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I'd try to address the problem by lessening the load rather than beefing up the foundation. Ex: Increase pad size to reduce pressures, replace a certain depth of soil with lightweight material below the pad to offset the new load, etc. Oldestguy is right on the construction issues. No one...

By looking over your yard and the surrounding area, can you tell if there was any substantial grading done during the original construction? Often, fill placed to level the lot can cause the settlement (not just due to poor compaction of the fill but because the weight of the fill causes...

Off topic from your question but personally, I'd worry about trying to use sheetpiling and supporting H-piles for an "emergency" situation. Could take quite a while to install across a 125' reach. Plus, what about unknowns (ex. you start installing and hit obstructions, or the contractor's...

How do you all develop passive earth pressure parameters for assessing lateral resistance on the side of column (non-wall) footings? Although I often see people apply retaining wall type Kp theory, I have a problem with that for column footings (since that's based on an entire wall moving and...

I'm not familiar with the Canadian approach but I'd agree that you would talkto your geotech designer. If I'm understanding correctly and you have to have to use 0.4 uls, that's basically like the geotech applying a factor of safety of 2.5 to the ultimate capacity. Since that's about the same as...

I agree that you should generally run it on the portion passing the nber 40 sieve. But you should also consult the people asking you to run the test. If they are knowledgeable engineers, they may want the test on the minus 200 portion for a specific reason. On the other hand, if they are just...

Also, if you have a heated structure, you'd only have to include air for piers around the building perimeter which have the exterior exposure. Entrapped air (from placement) doesn't really help with freeze/thaw like entrained air does.

Sounds like you've got it solved with the dual drum. But if that hadn't happened, I'd have considered doing a test run with a couple different lift thicknesses and density tests through the full lift thickness to verify the compaction being achieved.

Off hand, I'd question the approach your taking. Saprolite weathering will vary with depth. And typically, slope stability would be controlled by "discontinuities" in the material and not the cemented strength. Not sure why you don't want to do borings but I'd strongly consider trying to do a...

I'm the geotech on a project where the structural report discusses the requirements for a steel framed building. Now we need to change it to wood framing. How do I design that? Don't tell me to ask the structural designer as he/she didn't care to discuss that in their report.

I applaud your desire to learn. First, start by carefully reading and understanding a good basic foundation text. I don't know what you're currently reading but I'd recommend those by Coduto, Das (and there are others). Taking a good university course to help while doing this would go a long...

Just wanted to get some impartial opinions. We design and review a lot of projects in karst limestone regions where micropiles are commonly used for foundation support. Personally, I've always been concerned with a potential failure mechanism being collapse of a group of micropiles into an...

I haven't used it personally but we've considered it along with other lightweight fills on various projects (and as Ron indicates there are various cellular concrete materials and Elastizell is just one manufacturer). There are also various other lightweight materials (such as flowable fill...

I'm not sure if it would meet your owner's need but have you considered very lightweight materials such as Link Would filling with such material be a lower load than from the water currently flooding the pits? (plus you mention that machinery loads have been removed)

First, I'd say that I typically would not be using all 3 terms together (i.e. for a soil governed by cohesion I'd be using only the first term with Nc and for a soil governed by particle friction I'd be using the second 2 terms with Nq and Ngamma). I'm interpreting you question on "fill" as...

I agree with the responses. Assuming the natural density is at 95% of maximum isn't appropriate nor accurate.

First, don't repeat the mistake of the structural engineer and make decisions based on convenience/schedule to the exclusion of what's technically appropriate. Obviously it will only make things worse in the long run. Having said that, I'd agree with comments recommending you look into ground...

I agree that to investigate the subsurface and implement a cutoff would be a very large expense with no guarantee of success. If the grades at the outfall and the depth of the pond allowed, I'd consider lowering the pond surface elevation about 4' by modifying the outfall as more foolproof fix.

Some possibilities https://bsi-web.ce.ufl.edu/products/default.aspx

This may help http://www.geoeng.ca/directory/ian%20pub/2006/Kennedy%20Skinner%20Moore%202006%20TRR%20No%201976%20pp%20172-180.pdf (see equation 2 which is very similar). Really too tired to sort it all out myself right now but getting the impression it has to do with the fact that friction...