Multi-wave transient and harmonic infinite elements for two-dimensional unbounded domain problems

Efficiency of Trenches on Vibration Isolation under Time Dependent Loads

“…Similar observations have been made by [3,12,28,29,38], (iii) a time delay occurs in the maximum vertical displacements. Physically this indicates that the waves travel around the trench to reach the points after the trench [39]. In an experimental study carried out by Woods [12] to define screening effects of trench barrier systems, it was shown that if the trench height is increase, greater displacements occur at the points before the trench, but the displacements systematically decrease at the points after the trench in both active and passive isolation tests.…”

“…The reason behind that is, in case of trench filled with a filling material, there is always some possibilities for Rayleigh wave to adopt shortcut path cross the trench along width through the filling material, and reach at the points after the trench. But in case of open trench, there is no filling material, width wise, and waves are bounded to move downwards and then reach to the points after the trench [3,39]. When a comparison is made between open and filled trench, it is shown that open trench is a better option than filled trench in screening vibrations.…”

Use and comparison of different types of boundary elements for 2D soil–structure interaction problems

“…The results are presented and compared with coupling of finite and infinite element results obtained by Yerli et al [1] and exact ones in Figs. 13-16.…”

“…The BEM automatically accounts for propagation towards infinity and artificial boundaries are not necessary. Then, the use of dynamic infinite elements has been introduced as an alternative tool to transmitting boundaries for unbounded domain problems [1,2]. More recently, BEM is used for the analysis of soil-structure interaction problems.…”

Forced vibration of helical rods of arbitrary shape

“…Ordinary differential equations in scalar form obtained in the Laplace domain are solved numerically using the complementary functions method to calculate the dynamic stiffness matrix of the problem (Çalım, 2003;Temel and Çalım, 2003). The solutions obtained are transformed to the time domain using the Durbin's numerical inverse Laplace transform method (Durbin, 1974;Narayanan, 1979;Yerli et al, 1998;Yerli et al, 1999;Çalım, 2003;Temel and Çalım, 2003).…”