Abstract
This article proposes methodology for evaluating the accuracy of the pore pressure generation model devised by Byrne, as implemented in a commercial software program using a Mohr-Coulomb-type failure criterion and a Finn constitutive model. The different empirical formulas of liquefaction developed by Seed and Idriss are reviewed, as well as various constitutive models specified in the literature, emphasizing the selection of the Finn model for the liquefaction study. In the analysis a comparison is carried out using the factors of safety against liquefaction (FSLs) devised by Seed and Idriss and the adapted formula by Boulanger and Idriss. The analysis assumes a hypothesis to verify whether a soil element is liquefied. The results are then compared with those of a numerical model that simulates a soil column, the base of which is subjected to the same seismic inputs of varying magnitudes, Mw, and peak ground accelerations, Pga, to which the empirical model was subjected. Adjusted equations are provided on the based on that comparison to allow for the calibration of the Byrne equation using the (N1)60 value obtained via a standard penetration test (SPT), for the study of liquefaction problems in situations in which there are earthquakes of varying magnitudes.
Highlights
In studies of soil dynamics, situations are presented that totally account for neither the adjusted response of a numerical calculation model with respect to the data input from field tests or site observations, or the relationship between the model and the field data
We aim to facilitate such studies by improving in the aforementioned data input scheme (in particular, with the (N1)60 value obtained from the standard penetration test (SPT)), correcting the values provided by a field study and soil characterization tests, to ensure a better fit to the formula stored in a computer program and provide a calculated solution with greater accuracy
It can be expected that, given that the verification equation is not an analytical expression with boundary conditions and specific initial inputs or with a totally defined dynamic load, differences arise between the empirical and numerical results. Analytical studies such as this work are needed. In this last case, considering the results provided by the Seed and Idriss model (1971), which was adapted by Boulanger and Idriss in 2014, we will proceed to modify the parameters of the Byrne equation to achieve good compatibility between these two formulas for FSL = 1
Summary
In studies of soil dynamics, situations are presented that totally account for neither the adjusted response of a numerical calculation model with respect to the data input from field tests or site observations, or the relationship between the model and the field data To this end, we aim to facilitate such studies by improving in the aforementioned data input scheme (in particular, with the (N1) value obtained from the SPT), correcting the values provided by a field study and soil characterization tests, to ensure a better fit to the formula stored in a computer program and provide a calculated solution with greater accuracy. A calculation adjustment is presented with the methodology proposed by the authors to provide the equations that will control the input data used to study of the behavior of granular soil, which is susceptible to liquefaction, against dynamic actions
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