PSI - Issue 28

3

Abdoullah Namdar / Procedia Structural Integrity 28 (2020) 311–322 Author name / Structural Integrity Procedia 00 (2019) 000–000

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Fig. 1. The pile geometry.

Considering figure 2 shows the acceleration of the earthquake in the X and Y directions. The frequency and magnitude in each direction of the near-fault ground motion are not the same. The acceleration is converted to the nonlinear dynamic loading and was applied to pile in the X and Y directions independently. At each analytical process, the near-fault ground motion was applied on the pile in a single direction. The analytical process was made uses the following formula, � � � � � � � (1) Where the S, P, L, I P, and E S are settlement, seismic loading was applied on the pile, length of the concrete square pile, settlement coefficient, and soil elastic modulus respectively (Chen, 2011). Considering figure 2 shows the acceleration of the earthquake in the X and Y directions. The frequency and magnitude in each direction of the near fault ground motion are not the same and it requires assessing the pile-soil interaction. The acceleration is converted to the nonlinear dynamic loading and was applied on the X and Y directions independently. At each analytical process, the near-fault ground motion was applied to the pile in a single direction. The assessment of the nonlinear settlement was made, and to minimizing the analytical process the important peaks of the seismic loadings are extracted for assessment of the soil-pile interaction and it compared to the executing the huge number of the analytical process was made in uses whole seismic loading in soil-pile interaction assessment and settlement analysis.