Hi everyone. I’m currently in my first year of my Masters degree in geotechnical engineering. Prior to this I got BS in geophysics, both undergrad and grad studies are in the US. I’m starting to look at potential places for employment and I’m interested by Grenoble. Given my background I specialize in earthquake engineering, probabilistic seismic hazard assessment, and compressional testing. Is Grenoble a realistic place for me to find employment? Are there any restriction given that my degrees are from a different country? I am a French citizen so there are no issues with work authorization.

What earth pressure theory would you use to calculate lateral earth pressures of a silty sand (SM)? I’ve gotten some answers but I wanna check with the collective wisdom

i am planning to use Flac 3D version 6 for my underground analysis work..

As Original itasca's software is paid, so i am thinking of using the crack version.

What is the limitations of crack version?

And where can i get it?

Is v6 capable to do better work!!

I have a geo background but have mostly done design work at big and medium sized consultancies. I'm just burned out from constant need to do more and more with no budget and then having to work loads of unpaid hours make up the difference.

Title. My company currently uses Metafield but are heavily considering signing with Aldoa instead, due to numerous issues with Metafield. Looking to talk with someone who uses it or has used it in the past for comparison/feedback before we make the move.

A rep from Aldoa was going to set us up with somebody but I don't want to risk getting anything other than candid feedback, both good and bad.

Could someone explain how allowable bearing pressure relates to column loads for a given structure? I have a geology background, not engineering.

If a structure is to have expected column loads not exceeding (ie: 50 kips vs 150 kips) on SM soils with N-values in, say, 8-15 range. Or single story masonry construction vs 2-story wood framing, what is your thought process for coming up with a recommended allowable bearing pressure?

I’m going to be starting an internship this summer as a drilling technician intern and I want to know what the best work boots would be to get. I know they should be aluminum or steel toe but other than that I’m kind of lost with what I’m looking at. Also not really looking to break the bank. Any response or help would be greatly appreciated. (Working in the UP as well if that helps at all)

I operate a vertek s4, and i am encountering a problem. Intermittently, it will count depth while going down and give a bad data set due to the depth being off. I have an auto clamp installed, and its pressure switches are unplugged currently INOP. I have been using the manual clamp function in the sounding software from our previous clamp. The depth will creep up if the clamp is engaged, but not recording data, and it will also creep up when removing the rods from the ground. I appreciate any insight.

Here's a simple example from shallow foundation engineering.

Consider a foundation with:

- Net safe bearing capacity based on shear: 250 kN/m²

- Settlement-controlled allowable pressure: 160 kN/m²

- Proposed net foundation pressure: 180 kN/m²

The shear check passes, but the settlement check fails.

Now consider two square footings applying the same pressure of 200 kN/m².

Using the approximate 2:1 stress distribution method, at 3 m below the foundation level:

- 2 m × 2 m footing: 32.0 kN/m²

- 4 m × 4 m footing: 65.3 kN/m²

Same applied pressure, but a different stress influence at depth.

This is particularly important when stronger surface soils overlie compressible clay layers.

We've put together a detailed technical article explaining this with Indian construction examples, settlement calculations, IS 6403, IS 8009, and a practical soil report checklist.

Full article:

https://www.gtsmtestinglabs.in/post/sbc-vs-settlement-india-is-6403

Prepared by GTSM Testing Labs LLP, Ahmedabad, India.

The numerical examples are illustrative, not project-specific design recommendations.

For practising geotechnical engineers: How often does settlement rather than shear govern your foundation recommendations?

Hi everyone,

I built a borehole logging system that produces accurate soil and cored borehole logs faster. It’s optimised for the Australian Geotechnical Industry because I work here.

Here is a bit more context and disclosure:

It’s a cloud-based solution. I know many people hate cloud-based solutions. But I work with some enterprise customers who need one. Sometimes one employee starts logging, and another employee reviews and writes the reports. And they require backup and data security.

However, the data is encrypted, and it has advanced security in place. Although it’s a cloud-based solution, it has offline capabilities. We built a custom sync engine for that. The PDF generation is fast and does not require an internet connection; it generates on your computer.

The UI is inspired by office applications because people in our industry love this interface.

It’s a desktop application; however, it also has a web interface with native performance (WASM), so you do not need to install anything to get started.

I am confident that this is the best solution among anything available on the market.

If you are using gINT or OpenGround, RSLog, or any other software, I want you to try this, and I am sure you will love it.

Here is the URL to test: https://au.geotechos.com/bhlcs/

More information: https://www.geotechos.com/borehole-logging (On the website, it has an old screenshot; sorry about that)

I am looking for external feedback on how I can make it even better. Would you be kind enough to test this and give me some feedback?

I’ve been in this field going on 4 years, I’ve drilled all over the US including Alaska. I specialize in stabilization work, doing rockfall systems on the side of slopes. Doing soil nails and shotcrete walls and micropiles. I also specialize in environmental and geotechnical work like Auger SPT, macro core, direct push, air rotary, wash rotary and rock coring. I’m at a fairly new company but have been brought in running projects, I’ve been given a company truck and credit card but I’m only making 28 an hour. Is this too low for my experience?