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PILE-HEAD KINEMATIC BENDING IN TWO-LAYERED SOIL
Abstract
Pile-soil kinematic interaction arises because of the soil deformations induced by seismic actions. These deformations interact with the pile foundation and can cause severe bending moments that may exceed the flexural capacity of the pile section. The highest bending moments occur at the interface of two adjacent soil layers having a high stiffness contrast and at the pile-head in the case of fixed-head pile. Most of seismic codes recommend assessing the kinematic bending in high seismicity areas for important (i.e. strategic) structures and only in presence of a high stiffness contrast in layered soil. However, several studies demonstrated that pile-head kinematic bending is relevant for the design of piles in soft soils both homogeneous and inhomogeneous. Simplified solutions exist to evaluate the pile-head kinematic bending in the case of homogenous soil and in the case of inhomogeneous soil (if the soil shear modulus continuously increase with depth following a generalized power law function). Nevertheless, no simplified solutions or procedures exist to evaluate the pile-head kinematic bending in two-layered soil with shallow interface. Here the code KIN SP is used to develop a new simplified procedure to solve the latter issue.
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