PSI - Issue 28

Abdoullah Namdar / Procedia Structural Integrity 28 (2020) 301–310 Author name / Structural Integrity Procedia 00 (2019) 000–000

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to 3 (kPa) and unit weight equivalent to 18.5 (kN/m 3 ) were selected based on the those were reported in the literature by Zhang et al. (2019). Figure 5 depicts a flowchart to demonstrate entire the process of this study. According to this flowchart after creation of the modeling, the seismic loading was applied to the embankment-subsoil model, and the numerical analysis was performed by the nonlinear finite element software, and for the assessment and validate of the results, the statistical model was developed. The maximum stress-strain results of the several stages of numerical simulation pulled out for statistical analysis and prediction of the strain-stress density mechanism. The statistical analysis was performed based on the linear regression model. The statistical analysis was compared the stress-strain relationship of the embankment-subsoil model when the model was subjected to a single direction of the near-fault ground motion that was applied to the embankment-subsoil model in the horizontal direction and the near-fault ground motion was applied to the embankment-subsoil model in the multidirectional. The prediction of the embankment subsoil nonlinear stress-strain response was made according to R 2 and The RMSE (Root Mean Square Error), which were calculated from the linear regression analysis for the model.

Fig. 5. The embankment-subsoil model developed for numerical simulation.

3. Results of simulation and discussion Figure 6 illustrates the selected stage of the numerical simulation to explain the strain in the middle stage of several stages of the nonlinear numerical simulation has been performed using nonlinear finite element software. The higher strain has been observed when the embankment-subsoil model was subjected to the multidirectional near-fault ground motion at the X, Y, and Z directions simultaneously. The tensional and compressional strain behaviour of the embankment-subsoil model are associated with the seismic loading interaction and spreading near-fault ground motion with different paths from the sources was applied to the embankment-subsoil model, the source of the applied near fault ground motion applied to the embankment-subsoil model is rigidly based at the bottom of the embankment subsoil model. Figure 7 illustrates the carefully chosen stress in the middle stage of the nonlinear numerical simulation has been performed using finite element software, it is in the same stage of the selected strain. The higher stress has been observed when the embankment-subsoil model was subjected to the multidirectional near-fault ground motion at the X, Y, and Z directions simultaneously. In both cases of applied near-fault ground motion on the model, in the single stage the variation of the stress and strain is harmonic, but it needs to apply a statistical model to all stages of the numerical simulation. According to the selected stage, the strain and stress accumulation rates are not observable. For a geo-structure nonlinear analysis, the seismic response of geo-structure at the entire process of the numerical simulation is required to be considered.