Research Article  Open Access
Kai Wei, Wancheng Yuan, "Seismic Analysis of Deep Water Pile Foundation Based on ThreeDimensional PotentialBased Fluid Elements", Journal of Construction Engineering, vol. 2013, Article ID 874180, 10 pages, 2013. https://doi.org/10.1155/2013/874180
Seismic Analysis of Deep Water Pile Foundation Based on ThreeDimensional PotentialBased Fluid Elements
Abstract
This paper investigates the use of threedimensional (3D) potentialbased fluid elements for seismic analyses of deep water pile foundation. The mathematical derivations of the potentialbased formulations are presented for reference. The potentialbased modeling technique is studied and validated through experimental data and analytical solutions. Earthquake time history analyses for a 9pile foundation in dry and different water environments are conducted, respectively. The seismic responses are discussed to investigate the complex effect of earthquakeinduced fluidstructure interaction. Through the analyses, the potentialbased fluid and interface elements are shown to perform adequately for the seismic analyses of pile foundationwater systems, and some interesting conclusions and recommendations are drawn.
1. Introduction
Bridges are popular solutions for crossing gaps caused by rivers, reservoirs, straits, or bays. These bridges usually have long spans and need to be supported by deep water foundations [1]. One of the common choices is using deep water pile foundations due to their low cost and ease of construction [2, 3]. This type of foundation consists of piles, a concrete cap, and piers or towers, where piles and pile cap are usually immersed in the water [4, 5]. Previous research [6–8] showed that the interaction between the structure and the surrounding water might alter the dynamic characteristics, which may lead to additional dynamic forces.
The earliest approaches to account for the hydrodynamic force on the cylindrical objects were drawn from experimental data and presented in terms of “added mass” [9]. Although it lacked theoretical derivation, “added mass” is still a widely used concept because of its simplicity [10–12]. The analytical dynamics of cantilever towers in water was then developed mathematically, including structural flexibility and water compressibility effects [13]. Many later investigations followed it and continued to study the fluidstructure interactions of the single immersed cylinder [14, 15]. Although the single pile problem has been studied thoroughly, the pilegroupwater interaction is still hard to solve due to the mathematical difficulties in modelling the complex interfaces and boundaries.
Rapid development of computer techniques motivated scientists to find numerical methods to overcome those analytical limitations. Numerous approaches based on either finite elements or boundary elements were proposed in the last few years [16, 17]. Potentialbased fluid element (PBFE) was proposed in 1980s [18]. Today it has been successfully applied to fluidstructure frequency and timedomain dynamic analysis of damreservoir interaction problem and has beenverified by experimental and analytical results [19, 20]. However, little attention has been paid to the threedimensional (3D) modeling for seismic analysis of deep water pile foundation using PBFE. The review of current work by many researchers indicated that it was hard to carry out seismic analysis of deep water bridge structures. Therefore, the objective of this paper is to investigate the performance of the 3D PBFEs for the seismic analyses of pile foundationwater systems and to present an alternative finite element approach for future research. The complex effects of the earthquakeinduced fluidstructure interaction are investigated through timedomain seismic analyses of a common pile foundationwater system.
2. Theory of PotentialBased Fluid Elements
The formulations of PBFE and interface elements adopted in this study are firstly reviewed in this section.
