Hot GeoThreads
10 of the most replied to GeoThreads from various forums related to geotechnical engineering and engineering geology. If you prefer, check out the most recent GeoThreads.
Top Comment Posters
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Randy Post
(26 comments)
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W. Robert Thompson, III, P.E.
(11 comments)
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Michael Dennis Stagg
(3 comments)
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Elizabeth Cuscino
(1 comments)
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Pavel
(1 comments)
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| Wed, 01 Sep 2010 10:47:00 -0700 |
I am designing an inverted L cantilever retaining wall. The retaining height is 14m but the design ground water is at 10m high. Therefore, high uplift pressure is acting the footing base and tension anchors are required to maintain the FOS against uplift... [1 replies]
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| Tue, 31 Aug 2010 13:31:00 -0700 |
Hello! I was wondering does anyone knows which type of beam formulation (Euler - Bernoulli or Timoshenko) does Plaxis and Geostudio uses. I tried to find out throughout manuals but there isn't any clue. Thanks Best regards... [1 replies]
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| Mon, 30 Aug 2010 19:21:00 -0700 |
I have a situation where a cantilever retaining wall will retain a roadway on rock slope. The retaining wall will be supported on existing fill of good quality on slope. The heel is touching the rock slope. The slope is 3H:1V away from the wall. Since she... [1 replies]
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| Mon, 30 Aug 2010 10:18:00 -0700 |
I've heard of using geofoam under roadways and embankments, but can they be used under building foundations? ... [8 replies]
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| Sat, 28 Aug 2010 06:40:00 -0700 |
Triggered by a topic raised some time ago, 'which geotechnical software is good for engineering', I raise a different question. Is a 'simple' method for solving partial differential equations (ie the FEM method), after it has been enhanced by commercial c... [7 replies]
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| Fri, 27 Aug 2010 11:00:00 -0700 |
Which is the best fem package for grouting simulation?... [2 replies]
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| Fri, 27 Aug 2010 08:18:00 -0700 |
Dear Forum users, problem: how to reduce a size of large model keeping same horizontal and vertical stress in the model. Although my question is based on the Plaxis 3D tunnel, it is just a modelling problem. So if anyone who has already worked with reduc... [0 replies]
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| Thu, 26 Aug 2010 14:05:00 -0700 |
Stone columns are being used for the stabilization of a natural slope for the construction of a bridge embankment. The stone column has 2 primary functions 1) increase shear strength along the slip surface and 2) provide pressure relief due to the locati... [3 replies]
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| Wed, 25 Aug 2010 08:59:00 -0700 |
Detailed report available for download. Some interesting stuff in it on landslides and old masonry. No reports of damage to dams. http: //casehist [4 replies]
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| Mon, 23 Aug 2010 08:22:00 -0700 |
Hi, everybody, it's happy to find such a nice place from the internet. I am very interested in reliability analysis in geotechnical engineering. Is there any good way to conduct reliability analysis based on finite element method except for Monte Carlo ... [5 replies]
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| Fri, 20 Aug 2010 13:11:00 -0700 |
As stated in the videos entitled "Detect and Map Earthquakes Before They Strike" on YouTube by "NewMexicoGeologist"; destructive earthquakes buildup their strength in a matter of days and weeks, and then release their energy in an explosive series of jolt... [1 replies]
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| Fri, 20 Aug 2010 07:12:00 -0700 |
Hi ! I have been a long time lurker of this forum. Here is my first post. I want to know how can I find the maximum compaction value (Proctor) of clay in a lab. Do I proceed the same way as standard soils with a mechanical Proctor hammer? Or is there a di... [6 replies]
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| Fri, 20 Aug 2010 06:24:00 -0700 |
Dear colleagues, how do you treat actions of water and ground water in verifications using limit state design with partial factors? Do you regard them as variable actions applying a higher partial factor or as a permanent actions applying a lower partial... [2 replies]
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| Fri, 20 Aug 2010 06:16:00 -0700 |
In the new Eurocode 7 it states that: "comparable experience is documented or other clearly established information related to the ground being considered in design, involving the same types of soil and rock and for which similar geotechnical behaviour i... [4 replies]
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| Wed, 18 Aug 2010 14:32:00 -0700 |
Have a project with some interesting soil behavior. High plasticity silt, consistently with liquid limit of about 62, plasticity index of 30. Little or no clay. Compaction curves are flat, comparable to the shape of silty sand. Maximum dry density of 95 p... [5 replies]
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| Wed, 18 Aug 2010 05:44:00 -0700 |
As stated in the following videos entitled "Detect and Map Earthquakes Before They Strike" on YouTube by "NewMexicoGeologist", earthquakes of all magnitudes can be detected days and sometimes weeks before they strike.
