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Aloha fellow geotechs... I am an EIT transplant to Hawaii for 18 months. I do not know any other geotechs other than very seasoned professionals. I would like some highly objective opinions on my situation as an EIT. I started logging after 3 months after spending time in a laboratory running...

I guess this is where my experience working for a company who is very outdated comes in! I have done a LOT of jobs in mountainous regions where we've air lifted a portable rig called a "Concore" in. As far as I know, they don't make this particular named rig anymore, but it looks very easy to...

I'm in the same boat as you, just working slightly longer as a bore logger. How I've learned to distinguish fill from other material are to ask yourself some questions: 1) Does it REALLY make sense for fill to be here? Look at the vegetation in the area for some clues. 2) Is the sample uniform...

That looks like an alluvial material to me. Granted, I work in Hawaii and soils here are quite different. That being said, alluvial is very distinguishable from residual. Residual soil almost always does NOT have core stones (indicative of saprolite) or gravel in them. A Saprolite will. Alluvial...

Hi all, experienced and new geotechnical engineers... How does your firm obtain relatively undisturbed soil samples? My current employer seems to have massively outdated equipment in the lab and in the field. I am curious as to what is the most widely used equipment for field sampling at this...

I have a 5.0' retaining wall holding a pool shell. There is 4 feet of water inside the pool. I'm trying to evaluate an acceptable distance from the pool that a trench can be placed to replace a water line. I can easily evaluate the wall with the hydrostatic pressures vs. the lateral pressures...

Yes, this is an employment related question. My boss did a site recon on another island (which is where an active volcano currently is erupting and the seismic coefficient is 0.88). I cannot look at the site. I was given a hand drawn depiction and a very basic soil description. I assumed the...

I have calculated that a particular slope is unstable (under seismic and static conditions based on a 2:1 slope. The soil in question is a well graded sand with silty gravel over an impenetrable bedrock. My soil properties are: unit wt. 100 pcf, cohesion 0 psf, and phi 30 degrees. As this is a...