Vertical dynamic impedance of suction caissons

Stable parameters identification for rational approximation of Single degree of freedom frequency response function of semi‐infinite medium

“…Meng et al 11 calculated and obtained the analytical solution of the longitudinal complex impedance of large‐diameter floating pipe piles. Luan et al, 12 Zheng et al 13 and Cai et al 14 studied the method for calculating the frequency response function of the dynamic stiffness of pile foundations in different soil conditions; Valeti et al, 15 Li et al 16 and Bencharif et al 17 proposed numerical methods for calculating the dynamic stiffness of raft, strip, and piled raft foundations; and Lian et al, 18 Ostlund et al 19 and Latini et al 20 studied the influence of different soil conditions and physical parameters on the dynamic stiffness of foundations. Scholars have also studied the frequency response function for semi‐infinite water; Medina et al, 21 for example, calculated the dynamic stiffness frequency response functions for dams and columns in water.…”

Winkler model for predicting the dynamic response of caisson foundations

“…Following the approach by Liingaard et al, 24 more recently, a significant number of papers were published investigating the kinematic interaction of caissons foundations exploiting a finite element modelling approach, taking advantage of the continuous IT advances leading to ever more performing computers. [25][26][27][28][29] However, despite high performant computers are nowadays available, finite element or boundary element modelling strategies still remain computationally demanding procedures for the analysis of SSI problems because a significant portion of soil (usually not only the near-field portion) must be included in the models due to the non-perfect radiation condition at the model boundaries, which is usually simulated numerically through infinite elements or Lysmer-Kuhlemeyer dashpots. 30 Consequently, the above methods are not suitable for phenomenological or probabilistic investigations of the dynamic response of caisson foundations on a large scale, since they imply a parametric scheme to study the effects on impedances and on the FIM due to the variability of the geometric and mechanical parameters of the problem, which may be very high, especially if stratified soil conditions are taken into account.…”

“…The authors also compared their results with those obtained from known analytical and numerical solutions and carried out a parametric investigation by varying the main geometric and mechanical parameters affecting the system response. Following the approach by Liingaard et al., 24 more recently, a significant number of papers were published investigating the kinematic interaction of caissons foundations exploiting a finite element modelling approach, taking advantage of the continuous IT advances leading to ever more performing computers 25–29 . However, despite high performant computers are nowadays available, finite element or boundary element modelling strategies still remain computationally demanding procedures for the analysis of SSI problems because a significant portion of soil (usually not only the near‐field portion) must be included in the models due to the non‐perfect radiation condition at the model boundaries, which is usually simulated numerically through infinite elements or Lysmer‐Kuhlemeyer dashpots 30 .…”