2.1. Formulation of the PotentialBased Fluid Elements
In formulation of potentialbased fluid elements, two unknown variables of fluid particle are fluid potential and displacement . To derive the governing differential equations for the fluid, the usual acoustic wave theory approximations are made as follows [21].(i)The fluid motion is assumed to be inviscid, slightly compressible, and adiabatic: (ii)Body forces are neglected: (iii)Fluid velocity and density changes are infinitesimally small: in which is the density of water, is the nominal density of water, is the hydrodynamic pressure, is the bulk modulus of water, is the sound velocity in water with a value of 1440 m/s, is the potential of the body force accelerations at position , is the vector gradient, and is the specific enthalpy of the fluid particle. With these assumptions, the velocity potential satisfies [22] the following.(1)The continuity equation: (2) The momentum/equilibrium equation for the fluid:
Substituting (3) and (5) into (5) gives the special form of the Helmholtz wave equation:
To establish a virtual work expression, we consider a weak form of (6): where the righthand side is the standard d’Alembert force integral and the lefthand side can be integrated using the vector identity . Then we obtain
According to the divergence theorems, the first term of the lefthand side can be rewritten as
Hence, we obtain the variational form of (6) in the fluid potential where indicates the volume of pile, is a water boundary where normal velocity is prescribed, and is unit normal on pointing into the fluid. Under an earthquake excitation, the dynamic response of the pile and the water is coupled through compatibility of velocity potential and prescribed normal velocity at the pilewater interface. The finite element system matrices corresponding to the coupled pile foundationwater system are with where and are the nodal displacement vector and the nodal velocity potential vector, respectively; and are the standard isoparametric shape function matrices for 3D solid and fluid elements, respectively; and are the mass density and volume of the foundation concrete, respectively; is the elasticity matrix of solid elements; denotes the number of nodes per fluid element. Column vector 1 has the same dimension and order as the vector of nodal relative displacements . It contains ones when a translational degree of freedom corresponds to the direction of earthquake excitation and zeros otherwise. Earthquake loading can be applied as a massproportional body force. Submatrices and represent the mass and stiffness matrices for the structural substructures, and and represent those for the water. Submatrices and account for pile foundationwater interaction through enforced equilibrium and compatibility at fluidstructure interface. Coefficients and are used to define a Rayleigh damping matrix for the foundation substructure. Using Fourier transform of the lefthand side, the th eigenvalue equation of the coupled system can be derived from (11): where , . Equations (11) and (13) show that timedomain and frequencydomain analyses are all feasible in the 3D numerical model with solid and potentialbased fluid elements. It will be very useful for seismic analyses of deep water bridge foundation.
2.2. Interface Elements
Interface elements are required on the bounding surface of the fluid domain to construct the model. Hereby, we introduce four boundary conditions for potentialbased interface elements, which are commonly used for seismic analysis: (i)at the fluidstructure interface (Figure 1(a)): (ii)at the free surface interface (Figure 1(b)): (iii)at the infinite interface (Figure 1(c)): (iv)at the rigidwall interface (Figure 1(d)): where is the unit vector normal to the pile surface, is the corresponding normal displacement, and and are the corresponding normal velocity and pressure at infinity, respectively.
(a)
(b)
(c)
(d)
3. Validation of 3D PBFE Approach
3.1. Experiment Description
Zhang [23] had carried out a frequency experiment for the single pilewater system as shown in Figure 2. The Plexiglas cantilever pile model had a radius of 0.0146 m, a height of 0.55 m, a Young’s modulus of MPa, and a unit mass of 0.696 Kg/m. The surrounding water was filled in a cylinder basin with a diameter of 1 m, a depth of 0.63 m, a density of 1000 Kg/m^{3}, and a bulk modulus of MPa. The fundamental natural frequency of the system at four water levels of 0 m, 0.44 m, 0.52 m, and 0.55 m was tested, respectively.
3.2. Finite Element Modeling
Highdensity division and refined element mesh will not only give us accurate results but also burden us with poor computing efficiency. It is a common practice that the largest mesh size along and the size ratio of the adjacent solid and fluid element along axis influence the accuracy of the fluidstructure interaction significantly, in which , , and axes are the tangential, axial, and radial direction, respectively, as illustrated in Figure 3, and and are radial length of the fluid and adjacent solid element, respectively, as shown in Figure 4.
Previous literature studied the former topic and demonstrated that the largest mesh size along axis should be smaller than onetwelfth of the water depth [20], but little literature has been found on the latter. Therefore, we take the fully immersed experimental case ( m) as the reference and build the pilewater interaction FE model using 3D PBFEs. As shown in Figure 3, the testing pile and the surrounding water domain are discretized into 8node solid and 8node potentialbased finite elements, respectively. Fluidstructure interface elements (Figure 1(a)) are used to connect the PBFEs with the adjacent solid elements. Free surface interface elements (Figure 1(b)) are placed onto the top boundary of the PBFE volume to prescribe the zero pressure and displacement of the top bounding surface. The other bounds of fluid domain are covered with rigidwall interface elements (Figure 1(d)) to consider the disallowance condition on the basin wall.
The effects of mesh size along direction are then investigated through parametrical analyses of the ratio . The solid domain along , , and axes is evenly divided into 20, 12, and 4; hence, . The fluid domains along and axes are evenly 20 and 12. Those divisions are unchanged during the whole study, while the fluid division along is the only variable.
