As per the available literature, fines generally refers to cohesive soils but what if the particles are non-cohesive but having size less than 2 microns e.g. fly ash?
How can we estimate the CRR of such soils from SEED and IDRISS (or any other method) approach?
Dear Tanmay Gupta,
Idris and Boulanger (2006,07) point out that it is not only the fine content that determines the failure behavior but the plasticity index as well. Soils with PI > 7 exhibit cyclic softening potential without the required pore pressure build up normally observed during liquefaction. If your ash has low plasticity it is therefore likely that you observe the typical pore pressure increase during cyclic loading leading to liquefaction at 90% of your used confining pressure (Kramer, 1996).
Hope that helped a bit. If still unclear let me know.
Regards
Please find a chapter on the behavior of cemented and un cemented ash fills.
Chapter Engineering Behavior of Ash Fills
You may conduct MASW test to estimate shear wave velocity and from this you can find soil resistnace and then liquefaction potential
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