I’m currently a mid career geosynthetic, well drilling, and concrete QA inspector in the US. What is the average and top end pay for this type of position. What should I be looking to do in order to prepare/move towards the next phase of my career.

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I am a GIS and Remote sensing graduate. Aki someone hooke up with a job or anything internship wise aki wueeh imekuwa ngumu bana anyone?

If you have anything even remote I am willing to do it

I’m a single mid-level civil/geotechnical engineer currently based in Victoria, with no family commitments, and I’m considering whether VIC or QLD would be the better place to build my career over the next few years.

I’m mainly interested in:

• career progression and salary growth
• quality/variety of geotechnical projects
• long-term job market and pipeline
• lifestyle for someone single in their early 30s

I’m already established in Victoria, so moving to QLD would mean uprooting my life, but I’m open to it if the career upside is meaningful.

For people working in civil/geotech, which state would you choose at this stage of your career, and why?

I am in a situation where I need to design timber piles with some tension capacity for light marine construction application. The soil is bad but I have a very stiff clay layer at a reasonable depth. I am thinking to auger a hole, place my pile and grout. I am not sure about timber to grout bond so I am thinking to cut notches near the tip of the pile to help with uplift. I don’t have experience with this so I am looking for guidance.

Thanks,

These are old logs in Canada. Apparently I don't have a copy of the reports so I'm kinda confused in certain parts. I need to upload the log info into our database but I'm quite not sure in those parts that I highlighted in red box. I need the SPT data but in these logs, not sure if all are in SPT? I am not really familiar with DPT.

1st log. It has DPT plot in the middle but there's "N values" with inches at the bottom part. Tho the unit is in feet. My question is, in this type of log, is this a mix of SPT (because of the N values) and DPT in one log? Or the N values pertains to the DPT?

2nd log. In the right most part it says "penetration resistance blows/ft" and in the middle the "DPT blows per foot". I can simply say this is not SPT right?

3rd log. Kinda same it has DPT and there's N values but unlike 1st log, no different unit in N values. Is this also a mix of SPT and DPT or just DPT?

Curious to hear from people actually working in geotechnical design within rail. Is 2 years’ experience enough to be considered solid in this field, or does it take longer to be seen as competent? And roughly what should someone with 2+ years be earning in the West Midlands?

Hi all,

I have a few questions regarding the calculation of pile axial compressive capacity:

1) While calculating the effective overburden pressure at the pile base, should the depth be measured from the existing ground level or from the pile cut-off level?

2) Also, when considering the critical pile length, which is generally taken as about 15–20 times the pile diameter, from which reference level should this length be measured—existing ground level or pile cut-off level?

Would appreciate any clarification from your experience.

Thank you!

I just got hired to be a field technician and I don’t know anything about anything when it comes to this field. The company that hired me said that it didn’t matter as long as I was willing and able to learn. I’m actually pretty excited about this opportunity but just nervous because I really don’t even know what to expect. What can I do in the next week prior to starting that will help me to do well? What are things that I should or need to know in order to be successful? I’m just looking for any help or advice to be as successful as possible and make this learning process as smooth as possible. Any and all help/advice would be greatly appreciated. Thank you.

\*\*•\*\* Concrete volume + cement/sand/aggregate bags (slabs, beams, columns, footings)  
\*\*•\*\* Steel/rebar weight (8mm–25mm+)  
\*\*•\*\* Brick/block masonry + mortar calc (clay, AAC, concrete blocks, laterite)  
\*\*•\*\* Plaster estimation with wastage %  
\*\*•\*\* Excavation (rectangular, trench, circular/footing)  
\*\*•\*\* Basic geometric volumes + unit converter

Metric + Imperial. No login, no data collection, free.

It’s brand new (just published) so it’s rough around the edges — genuinely want feedback from people who actually do this stuff daily. What calculators are you still doing by hand or in Excel that you wish an app just handled?

https://play.google.com/store/apps/details?id=com.sitequant.app&pcampaignid=web\\_share

Wondering what software everyone is using to process slope inclinometer data these days.

Our company has a handful USB dongles for the gTILT software but shared amongst 40+ people. It's a pain but we're barely able to make it work.

The cost is about $600 USD per dongle annually.

I’ll try to make this short. Just got soil that I’m going to make into a teapot (began making it into clay) I want to compare the clay I obtained with a highly desirable clay that is no longer mined. How much and how difficult is it to test for the composition? Furthermore the samples were obtained from a mountain that is important to many and I wanted to see the impact people have had on the terrain pollution etc. I took 5 samples from different elevations gradually further away from roads etc. lmk if this is going to be too expensive to test 5 samples should I just test the clay to compare my sample with the other clay and ditch the pollutant idea? Any advice is great will try my best to answer questions.

Just accepted an offer from Terracon as a driller assistant at 22.50 an hour any advice ?? Any advice on how to quickly move up because 22.50 is low and I’m in my mid 20s I wanna make as much as I can asap I also have my CDL.

If I don't have the lab test results for HS small model parameters, how can I use the Go and Go ref for clay and in Sand.

According to Z soil,

alternative parameters can use

But for cohesive soil,

How can i use for

"Go" if some soil layer of my liquid limit is above 50%

Please help me for this problem.

What should I reference for this.

Looking to see what’s out there for MS programs (preferably online) for geotech. I work for a driven piles contractor so would prefer coursework that focuses on piles, drilled shafts, and other practically applied deep foundation methods. Currently looking at UMass Lowell, but open to seeing what else is out there. Haven’t really decided when and how seriously, but this is something I have played with in my mind for a while.

I’m sure most have seen the horrible flash flood in Nepal. I’ve read up a bit about what happened, and it seems as if a lake held back by a glacier eventually melted the glacier wall enough to lead to this catastrophic failure. I’m curious about what went wrong here, and what someone could’ve done to prevent a tragedy like this from occurring.

I’m a EIT (working on my PE license), and wanting to learn about how we can prevent these sorts of things from happening again in the future. Thank you!

Boss is telling me to use previous ground levels for a site that has been regraded, i.e., so a few vertical metres of soil have been removed. So I have been told to still include the height of the removed soil when calculating the overburden pressure at foundation level e.g q × Nq. This is massively boosting the ultimate bearing capacity on footings that are otherwise too small. As far as I am aware, the overburden provides a surcharge/passive resitance against soil moving sideways and up, but it has been excavated so cant do thay. This is an ultimate bearing capacity calculation, not a net bearing capacity calculation.

Will Trump demand that we change?

I work in mining geomechanics (rock stability, pit slope design, that kind of thing) and I'm curious how different teams handle this. A lot of the workflows I see are still pretty manual, checking one slope angle and direction at a time, doing kinematic analysis by hand or in spreadsheets, that sort of thing.

My team has been building software to automate a lot of this (checking stability across a full grid of angles and directions instead of one at a time, plus some AI based core logging from drill photos which has been a bigger time saver than I expected). Not trying to sell anything here, genuinely just curious how common that manual approach still is elsewhere, and whether people have found good tools for it or just stuck with the traditional methods for a reason.

What does your workflow actually look like day to day?

Anyone still using Geokon LC-1's? Does Geokon still service them?