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I assume there should be codes or manuals talking specifically on wind mill structure foundations as they are subject to constant dynamic vibration. Is there anyone who is aware of any codes, manuals,or papers? Thanks. Ryan

How to determine the return period of OLE (Operating Level Earthquake) and CLE (Contingency Level Earthquake)? Do they vary based on different types of projects? Thanks.

awesome paper! I've never read this kind of discussion before. Thank you BigH!

I am trying to gather information about the maximum unit skin friction for piles. Prakash and Sharma (1990)suggested fs<=1 tsf. I also read somewhere that fs should stop increasing from 10D~20D depth. Bowles (1996) only says that fs should be considered but didn't say how. Coduto (2001)...

Thanks for such detailed explanation!

So I understand they represent different compaction energy. However, how do I know which one to use? Do types of projects matter?

I agree with you that SPT is a very crude test. However, SPT correction has been used everywhere else to correlate to density, strength parameters, etc. Why not Site Class?

The procedures in ASCE 7 for site classification says "Ni is the standard penetration resistance ... Without corrections". Not using corrections just don't make sense to me. Any one ever thought about this? Thanks.

Thank you everyone!

If my liquefaction analysis indicate the soil will liquefy, there is enough research there to estimate my residual strength after liquefaction. However, if my liquefaction analysis indicate my soil won't liquefy (FS>1), should I also reduce my strength? FS>1 may still suggest partial...

There might be a situation where you have to have enough energy to get the pile in. If set the stroke too low, the blow counts may go very high. Can this situation happen?

I struggled a lot on performing wave equation analysis. I read lots of material but still remain in confusion. I want to post some of my understanding and questions here and hope somebody can enlighten me. I'd really appreciate your help. There are three types of analysis to be performed, and...

I am a geotechnical engineer and been asked to provide ground resistivity test on a permafrost site in Alaska. I've never done this kind of work so I wanna make sure what I am going to do will be correct. I will be using 4-pole Wenner method. I am planning to vary my probe intervals from 5 ft...

Thanks everyone. This was actually for a concrete pad (16'x40'). Ron said "treat them separately". I am not sure what this means. My structure guy would only ask for one value for his analysis.

Typically the recommended subgrade modulus values are for one type of soils, say compacted gravel, stiff clay, etc. I happen to have a case that I will have 2 feet of compacted gravel sitting on medium-stiff clay. What is the best way to estimate a good subgrade modulus for this case? Maybe...

Thanks everyone. You guys had some really good suggestions here. I guess the conclusion I am getting at is that design based on the virgin curve with c=0 and phi.

Hello, I ran into overly consolidated clay and I need to provide drained strength parameters. Triax is not available. I got Atterberg, Vane Shear, Pocket Penetrometer and SPT. All my reference only provide phi for Normally consolidated clay. For Overly consolidated clay, they only say things...

Thanks. I think the biased design line with a few points lower should make sense. Thanks!

I had a bunch of in-situ testing that gave me varied Su for clay soil, with values from 1000 psf to 4000 psf. If I am using strip footing, it seems to be really conservative to simply use the lowest value. I think strip footing should be able to bridge over the weak spots, but I couldn't find...

I am a geotechnical engineer but not a successful one. I have a MS degree and just got my PE recently, which obviously didn't help much in how I feel about myself doing my work. I found that Geotechnical engineering is always challenging. Not much codes to follow, a lot of analysis instead of...