I posted this in Foundation Engineering, but I'll ask here also.
During CPT testing on a current project, the cone was stopped and the pore water pressure was allowed to drop. This was done for several intervals within the clay layer (prone to settlement) in question.
Results were given on a...
During CPT testing on a current project, the cone was stopped and the pore water pressure was allowed to drop. This was done for several intervals within the clay layer (prone to settlement) in question.
Results were given on a plot with pwp on the y axis and time on the x axis. The resulting...
ditto zcp. From the initial description, the engineer is clearly in the wrong. However, it would be prudent to ascertain all the facts and evidence before going forward or making any absolute dununciations.
Gasp. This is a mind boggling thread. I agree with BigH 110%!! If you want to do it as a learning exercise, by all means do it... but for a real project where PUBLIC health and safety is at risk???!!? I think it is a breach of professional ethics for someone inexperienced in soils to design...
gman11 is correct in that filling the pile will not increase the tip capacity. Do you have soil borings and subsurface soil information? Soil type, strenght, properties? Are you looking at an end-bearing pile?
Deep foundations can get very complicated. Different types of piers also have...
I would use end bearing only. Skin friction increases with depth and as such, there is very little friction in the top 5 to 10 feet. Also as they are not (I assume) driven piles, the increase in soil stress along the pier would be minimal. I would neglect skin friction for 4 to 6 foot deep...
Before you go through all that work designing the wall, I would seriously look at the recommended equivalent fluid pressure of 81 psf!
This.. IS an awfully high equivalent fluid pressure! I would ask what soil values he used to determine this? Because you are dealing with a basement wall and...
We have allowed crushed/pulverized pavement-concrete materials to be used in a variety of structural fills. Depending on the post-develpment use, we have specified different gradiations or a different maximum particle size.
In general, for light loads (shallow foundations and parking areas) we...
Everything has been pretty well covered here, however I would also add that in general the potential for slope instability increases with added mass. Hence, if vegetation is able to reduce the amount of water infiltration (increase of mass and decrease of strength) through absorbtion or runoff...
Yes I agree Big H, I was just being a bit facetious. As a company policy we have required our techs to record the void ratio (when using the nuclear gauge for fill QA/QC testing) for each test taken as it helps me to review their work.
However the void ratio varys greatly with the material...
BigH :) Good lord if you wish to monitor void ratio during fill placement (most moisture-density gauges) then you must come up with AASHTO method of determining the required void ratio for each individual soil type... ahhh!
incidently in sw washington, for sandy silt/silty sand: 100% of the...
tim
In theory it could work. Practically, I have never seen shallow perched ground water infiltrated to greater depths. If your residence is built directly on a shallow perched ground water table and underlain by a thin confining layer which is underlain by a very permeable layer, THEN it...
Hcubed
You stated you wish to "determine compressibility characteristics at a site that is underlain by highly variable fills (including wood waste and sawdust) and soft native ground."
Soil of itself is generally anisotropic and nonhomogenous. When you introduce 'highly variable'...
smwpe
now I understand. However, what if your "findings" indicate bad soil, and overall negative results? Is he willing or ready to accept these results? Or is he only willing to pay if you give him "assurance"? Prehaps he is just looking for cheap insurance.
If that is...