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| Wed, 18 Aug 2010 02:20:00 -0700 |
Hi, we are considering it to construct a diaphragm wall for a 12m deep basement in reclaimed sands with a relatively high water table in Cape Town. I know there are various products to seal the anchor opening after instalation, but how do I minimise water... [4 replies]
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| Mon, 16 Aug 2010 13:26:00 -0700 |
What section of ACI controls for circular slurry diaphragm walls that function as a compression ring (no tension) from soil and water loads? Is it section 10 or Section 14 (walls). I am trying to determine the axial capacity of the wall per strength desig... [1 replies]
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| Mon, 16 Aug 2010 08:04:00 -0700 |
Hello In bored tunnel problems how the term 'Tunnel Contraction' works? On what basis this value is fixed? I applied a '2% volume loss of ground' as 'Tunnel Contraction' in my problem. I found increasing the stiffness's and strength parameters of soil mas... [0 replies]
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| Sun, 15 Aug 2010 05:51:00 -0700 |
Can anybody comment on the pros and cons. Need to design 2 small MSE walls. ... [3 replies]
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| Tue, 10 Aug 2010 19:21:00 -0700 |
Wondering if anyone here has designed a steel sheet pile bulkhead, then placed a cast in place or precast facing on it. If so, I'm looking for attachment details and method to determine the vertical capacity of the sheets in loose sand. facing will add ap... [2 replies]
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| Tue, 10 Aug 2010 12:02:00 -0700 |
We will be using reclaimed/recycled asphalt base in a parking lot. The question was asked if ASTM D698 would be appropriate for testing the compaction. If not, can someone tell what the appropriate specification would be? Thanks in advance. ... [3 replies]
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| Tue, 10 Aug 2010 09:45:00 -0700 |
I am working on retaining wall structures (2 walls forming a containment area) where the load cases are dictated to be saturated soil to a level 3 ft. above the wall OR filled with water. I understand the soil pressures are calculated using Ra = 1/2 * ka ... [8 replies]
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| Tue, 10 Aug 2010 08:29:00 -0700 |
I am pretty new in a field and up to now I have been always working in post-glacial landscapes where there isn't much of hard rocks. Now we have a new project in the mountains and my boss told me to find a method for testing strength of metamorphic and fl... [0 replies]
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| Tue, 10 Aug 2010 08:14:00 -0700 |
Hello, I am using Com624P to calculate the deflection of a laterally loaded pile. The input and run parts seem to happen without any problem. But when I get to the graphic part I do not have any deflection curve available, only the p-y curves that I asked... [3 replies]
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| Tue, 10 Aug 2010 03:30:00 -0700 |
Hello! I was wondering does anyone knows which type of beam formulation (Euler - Bernoulli or Timoshenko) does Plaxis and Geostudio uses. I tried to find out throughout manuals but there isn't any clue. Thanks Best regards ... [1 replies]
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| Mon, 09 Aug 2010 12:42:00 -0700 |
I'm really confused here. I will be running the double hydrometer test (ASTM D4221). Section 8.1 says to use 50g of oven dried soil to run a normal D422 hydrometer test. However, 8.3 says to run the test without any dispersing agent or mechanical agitatio... [1 replies]
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| Mon, 09 Aug 2010 01:34:00 -0700 |
Hello, I am wondering if I could get some help with a problem I am currently having. I am looking for a standard procedure for testing a crane assembly hardstand. To explain, the cranes my company use to assemble wind turbines, i.e. Liebherr LTR11200, ex... [2 replies]
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| Sun, 08 Aug 2010 22:53:00 -0700 |
Does anyone see any problems with using road base for a garage slab? Instead of sand or gravel. The only issue that comes to mind, is the capillary break would be reduced. ... [5 replies]
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| Sun, 08 Aug 2010 01:59:00 -0700 |
A landslide occured on August 6 near Pemberton, BC, Canada. Some are calling it the second largest in Canadian history [1 replies]
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| Fri, 06 Aug 2010 10:17:00 -0700 |
:: Invitation for submission of your paper @ International Transaction Journal of Engineering, Management, & Applied Sciences & Technologies... [0 replies]
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| Thu, 05 Aug 2010 17:47:00 -0700 |
Hi, In the place I am, my boss asked me to correct the SPT N values for dilatancy (dilatancia) and overburden, I am using the peck correction (0.77 log20/p) and the liao Whitman corrections, but when you are about 40 mts you get some values of 0.50 or les... [1 replies]
