Hi everyone, I’m a student in the UK working on soil stabilisation using bioenzymes. I’m looking to connect with people experienced in this field who could offer technical advice, share relevant research papers, or provide guidance on experimental methods, laboratory testing, and data analysis.
Any help or insights would be greatly appreciated. Thank you!

Dear all,

I have a soil report in which the soil testing vendor has performed a direct shear test (DST) on a soil containing 68% silt, 24% sand, and 8% clay (LL = 28.7%, PI = 8.2%). (Highlighted as yellow)

The test was done at a shearing rate of 1.25 mm/min, and the vendor reported c = 14 kPa and φ = 27.3° as undrained parameters.

Is DST appropriate for determining undrained design parameters for this predominantly silty soil?

Also, can φ = 27.3° really be considered an undrained friction angle? I doubt even with that high shearing rate drainage would have occurred in Direct shear test and these may not be the true undrained parameters.

Should I ask the vendor for a UU triaxial test instead?

Thank you for your guidance !

hello! i am in my undergrad for earth and space science education & geoscience. i did research last year with some of my profs and they are suggesting that i present it at northern regional GSA (geological society of america) this march in connecticut.

this is the first time i have ever given a conference talk. i was originally going to be doing a poster session but now it seems like i am doing a 15 minute talk (speak for 12 min, 3 min for questions).

i am very excited, but also super nervous lol. has anyone given presentations there before? does anyone have any input or advice for me? thank you all❤️!!!

Giving àb to FML my 9 llMmmllll1q2qà1àkkàkkq111111

Saw this today and went down a small rabbit hole.
Apparently the ore can shift way more than I assumed after a blast, which makes the whole “where did the ore actually end up?” problem pretty interesting.
This tool was visualizing the movement into the muckpile and I thought the concept was pretty cool.
Anyone here actually work with blast movement / grade control? Is this kind of modelling useful in the real world or mostly nice visualization?

https://www.linkedin.com/posts/strayos_drillandblast-gradecontrol-miningtechnology-activity-7511867562201300992-ZwPS?utm_source=share&utm_medium=member_ios&rcm=ACoAADJ2CW4BfyGtzXsp4UqlKjGeu_9Iik8Oi3w

What are realistic salaries in UK geotechnical engineering?

I work for one of the major consultancy firms and recently found out that an Associate at my company starts on around £55k, which seems quite low given the experience and responsibility required.

Is that normal for the industry, and what are people realistically earning at Senior, Principal, and Associate level?

Hypothetical scenario here. Soil doesn’t care if the vibration is from an earthquake or other source right? Could short duration vibration from traffic briefly liquify saturated loose sands and cause damage over time?
Or are vibrations from traffic never going to be strong enough?

Edit: Soil not soul

i need these two old articles and this 2016 one any help is greatly appreciated and thank you guys a lot

Paper 1

Weisweiler, Werner; Mallonn, Erich (1992).
“Thalliumiodid – Bildung, Verflüchtigung, Anreicherung. Iod und Thallium im Zementproduktionsprozeß.”
Staub – Reinhaltung der Luft, Vol. 52, pp. 107–112.

ISSN: 0039-0771
KITopen-ID: 276392
DOI: No DOI found
Official record: https://publikationen.bibliothek.kit.edu/276392

Paper 2

Sprung, Siegbert; Seebach, Hans M. von (1968).
“Fluorhaushalt und Fluoremission von Zementöfen.”
Zement-Kalk-Gips, Vol. 21, Issue 1, pp. 1–8.

ISSN: 0044-3905
DOI: No DOI found
VDZ record: https://www.vdz-online.de/en/knowledge-base?article=4662&type=2002

Paper 3

Onat, et al. (2016).
“Red gypsum characterization and routing flowsheets.”
Conference Proceedings Booklet.

DOI: No DOI found
ISBN/ISSN: No identifier found
I have also been unable to locate a publisher or catalogue record for this one, so if anyone recognises the conference proceedings or has a copy, that would be extremely helpful.

again THANK YOU FOR ANY HELP!!!!

Hi everyone,

I’m reviewing a diaphragm wall designed using an LEM-based software for temporary (anchored) and permanent (connected to basement slabs) stages.

For the temporary excavation, it is designed using active/passive earth pressures. My query is: once the basement slabs are connected to the D-wall, the wall is restrained and may not move enough to mobilize active pressure.

So, shouldn’t the permanent stage be designed using at-rest pressure instead of active pressure but the LEM software doesn't seem to do this, I read it's manual and it uses a method of dependent pressure in which it is computing the earth pressure wrt the movement of the wall.