Here we use the geometric subdivision instead of average subdivision to divide the fluid domain bound line along axis. Geometric subdivision is more general and allows user to use the subdivision number and the ratio (()th power of the common ratio) and to control the innermost element size together. Figure 5 shows the geometric subdivision example, where is the total length of the water domain. The relationship between and and is denoted by the following:
When equals 1, we can calculate the limit from (18) that , which turns a geometric into an average subdivision. The mesh size decreases only with the increase of the division number . An increase of from 10 to 1000 leads to a decrease of the ratio from 26 to 0.7. Figure 6 shows the fundamental frequency for the pile as a function of and for . In order to illustrate this clearly, the values of are originally drawn on axis by log2 scale.
When the meshing divisions are a constant of 15, an increase of bias will also lead to the decrease of according to (18). The fundamental frequency for the pile as a function of and for is shown in Figure 7.
An interesting conclusion is drawn from Figures 6 and 7 that no matter which division progression is used, once the ratio along axis approaches to 1, the result of the frequency analysis converges. But compared with the former equally division, the latter requires less girds and is more economic. According to the finding, we set the number of meshing subdivisions for pile in directions u, v, and to 20, 12, and 4, respectively, and for water to 20, 12, and 50, respectively. The axis bias of water domain equals 5, which gives and makes the ratio approach to 1. The FE frequency analyses using the refined numerical models are carried out for water levels of 0, 0.44 m, 0.52 m, and 0.55 m, respectively.
3.3. Exact Analytical Solution
For the experimental pile shown in Figure 2, the equation of motion of the pile subjected to ground motion along the first mode of vibration can be obtained as the analytical approach developed by Liaw and Chopra [13]: where is the corresponding generalized coordinate, is the structural damping ratio, and is the vibration frequency along the first modal shape of vibration of the pile without water. For a cantilever beam with a free end [14],
The parameters , , and are given by
in which denotes the hydrodynamic pressure applied at the outer lateral surface of the cylinder pile and is the radius of the pile. Considering a harmonic ground acceleration , the radial hydrodynamic pressure , the generalized coordinate , and its double time derivative can be obtained as
The frequency response function for hydrodynamic pressure can be decomposed as in which is the hydrodynamic pressure frequency response functions corresponding to a rigid body motion of the cylinder pile and is the hydrodynamic pressure corresponding to the first modal shape for the cantilever beam with a free end given by (21). Using (19) and (24), the frequency response function can be expressed as where
The equations governing the hydrodynamic pressures and and the corresponding boundary conditions were given by Liaw and Chopra. Details of the frequencydependent solutions for can be found in the literature [13] and are not reproduced here for brevity.
The fundamental frequency of the pilewater system is obtained using a harmonic sweep frequency response analysis [14]. Programme the analytical formulations and solve (25) in time domain with an array of forcing frequencies covering the range to . An acceleration frequency response is then determined and the fundamental natural frequency of the immersed pile is obtained as the frequency ratio corresponding to the resonant peak. The acceleration magnitude value of frequency response curves for the experimental pile submerged in different water levels is given in Figure 8.
3.4. Comparison of the Results
The fundamental natural vibration frequencies obtained are presented in Table 1 for the PBFE numerical, exact analytical, and experimental results, respectively, as a function of water depth ratios varying from 0 to 1 for the empty to the full reservoir, respectively. It shows that the PBFE results agree well with the experimental and the analytical curves. The PBFE has very good efficiency and accuracy in 3D frequency analysis of pilewater system.

4. Seismic Response of a Deep Water 9Pile Foundation
4.1. Modeling and Analysis
A concrete piled foundation of a continuous bridge crossing Songhua River, China, is taken as the background. The material of the foundation is C30 concrete [11]. The bridge superstructure, such as girders and bearings, are simplified into a kg concentrated mass on top of the pier and the pilesoil interaction is neglected since present work mainly focuses on investigating the effect of fluidstructure interaction between the foundation and water. The 3D finite element model for the foundation structure is depicted in Figure 9. The fundamental period of vibration of the 9pile foundation structure is 1.103 s.
In order to investigate the effect of surrounding water on the seismic response of a pilegroup foundation, the PBFE techniques validated above are then used to carry out the timehistory analyses of the pile group foundation at dry (water depth ), halfwet (water depth ), and wet (water depth ) conditions, respectively. For the wet case, all the cap and the piles are immersed, while for the halfwet case, only the lower part of the piles is immersed.
