*3.1. Comparison of the Present Model and the Analytical Solution for Wave-Seabed Interactions*

To verify the proposed meshfree model under the dynamic condition, the present model is used to simulate the saturated isotropic seabed under linear wave loading based on a partially dynamic model. The result of the numerical solution are compared with the analytical solution presented by Hsu and Jeng [7]. The linear wave loading is applied to the seabed surface. The parameters for the comparison are given as: wave period *T* = 10 s; water depth *d* = 20 m; degree of saturation *S<sup>r</sup>* = 0.975; Poisson's ratio *ν<sup>s</sup>* = 0.4; soil porosity *n<sup>s</sup>* = 0.35; soil permeability *K<sup>s</sup>* = 10−<sup>2</sup> m/s; shear modulus *<sup>G</sup>* <sup>=</sup> <sup>5</sup> <sup>×</sup> <sup>10</sup><sup>6</sup> Pa.

The vertical distributions of the wave-induced pore pressure (|*p<sup>s</sup>* |/*p*0), effective stresses (|*σ* 0 *z* |/*p*0) and shear stress (|*τxz*|/*p*0) versus the soil depth (*z*/*H*) in a porous seabed are plotted in Figure 5. As depicted in the figure, the blue lines represent the results obtained from analytical solution, while red circles denote soil behaviour simulated from the present "*u* − *p*" time-dependent model. The figure clearly shows that the result obtained by the numerical method are in a good agreement with that of analytical solution, which demonstrates the capability of meshfree model for seabed dynamic response simulation.
