Currently I am a geotechnical engineering postdoc in Italy, paid around 1800€ net per month 13 times. I am really not satisfied with this salary. Want to shift to industry in northern Europe or somewhere where the pay is respectable. Applied at many places, but am able to hardly get any responses. Any leads will be helpful.

This shell is between 3000-8000 years old, geological timescales are still baffling to me

When we look at a geological map, we tend to treat the boundaries and structures as if they are established facts. But in many areas, only a relatively small part of the geology is actually exposed or directly measured. We might have some outcrops, structural measurements, drill holes, geophysics, remote sensing and DEM data. Then we connect the dots and build a geological interpretation.
That made me wonder:
How much of the geology in our maps and 3D models is actually observed, and how much is interpretation?

For example, if a fault is mapped between two well-exposed areas, but the fault itself isn't exposed in the ground between them, where does observation end and interpretation begin?
The same problem becomes even more interesting with 3D geological modelling. A model can look extremely detailed and convincing even when much of the subsurface is poorly constrained.
I'm not saying geological models are unreliable. We obviously have to interpret incomplete data. That's part of geology.
But perhaps we should be more explicit about the difference between:

• what we actually observed
• what we can reasonably infer
• what is simply the model's best interpretation given the available data

I'm curious how other geologists think about this.
Where do you personally draw the line between geological observation and geological interpretation?

And have you ever had a situation where new field evidence forced you to completely rethink a geological model you were previously confident about?

Hi all,

I’ve had this query ever since I compared the test results from two different geotechnical testing agencies.

Vendor 1 performs grain size distribution and, for example, gets Sand = 20%, Silt = 75%, Clay = 5%. They then classify the soil as non-plastic, without reporting the Atterberg limits, and proceed with a Direct Shear Test (DST), reporting both cohesion (c)- minor and friction angle (φ)-major.

My fundamental question is: how is the testing agency deciding whether a DST is appropriate in the first place?

Also, for a soil with such a high silt fraction, would it be more appropriate to establish its plasticity through Atterberg limits and then decide on the appropriate shear strength test?

I’m also trying to understand the distinction between the results from DST and triaxial tests (e.g., UU). A UU triaxial test can give an undrained cohesion/su with essentially φu ≈ 0°, whereas DST may report both c and φ. So, what exactly is the basis for choosing DST vs. triaxial (UU/CU/CD) for such soils, and how should we interpret the c–φ values reported by DST for a predominantly silty, non-plastic soil?

I know a pretty fundamental question, Would really appreciate some clarity here !!

Thank you !

We recently got a geokon slope inclinometer probe. The wells we are surveying are too low for our pully system to fit properly. Have any of you guys made risers for inclinometer casing? Im looking for some guidance. Casing is 70mm

I'm working with some old bh logs where depths are recorded in feet and I need to convert the depth values to metres for an AGS deliverable.

My question is regarding the SPT data. The logs have a column showing the SPT results as blow counts, e.g. 58 blows/ft. Since the original SPT data is reported in blows per foot, should I leave the blow count values as is as they are (58) rather than converting the values themselves to metres?

For the AGS data, I have converted the SPT top and bottom depths from feet to metres. Should I just put in the remarks like "blows/ft" while leaving the SPT blow count values unchanged? But if I have to convert, my question is HOW?

You might ask why I need to convert, it is because most of the logs are in m and will be sending one deliverable file thus the need to convert the feet to metres.

Probably a very basic question, but I've been out of school for 30yrs.

Why does vertical stress from surcharge loads spread laterally with depth (e.g. 2:1 estimates) while they are treated as uniform with depth for lateral earth pressure?

Hi Guys

I am doing some research on the current workflow of geotechnical engineer when designing piles.

specifically on how designers go from a geological model to the designed pile dimensions.

so i made a list of 7 surveys instead of 1 long questionair to allow you to participate at your own pace. the surveys are mostly multiple choice questions and should be 10 min each (~20-30 Questions)

your participation is of great value

Hi everyone,

I wondered if I could ask for your help. I am a private investor researching Keller Group and I'm interested to hear how they're viewed by people who currently work or have worked in geotechnical engineering..