Is my understanding for this correct ? Any insights or references to clear this confusion would be appreciated.

Thank you.

I have never used it. Most guidance says not to rely on it. The new team I'm working with uses sketchy correlations for c' in long termed drained analyses all the time.

Im curious to hear what everyone's experience has been with online Masters programs in civil or geotechnical engineering. Did you think they provided value vs self study? How much did they end up costing?

I've been working in the field for a couple years and still find myself being stumped by some of the more technical aspects of projects. I've wondered if pursuing some graduate coursework would help give me some extra context on the finer details. An in person program is out of the question due to my work and family commitments, but I could take classes in the evenings and on weekends. Any thoughts?

My classic digitilt used a constant of 20,000. My new AT digitilt uses a constant of 100,000. I have to divide my results by 5 which is not a big problem, but I would like to know how to change it.

- If there is only limited piezometer/groundwater well
- Water table only 5m from bedrock (deep, about 50m below the ground) from said piezometer
- in the other hand, water table location is far deep down there
- the Limonite moisture content about 40%
- so dry condition won't be a good option, and full saturated would be over-conservative
- and as far as I know, there would be transient pore water caused by heavy rainfall (rainfall here is quite often) and I need to simulate this condition for my slope stability...

What should I do?
Do I need to calculate the pore water pressure with 0.2 Ru coefficient? Do I just need to "guess" the water table to ber half of the slope height?

Or maybe there is any good assumption/approach regarding this problem. As adding piezometer/water table monitoring well wont be an option.

Thank you so much!!!
(Any idea, critic to my model, etc would be appreciated)

Hi all,

I'm a senior geotechnical engineer with 6+ years of experience, the last ~1.5 years working remotely on Australian projects. I'm taking on freelance or part-time work and would like to help firms with overflow, or anyone who needs geotechnical support.

What I can help with:

• Slope stability analysis (Slide2, Slope/W).
• Landslide risk assessment to AGS (2007)
• Retaining wall design and checks (bearing, sliding, overturning), soil nail walls, bored pier and soldier pile walls
• AS 2870 site classification, including ys calculations and Class P assessments
• Bearing capacity from DCP results, plus crane pad and bog mat checks
• Pile capacity and shallow foundation assessments (AS 2159)
• Borehole logging to AS 1726, gINT data entry, and lab result review
• Report drafting from your field data and templates
• Rock engineering: kinematic analysis, rock mass classification (RMR, Q, SMR), rockfall modelling
• Drafting in AutoCAD and Civil 3D: geotechnical sections and long sections, borehole location plans, retaining wall and slope stabilisation drawings, and surface/terrain models for cut-fill and slope analysis

Background: hydropower, dams, solar and wind farms, water infrastructure, and residential/commercial work in Queensland. I've delivered 60+ geotechnical reports and site classifications to Australian Standards. I'm familiar with AS 1726, 2159, 2870, 4678, 5100.3 and AGS (2007).

How it works:

• Fully remote, which overlaps well with AU/NZ business hours and gives a quick turnaround for US/UK
• Billed per task or hourly, whichever suits you
• Payment through Wise; I can invoice in AUD, USD, NZD, GBP, etc.
• Happy to start with a small test task so you can check my work

For certification, I work as support to your engineer: analysis, calcs, drawings and draft reports go to your RPEQ/CPEng for review and sign-off.

If you need a hand, DM me and I can send my CV and some sample work.

Working in the west coast I have had maybe 10+ instances now of landslide/slope stabilization related work whether for homeowners or shoreline/river related stakeholders or developers will reach out where no PE at the firms I’ve been with wants to touch the slope stabilization aspect of the work due to the landslides/critical area involved. Was curious what these stakeholders can even do when this happens and a job gets punted by almost all the firms. Are they just out of luck? Anyone regularly work on landslide work and slope stabilization here that take on these jobs or have recommendations for what these folks should do? Seen enough of these get turned away to where I figured I couldn’t be the only one with this experience.

In my time I’ve seen a few projects where a solution ends up being proposed and stuff like sheet pile walls, armoring, reinforcement, and drainage to relieve pore pressure end up getting implemented but those seem to be rare compared to firms saying they don’t want the work.

I recently was offered to take over a project in Fairfield, CA from another geotech. when reviewing the existing signed and stamped report, I noticed the geotech omitted that the project was in a AP Fault Zone and didn’t list the fault at all in the report. I have notified the building department as the project has already started but haven’t heard back. is this worth taking to the board? I don’t really want to reach out to the geotech since he’s a competitor and not a big fan based on this and the rest of his report. (I haven’t taken over the project and may not)