Search results for query: *

Practically, I think that you are right. Over 40 feet of dense soil, liquefaction at depth will be relatively insignificant at the surface. The only way I can think of justifying this mathematically is to using something like SIGMA (finite element for soils) to model the static condition of a...

Work with your local contractor. They are very good at providing information not only on what is best for them but what materials, locally, are the best. They are often happy to help by knowing about the job and by having a bit of inside information about the tender.

I haven't checked it but I suspect that this is a rule of thumb for end bearing piles of a particular type. This would be the elastic shortening of the pile. Please check your sources when dealing with 'rule of thumb'. There is often a good reason but you should know how it is derived. If...

As the world becomes more experienced they become more confident and require less testing be as the world becomes more litigious the engineers become more cautious and require more testing to confirm their opinions. It is a shame but this has been brought on by a legal sensitive system and...

This isn't an easy question to answer because there are so many varibles. You suggest that the horizontal force is due to an undifferentiated force equal to 12 feet of soil. Is this really true or is there some passive resistance. If there is a 12 foot horizontal force there is also a...

You guys obviously don't deal in the world of building inspection. This is the most common problem in small foundation inspection. It isn't so much a question of geotechnical engineering as a legal question of who will be responsible. Municipalities (Cities) do inspections and in doing so...

I can't tell you of an experience where the recommendations were verified but I once had to do the same thing for a heavy clay (bentonitic) where they wanted to raise the temperature to 100C to remove dry-cleaning contaminants. I took a simple approach and took samples of the material, measured...

50 m2 is not very big so that there will be edge effects. There are probably a number of closed form solutions to this problem that date back to the 60's but with all of the new programs available, if it is important to know this then it is worth purchasing a finite element program. We used...

I would think that it is either the frictional component and the lockoff OR the capacity of the tie-down anchor or the combined effect. Remember that you would not only rely upon the friction but the tension in the anchor itself. If this does not provide sufficient capacity, and the rock is...

You might want to go to a forum on concrete but if you think that you would like to replace the panel, it is probably do-able. I have had many cases of arching around vertical panels that have been removed and have excavated behind MSE walls to depths of 10 feet at the back of the...

When I started in the early 1970's I asked the same questions and got just about the same answers. THECORKSTER dispite the tone, got it right. Experience is the guide and is, without doubt, the most valuable experience. You should have someone in your place of work who can pass on that...

I started designing shot rock (not round rock) walls in the early 1980's. The rocks were 2 to 4 feet in size. The base width of the wall constructed of rocks, carefully placed in a brickwork fashon was designed as a gravity wall. The backfill was always fine shot rock in the minus 12 inch...

patucci is right. In order for geogrid to work you need to mobilize the active condition. One appoach would be to essentially build a wall using wrapped geogrid behind the bin wall and once it was completed, backfill the space. A second appoach could be to use in-extensible reinforcement such...

If you exceed the preconsolidation pressure and cause settlement then you essentially change the soil to a stiffer one. This would make the unload flatter than the loading curve. If you load below the preconsolidation pressure then I would agree that the load-unload slope should be similar...

If this isn't too late: A method imployed by Dr. RM Hardy and attributed to him is to align the sheet piles parallel to the direction of movement. This is counter intuitive but the purpose is to effectively increase the shear strength of the soil by providing shear resistance on the sides of...

There are a number of different answers to this question depending upon the method of installation. 1. If you plan to install the tendons as a fully grouted anchor then the compression at the head of the anchor should be small. There is difference in opinion on the distribution of stress...

For fine grained soils with a PI of 20 or more the moisture content can be used to estimate Cc/1+e0 for settlement analysis. This is the primary use. If the moisture content is lower than the PL then the soil should be overconsolidated but this can be better determined using the undrained...

There probably is no easy solution since providing additional support to the wall is likely not an option. If the problem is swelling clay against the wall then the solution is relatively straight forward; remove the clay and replace with sand and gravel. It would be a good time to replace...

From the perspective of the wall it is not a problem to provide adequate drainage but the question remains about the rate of drainage from the leachfield. I once did a wall for a cemetary. Leachate from the dead bodies was not nice and they wanted to plant people within 10 feet of the wall...

As an old fart, I would say that your problem does not fall into traditional simple problems of lack of knowledge. This is an area that may require further investigation by your client depending upon the importance of the question. Don't even try a first estimate. You are not doing any...