Probabilistic and deterministic-based approach for liquefaction potential assessment of layered soil

In the present study, deterministic and probabilistic approaches have been used for the assessment of liquefaction potential of ground during an earthquake. The deterministic approach was used to analyze and assess the liquefaction of loose saturated river bed deposit with emphasis on two benchmark locations. A wide range of earthquake data in the form of peak ground acceleration (PGA) values of 0.18 g, 0.37 g, 0.6 g and 0.75 g was used as input motions. The dynamic properties of soil were evaluated using standard penetration test (SPT) data obtained from the bore logs. The shear stress induced within soil deposit due to the seismic excitation was calculated in the form of cyclic stress ratio (CSR) and cyclic resistance ratio (CRR) in order to calculate the factor of safety (FOS) against liquefaction. In addition, liquefaction potential index (LPI) and probability of liquefaction (P-L) were also calculated using input motion. It was observed, based on the probability analysis and liquefaction indices, that the shallow layer soil profile is safe against liquefaction, whereas deep layer soil profile is unsafe.

Automated summary

In this study, deterministic and probabilistic approaches were used to assess the liquefaction potential of ground during an earthquake. The deterministic approach focused on the liquefaction analysis of loose saturated river bed deposits at two benchmark locations. Various earthquake data, including peak ground acceleration (PGA) values of 0.18 g, 0.37 g, 0.6 g, and 0.75 g, were used as input motions. The dynamic properties of the soil were evaluated using standard penetration test (SPT) data. The calculated cyclic stress ratio (CSR), cyclic resistance ratio (CRR), and factor of safety (FOS) against liquefaction were used to determine the shear stress induced within the soil deposit due to seismic excitation. Additionally, liquefaction potential index (LPI) and probability of liquefaction (P-L) were also calculated using input motion. The results showed that the shallow layer soil profile was safe against liquefaction, while the deep layer soil profile was unsafe.