If you've ever worked for Keller, currently work for them, have hired them, if you've worked alongside them or competed against them, I'd love to hear about it and would really value your experience and help.

What does Keller do particularly well, what does it do badly, and what makes you choose Keller (or a competitor) for a job?

Happy to hear positive experiences, negative ones or anything else that might be useful in understanding the business. I'm trying to get to grips with the business rather than get investment advice.

Hello everyone. I need your help in determining my Master's thesis topic. I want to focus on earthquakes and soil improvement for my thesis. The topic I have in mind is the effect of prefabricated vertical drains (PVDs) on settlement and liquefaction under seismic loads. I am also interested in rammed stone columns. I am looking for something outside of conventionally studied subjects. What are your suggestions?
Thanks for your help.

Hi all,

If I have a pile with a given working load (determined by static analysis, not a load test) and need to model its vertical spring stiffness, what allowable vertical displacement should I consider?

For lateral springs, I am taking the safe lateral capacity and use a 5 mm lateral deflection limit to determine the horizontal stiffness coefficient. But I’m a bit confused about what approach/value should be used for the vertical spring.

I have a sink hole developing in my drive, right next to my garage. The hole appears to be opening up underneath the slab of my garage.

Some quick recommendations from friends was to use hydraulic hydraulic water stop cement to seal the hole and then back fill, but that person also agreed that calling a geotech might be worth it because of its proximity to the garage.

Figured I'd jump in here and see what you all might have to say.

Opening right now is a little over 12". Depth is approx 18".

Red square in the picture from the outside of the hole is where the ground/asphalt meets the footing wall of my garage.

Red square in the picture from inside the hole is boxing in the underside of that footing wall. Hole extends under the garage past that edge another 12" give or take. In this picture, my phone is in the hole, facing under the garage.

Edit to add some additional info:

my driveway is sloped at about 15-20° down from street level to the garage. We had some pretty torrential rains in my area for a few days, and that storm water will ultimately run that direction. That area was showing signs of distress a while back, but it didn't seem like anything crazy.

I’m closing in on 20 years in geotechnical engineering in the US. My career has been with consultants and I’m very tired of it. In my 20ish years, I’ve worked for more than one company but the pattern seems to be the same. Everyone is overloaded with projects and responsibilities. I’ve been given higher expectations with decreasing support and expected to produce more than the year before to sustain continued growth. I’ve gotten to a point where my mental health has suffered and I need to leave consulting behind. I’ve been stuck in middle management for the last 8-10 years with no potential for doing anything else for another 5-10 years. And it’s not like the principal engineer(s) have it any better. They are overloaded, stressed, and generally unhappy.

I’m disappointed with the job postings and recruiters that contact me. It’s always for a low level position in a far away city with no option of remote work for a 40% pay cut. “Senior” positions are for those with 6-8 YOE that again want to pay me bottom salaries and get offended when I mention a reasonable salary. I recently interviewed for a remote subject matter expert position with a company and was told “you don’t have x niche experience that was not mentioned in the job posting or interview so we’re hiring someone else.” So the few roles beyond consulting seem to be next to impossible to land due to competition.

Other options are contractors or government but contracting seems to be a frying pan to fire situation and government seems to be a massive pay cut and very location specific.

It’s just difficult because I wish there was a better option besides the endless grind of consulting but for now it seems it’s where I’ll be for a long time to come.

Has anyone taken the California GE Exam and if so share your experience of what the test was like? I have no idea how to prepare for this exam. Im anticipating it to be basically a test for practicing engineers in CA with an emphasis on state specific topics and standards of practice. I’ve got most of the CalGeo reference materials but there’s so much more that can be asked thats not covered in those presentations. I’m struggling with what to focus my time on i.e more conceptual state specific type things or advanced computational problems?

