Laterally loaded pile in liquifiable soil
Laterally loaded pile in liquifiable soil
(OP)
I want to analyze the lateral pile capacity using COMP624P in a liquefiable soil. The pile will rest on hard rock, but most of the layers between surface and hard rock are liquefiable layers. The structural engineer wants to tie the pile at the top. I believe I have to model it in two steps. First, analyze the pile only with shear strength of liquefiable layers equals to zero. Then, based on the deflection at the top, provide friction for the tie. If anyone can give me more ideas, that will be of great help. Thanks.





RE: Laterally loaded pile in liquifiable soil
RE: Laterally loaded pile in liquifiable soil
RE: Laterally loaded pile in liquifiable soil
Boulanger, R.W. et al (2003), Pile Foundations in Liquefied and Laterally Spreading Ground During Earthquakes: Centrifuge Experiments and Analyses. Department of Civil and Environmental Engineering, University of California at Davis, Report No. UCD/CGM-03/01, September.
RE: Laterally loaded pile in liquifiable soil
http://cee.engr.ucdavis.edu/faculty/boulanger/
RE: Laterally loaded pile in liquifiable soil
This is an open research area and the experimental data shows that at large displacements liquefied soil will demonstrate increasing lateral resistance (concave up).
Scott has also presented some mathematical expression for the p-y curves in liquefied sand after finishing Treasure Island experiments.
Neglecting the soil resistance may seem to be conservative BUT in earthquake engineering we do not have such a thing as conservative. so you may want to do both analysis.
Please let me know if you are interested in this approach and need more details.
RE: Laterally loaded pile in liquifiable soil