love more
engineers!


Regards,
Geordie Compton
Me: http://www.linkedin.com/in/compton

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#1812

From: "Surriya Khan" <surriyakhan11@...>
Date: Fri Dec 23, 2011 7:46 am
Subject: The University offers the Doctor of Philosophy (PhD) degree

surriyakhan11

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The Doctor of Philosophy (PhD) degree

The University recognizes that in today's complex and competitive world, there is a growing need for professionals trained at the doctoral level in business. Therefore, the University offers the Doctor of Philosophy (PhD) degree which emphasizes research and preparation for scholarship and systematic inquiry, and requires a dissertation. More��

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#1813

From: "skahmad" <skahmad@...>
Date: Wed Jan 4, 2012 9:40 pm
Subject: 2012 Conferences in civil engineering

skahmad

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2012 conferences in civil engineering are now posted at
http://civilengineer.webinfolist.com/conferences.htm

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#1814

From: "Surriya Khan" <surriyakhan11@...>
Date: Thu Jan 12, 2012 9:55 am
Subject: Ventilation systems to operate smoothly

surriyakhan11

Send Email

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#1815

From: "soniaaziz75" <soniaaziz75@...>
Date: Fri Jan 13, 2012 10:17 am
Subject: Many other problems are fixed by running diagnostic programs

soniaaziz75

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Many other problems are fixed by running diagnostic programs

Many PC repairs involve easy disassembly followed by quick plug-in replacement of parts; many other problems are fixed by running diagnostic programs and letting the software guide the work. More info��.

Our distance learning course takes you through the step-by-step procedures covered in the A+ Certification exam. When you graduate, you should have the skills and the knowledge required to take this exam, which is recognized as the industry standard for entry level computer technicians. And more��

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#1816

From: "skahmad" <skahmad@...>
Date: Fri Jan 20, 2012 6:51 pm
Subject: Revised version of deflection & slope calculator

skahmad

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Revised version of deflection & slope calculator for beams
http://civilengineer.webinfolist.com/str/sdcalc.htm
is now giving the values of deflection & slope at any point as well as maximum
values and their location

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#1817

From: skahmad <skahmad@...>
Date: Tue Jan 31, 2012 11:44 am
Subject: New Fixed Beam Calculator is launched

skahmad

Send Email

New Fixed Beam Calculator is now available at
http://civilengineer.webinfolist.com/fbcalc.htm
This is very useful tool to easily calculate fixed end moments,
support reactions, shear force, bending moments etc.
for different loading cases of Fixed beam.

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#1819

From: Mohsin Usman <mohsinusman81@...>
Date: Thu Feb 23, 2012 10:04 am
Subject: Viscosity of Saturated Clay/Mud

mohsinusman81

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Can anyone help me to set the viscosity limits for saturated clay/mud to calculate the friction between clayey steel and rubber Tyre

Thanks. 
 
Mohsin Usman QURESHI
Geotechnical Engineering Laboratory

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#1820

From: skahmad <skahmad@...>
Date: Thu Feb 23, 2012 5:46 pm
Subject: New Civil Engineering Solved Problems

skahmad

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Now you will find more solved problems for civil engineers at
http://civilengineer.webinfolist.com/problemsolver.htm
These illustrated problems include problems on indeterminate structure and
method of virtual work for calculation of deflection.

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#1822

From: skahmad <skahmad@...>
Date: Mon Mar 5, 2012 9:32 pm
Subject: Popular titles of civil engineering books

skahmad

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Please visit for popular titles of civil engineering books at

http://bookstore.webinfolist.com/ce.htm

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#1824

From: Deayaa Madi <d_madi72@...>
Date: Fri Apr 20, 2012 8:57 am
Subject: Pile Skin friction only

d_madi72

Send Email

Dear All,

I just wanted to evaluate experimentally the skin friction between pile and soil and i need to ignore the pile toe bearing. Can i put the steel cone under the pile to ignore the toe bearing or no.

Can any body have an idea about this issue.

I will appreciate your help.

Deyaa

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#1825

From: Pmn Mech <pmn.mech@...>
Date: Sat Apr 21, 2012 6:41 pm
Subject: FLAC3D seismic loading on pile group

pmn.mech

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Dear Sirs,

I am student of Geotechnic and study on dynamic behaviour of pile group under seismic loading,

I am using Ansys to model pilegroup but I faced with convergent problems and decide to analysis by FLAC3d, I have searched a lot about earthquake loading at FLAC3d but I did not find anything at manual.

I appreciate if you guide me about how I insert earthquake record at FLAC3d, please send me an example or toturial.

Thank you very much,

Peyman

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