Effects of the site dynamic characteristics on soil–structure interaction (I): Incident SH-Waves

Soil-Structure Interaction in Transversely Isotropic Layered Media Subjected to Incident Plane SH Waves

“…We set / = 2, = 2 in Figures 2 and 3 to perform the numerical calculation and the results obtained in this study are compared to existing ones. It can be seen from the figures that our results correlate well with the results obtained by Trifunac [2] and Liang et al [23].…”

“…The method used in this study is verified through comparison with the effective input motion of isotropic media and the superstructure response given in [2,23]. According to our method, the results in isotropic ground soil can be calculated by using the same shear modulus in the horizontal and vertical directions ( V = ℎ ).…”

“…The effective input motion in single TI soil layer fluctuates along with the changing effective input motion in single isotropic layer, and an oscillation phenomenon occurs. According to [23], for = 2 and / = 2, the resonant frequencies /√( + ℎ )/2 of the shear wall are 0.785, 2.356, 3.927, . .…”

“…de Barros and Luco [21] calculated the dynamic response of a twodimensional semicircular foundation embedded in a layered half-space using Green's function. Fu et al [22][23][24][25] studied the dynamic response of the interaction of a two-dimensional, semicylindrical, rigid foundation-shear wall system in single and multiple soil layers using the boundary element method combined with Green's function distributed on a slope.…”

Quasi-Kinematic Response of Embedded Foundations: Evidence of Foundation Mass Effect From Numerical Analyses and Instrumented Structures

“…Under the assumptions of massless foundation and vertically propagating plane shear waves, the latter implying that base slab averaging cannot occur, filtering effect is physically related to the inability of the foundation elements to follow soil deformations induced by travelling waves, especially for short wavelengths. Further studies have also shown that the mass of the foundation can provide a significant contribution in filtering the free-field motion [8][9][10][11]. The overall phenomenon can be described by three kinematic response factors, namely I u = u G /u ff , I u,top = u A /u ff and I θ = θ G H/u ff , which are frequency-dependent transfer functions relating the harmonic steady-state motion experienced by the foundation to the amplitude of the corresponding free-field surface motion (Figure 1).…”