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Isotropic elastic material behavior was assumed for the soil foundation.
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On the other hand, the elastic-perfectly plastic behavior is assumed for the reinforcing steel bars.
Furthermore, isotropic elasto-plastic behavior is assumed for the neat matrix region at the meso-scale.
Since bulk silicon shows an orthotropic behavior with equivalent directions along < 100 >, a similar behavior is assumed for the RVE.
Von Kàrmàn non-linear strain displacement relations are used and ideal linear behavior is assumed for the piezoelectric actuation.
A rigid-plastic behavior with a Mohr Coulomb yield criterion is considered for the concrete and a uniaxial rigid-plastic behavior is assumed for the reinforcement bars.
An equivalent linear behavior is assumed for the soil by introducing reduced mechanical properties consistent with the level of ground shaking for the free-field soil.
Conversely, shell elements are used for modeling the CFRP strips and linear elastic behavior is assumed for the composite while cohesive contact properties are introduced at the FRP-calcarenite interface.
In the current practice, slip is neglected in the analysis and monolithic behavior is assumed for the jacketed section, which result in higher estimates of stiffness and/or capacity.
The main limitation of these methods is the threshold transferability assumption in which a homogenous geomorphological and hydrological behavior is assumed for the entire region and the same threshold derived from the reference map (training area) is used for other locations (ungauged watersheds) inside the study area.
Tangential contact behavior was assumed to be frictionless.
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