For illustration purpose, Figure 10 shows the geometry and , cutting planes of the PBFEs model used for the wet case. The water domain has a length of 52 m, a width of 36 m, and a height of 23 m. Based on the validated approach, a total of 4512 8node solid elements and 19360 8node PBFEs are produced in the fluidstructure coupled finite element model. The following material properties are considered: a modulus of elasticity MPa, a Poisson’s ratio , and a density kg/m^{3} for concrete and a velocity of pressure waves of m/s, a density kg/m^{3}, and a bulk modulus MPa for water. The Rayleigh damping matrix is used with a ratio of 0.05 at control frequency. The free surface, fluidstructure, and infinite interface elements are applied to specify the related boundary conditions.
The submerged pile foundation is subjected to the unscaled SN component of the 1994 Northridge02 earthquake record at Hollywood (NGA1660) along the axis direction. The record is downloaded from PEER NGA strong motion database [24], which is shown in Figure 11 with a peak ground acceleration of 0.159 g and a preferred Vs30 of 316.50 m/s. Linear timehistory analyses of the three cases are then carried out to obtain the following responses: displacements of points A (the top of the pier) and B (the top of pilecap) and the maximum effective stress of points C (the bottom of pier), D (the top of the middle pile), E (the top of the side pile), F (the bottom of the side pile), and G (the bottom of the middle pile). The location of these points is detailed in Figure 9.
5. Discussion
Table 2 presents the seismic responses of dry, halfwet, and wet case. It is clearly seen from the comparison between results of case considering water and that of dry case that the earthquakeinduced fluidstructure interaction alters the structural seismic response. When the cap and piles are all immersed, the earthquakeinduced fluidstructure interaction increases the displacement at the top of the pier (point A) but decreases the displacement of the cap (point B) slightly. The existing of surrounding water increases the force of the pile, especially the bottom force of pile (points F and G) but reduces nearly 18% of the bottom force of the pier (point C). Figure 12 compares the dry and wet time histories of the effective stress at point C. The hydrodynamic effect alters the response amplitude without changing the phase clearly. And the hydrodynamic effects influence the middle pile (points D and G) greater than the side pile (points E and F). The difference may be caused by the pilegroup effect. The seismic force of the piles should be paid more attention during the seismic design of deep water pile foundation.

Some interesting conclusions also can be drawn from the comparison of the results as a function of water depths varying from 0 to 23 m. The earthquakeinduced fluidstructure interaction increased with the water depth. Compared with the responses of halfwet case, the fully immersed cap of wet case significantly increases the fluidstructure interactions and their influences. The influence of the waterpile interaction on the seismic response is too weaker to be ignored, compared to that of the capwater interaction. Hence, the fluidstructure interaction is strongly recommended to be considered for a bridge with its cap of foundation submerged in the water.
The successful analyses state that the potentialbased fluid elements and the interface elements discussed previously perform well for seismic analyses of pile foundationwater systems. The earthquakeinduced fluidstructure interaction effect on the response of the structure is a very complex effect. It is difficult to draw general conclusions from the phenomenons whether the hydrodynamic effect due to seismic ground motion is beneficial or detrimental to the structural response as a whole, but we can draw some good advices from this investigation.
6. Conclusions
In this paper, we derived the formulation of the potentialbased fluid formulation mathematically and presented the mechanism of interface elements for reference. We took an experimental case ( m) as the reference and built the pilewater interaction FE model using 3D PBFEs. The key subdivision problem of PBFE modeling was investigated through parametrical analyses. The PBFE approach was then validated experimentally and analytically. Finally, a case study of the seismic analysis for a typical bridge pilegroup foundation is then carried out based on the validated approach. The main findings of this study are the following.(1)The potentialbased fluid elements approach performs adequately for 3D frequency and timedomain seismic analyses of pile foundationwater systems and can be an alternative method for future study.(2)During the fluidstructure interaction modeling using PBFEs, once the size ratio of the adjacent solid and fluid element along axis approaches 1, the analysis converges.(3)The fluidstructure interaction is strongly recommended to be considered for a bridge with its cap of foundation submerged in the water. The seismic force of the piles should be paid more attention during the design.
Conflict of Interests
The authors would like to clearly state that they did not have any financial relations with any commercial entities and did not mean the research to be influenced by any financial interests. The references of the commercial numerical analyses tool have been removed to eliminate any conflict of interests regarding the submission and publication of the paper and its potential implications.
Acknowledgments
This research is supported by the National Science Foundation of China (Grant no. 51278376 and 90915011) and KuangHua Fund for Civil Engineering College, Tongji University. The authors would like to acknowledge their support gratefully.
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Copyright
Copyright © 2013 Kai Wei and Wancheng Yuan. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.