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| Thu, 05 Aug 2010 15:54:00 -0700 |
How would you model a pipeline that is crossing a slope. The cases can be: 1-The pipeline is pressurized and is relatively shallow below below the body of the slope/fill (in the foundation soil). 2-The pipeline is pressurized and is cutting through the bo... [3 replies]
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| Thu, 05 Aug 2010 09:42:00 -0700 |
I have recently graduated (2009) and currently working for geotechnical consultants. I was given the task to work alongside a very experienced geotechnical engineer in the design of a CFA pile wall. I do not have any books or papers that can assist me in ... [7 replies]
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| Tue, 03 Aug 2010 13:31:00 -0700 |
Just curious if there were any colleagues from Honduras that frequented the site. My chapter of Engineers Without Borders is working on a channel crossing project in a remote town near San Pedro Sula. I am not able to travel with the group next week for a... [2 replies]
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| Tue, 03 Aug 2010 10:43:00 -0700 |
Does anyone have any references or discussions on long vs short term lagging pressures? I am specifically looking for experiments, fem analysis, or field tests/monitoring discussions. What I am after: Is lagging pressure the same for long term and short t... [5 replies]
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| Tue, 03 Aug 2010 03:58:00 -0700 |
A short course on "Seismic Site Characterization and Geotechnical Earthquake Hazards" is offered, date:... [5 replies]
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| Sun, 01 Aug 2010 11:41:00 -0700 |
Hey guys, I just began to work with Plaxis and I was wondering if anybody know how Plaxis calculates the elastic solution (the youngs-modulus) before it starts a iteration procedure for a nonlinear calculation. Thanks in advance... [0 replies]
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| Sat, 31 Jul 2010 10:57:00 -0700 |
Hello people. Does any one have a written add-in of Plaxis Hardening soil model for Sigma/w 2007? I'm not much familiar with writing add-ins, so it'll be much appreciated if anyone can help. ... [0 replies]
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| Fri, 30 Jul 2010 13:02:00 -0700 |
Hi all, I am working on a 6 foot cantilevered retaining wall that will have 4" of asphalt cast over the toe of the footing right up against the wall. Will the asphalt resist sliding forces? thanks for the help ... [10 replies]
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| Fri, 30 Jul 2010 11:25:00 -0700 |
I am comparing the analysis of sheet pile walls in plaxis 2D and 3D, to begin my parametric study I need to develop a model in each program of the same scenario to give the same results. Ie i am modelling a plain strain scenario in the 3D software. I have... [0 replies]
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| Fri, 30 Jul 2010 08:59:00 -0700 |
hai my self ankur new here I want to know more about it. how please reply me some one thanks in advance ... [0 replies]
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| Tue, 27 Jul 2010 09:44:00 -0700 |
Would you design a soil nail system with such a layout( refer to attachment)? if not, why? equilibrium analyses show its stable. but what happens to all the soil below the nails? [2 replies]
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| Mon, 26 Jul 2010 12:21:00 -0700 |
What do I use for lateral pressures on a retaining wall? Is there something similar to the active earth pressure coefficient for seismic loads? How about for a basement wall restrained by a floor diaphragm at the top? I have seen people use inverted press... [8 replies]
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| Sat, 24 Jul 2010 18:23:00 -0700 |
What would a negative factor of safety for a slope signify? ... [4 replies]
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| Sat, 24 Jul 2010 09:43:00 -0700 |
This may seem trivial to most posting on this site but I have a question in regards to whom I would contact in my area for the following problem. I believe I may have an underground stream under my basement that causes water to seep up from the basement... [3 replies]
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| Thu, 22 Jul 2010 10:13:00 -0700 |
I am doing a deep excavation stability analysis using GSTABL. The excavation is about 75 feet high and is mainly in clay with drianed friction angle 16 degree. The bottom of the excavation will have a mat about 4 feet thick. I have developed a GSTABL mod... [9 replies]
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| Wed, 21 Jul 2010 14:31:00 -0700 |
I've been presented with a problem concerning an existing tied-back diaphragm (or slurry) wall in which an additional excavation to 15 feet below the bottom of the wall is required. One solution put forth is to place an additional diaphragm wall at the fa... [10 replies]
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