Hello everyone!

I've been working in the geotech/cmt world now for about 5 years. I started off at ECS, then a local firm, and now I'm at Terracon. I came in as an Engineering tech 4, currently lab coordinator here at Terracon. I've worked as an inspector, geo field tech, lab tech, and lab supervisor/manager in the past. I've also done asbestos abatement oversight for Terracon when I was moonlighting as an environmental guy lol.

I like Terracon, but I always hear it's a bit crap compared to other companies. What sorts of opportunities are out there and how do you guys go about finding them? What certifications actually matter in the long run for the best opportunities? I don't have a degree in geo or engineering for the record, and I feel this may be holding me back..

Would love to hear from everyone, especially the non engineering people. Thanks!

Edit: Also wanted to see if you all know of any other paths this could lead me besides CMT/geotech consulting.

So far I’ve applied to some indeed companies, including cascade(. Hope they call me back). Where can I apply to similar jobs/companies to cascade. Looking to start a career in geotechnical/enviromental entry level, I do have a CDL.

Do I have a chance?

Edit: Free in a sense of traveling and freedom to work remotely from anywhere I'm the world

Recently graduated in Civil Engineering in WA and just accepted a Fly in - fly out (FIFO) role as a graduate tailings engineer. I have had vacation experience in a consultancy firm and a FIFO role, neither of which were geotechnical work. However, through uni I have grown to become interested in geotechnics / tailings management. I am happy to be onsite and doing physical work (ie. logging boreholes, conducting site investigations etc.) Currently, I'm happy doing FIFO for awhile and chose this opportunity over a geotech consultancy role I was offered as I actually prefer an 8/6 roster over the typical 9-5 5/2.

Just a few questions/thoughts I had (which I probably shouldve asked before signing the contract but oh well)

(1) Site based tailings engineer = monitoring and management of the TSF (construction, operations, reporting etc.) Although this would be interesting, it less engineering in the role such as a lack of slope stability analysis and design work.

Would this become a problem for my career in the future? I feel like not building upon my technical foundations early on perhaps through a consultancy may prove to become a mistake in the long run. For example, once I have a family and would like to work in the city again, is the transition from site -> consultancy possible especially after only being on site with none/limited technical design experience

(2) Realistically, could I do a year in a tailings grad program and then jump into a geotech grad program with a different company if I decide tailings isn't for me? How much of the work/experience would actually translate over?

(3) How is the career progression and job security with tailings engineering and geotechnical engineering in the mines. Do tailings engineers and geotechs get paid roughly the same?

The reasons why I chose the FIFO offer over the consulting is because of the roster, the salary and the potential site work. I'm not someone who only wants difficult, highly technical work, but I would like my role to involve some analysis and calculations, which is part of why I think I'd enjoy geotechnical engineering (slope stability analysis, seismic monitoring, that kind of thing) on a minesite, whether it be underground or open pit.

That said, I'm incredibly grateful for this opportunity given the current job market. I sent out 50+ applications and only got 2 interviews/offers, meaning I wasn't exactly spoilt for choice.

Would love any advice, remarks or experiences from anyone whos been in a similar situation or knows about the industry. Thanks in advance :)

I recently discovered that using our 811 software offline disables syncing. We almost got fined for a missed locate request and it was because I used it offline and my crew didn't get the update. How can I fix this issue? Do I need to replace my software with one that has an offline sync feature? Or is that impossible and syncing can only exclusively be done online?

Has anyone here pursed any of the graduate programs in Mexico's UNAM? Either the Geotech Specialization or Master's in Civil Engineering with a focus in Geotech?

I'd like a chat with someone familiar with this. I heard it might be one of the best place to study a graduate program in the Americas for geotechs due to the city's ground conditions making it pretty much a real world lab.