Abstract
This paper studies Near and Far Field effects of the response of a column-pile to earthquakes considering Dynamic-Soil-Structure-Interaction (DSSI) effects in soft clay (Vs<180 m/s ) and stiff clay (180<Vs<375 m/s). Opensees software that can simulate the dynamic time history analysis is used. Both kinematic and inertial interactions are considered and Finite Element Method (FEM) is used to solve DSSI. The direct method applies to 3D modeling of the layered soil and column-pile. A Pressure Independ Multi Yield Surface Plasticity Model is used to simulate different kinds of clay behavior. Time history seismic analyses provide for the mass and stiffness matrices to evaluate dynamic structural response with and without directivity effects for Near and Far Field earthquakes. Results show that the Multi-Yield-Surface-Kinematic-Plasticity-Model can be used instead of bilinear springs between piles and clay soil, for both Near Field and Far Field earthquakes. In addition, comparing Near and Far Field analyses, acceleration response spectrum at the top of the structure in the Far Field increases with the softness of the soil more than that in the Near field.
Highlights
To understand the behavior of pile-column in a nonlinear modeling of soil considering soil-pile-structureinteraction, considering Near and Far Field is designated for earthquakes
The effect of forward directivity pulse and fling step play a crucial role in the Near Field earthquake because of the large energy that can cause considerable structural damage during an earthquake
Directivity effects and maximum acceleration are the basic parametric data used for choosing the time history of ground motion in Near Field and Far Field earthquakes
Summary
To understand the behavior of pile-column in a nonlinear modeling of soil considering soil-pile-structureinteraction, considering Near and Far Field is designated for earthquakes. According to the absorbing boundary condition of Lysmer and Kuhlemeyer [10], the most effective expression is indicated by σ=aρVpŭ for primary waves and τ=bρVsŭ for secondary waves In these equations, ρ is the media density (such as soil density), ŭ represents the velocities in 3 directions (x,y,z), a & b are dimensionless parameters that were suggested a=b=1.0 [10]. In the direct method of soil structure interaction using finite element programming, the element force can be obtained directly and does not need to be integrated from element nodes. This is correct for elastic beam or trust. The analysis procedure is illustrated using the flowchart in Kampitsis et al [14]
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