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I generally tend to trust the SPT over the PP. The SPT is testing a larger interval...less prone to random variations.

Hi All- In the absence of lab testing, what do you think is the preferred correlation to Su of CL material: SPT or Pocket Pen/Torvane on a sample from an SPT or CalMod sampler? Also (dgillette if you are out there); looking for USBR criteria for seismic loading for simplified seismic...

Yes, Site Class B

Does anyone have experience and/or references on how this may be performed? Drive Piles, 30 feet of MSW. Stiff clay below. High seismic area. Thanks

Correction… DPI is mm/blow

Forgot to mention, my data is for stiff clay. There are probably different correlations for clay versus sand.

Hi guys, Trying to correlate DCP data to SPT. I have searched the threads and found some information, but nothing that quite answers my questions. The DCP is from Humboldt. It has a 17.6 pound hammer, a 20 mm (0.8 inch) diameter, 60° cone, and a drop height of 575 mm (23 inches)...

Hi, I'm not a structural engineer, but I'm doing a rough check on buckling of a pile that is supporting axial load only for a wharf. There is an unsuppoted length between the top of wharf and mudline. I'm using Euler's formula and need to know equivalent moment of inertia of a concrete filled...

With 15 feet of peat, your site class will likely be E. Look at ASCE7-10.

You may need to check for rapid drawdown also.

Just curious...are you using software for the LCPC or a spreadsheet? What software?

It is also important distinction in the referenced paper and the studies in general as to whether you are considering strength loss (flow liquefaction), or cyclic mobility...they are different.

It is not clear, but this paper seems to point at <35% fines is sand-like regardless of PI. http://ussdams.com/proceedings/2014Proc/29-38.pdf

Something I did for my undergraduate project you may want to consider: Find a local slope where there has been a failure. It doesn't have to be a large slide. Usually you can find one in a local road cut. Try to obtain an undisturbed block sample of the failed material using a pick and...

I don't have a big problem with Coduto's method. It seems to take into account the long term bending of the slab, from which shears and moments in the mat can be estimated. A similar approach is presented in the following article. As Coduto discusses, settlement estimate would be provided based...

See attached example

Coduto's Foundation Design book has a good discussion on estimating k values for mats. Basically, it is the actual bearing pressure of the mat divided by the anticipated settlement. Since the settlement will be larger in the center of the mat (assuming the mat is somewhat flexible), the k value...

Hi all, I am looking for mitigation measures to prevent chemical (water soluble sodium sulfate) heave of floor slab in Las Vegas. Local practice seems to be to provide a thickness of aggregate base below a floor slab if the subgrade soils have a high level of water soluble sodium sulfate. The...

I think you need to analyze short term and long term conditions separately. Short term would use undrained strengths for both NC and OC soil, and long term would use drained strengths for NC and OC soil.

In addition to high lateral earth pressure for a secant pile wall due to low friction angle of fat clay, lateral pressures due to potential swell may be applicable. The clay has a very high Expansion Index (130+), PI=44, LL=73. Any thoughts on how to estimate additional lateral pressure due to...