# Earthquake and Wave Analysis of Circular Cylinder considering Water-Structure-Soil Interaction

Authors: Piguang Wang; Yifu Chang; Mi Zhao; Junyan Han
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Offshore structures in zones of active seismicity are under a potential threat caused by the combined action of earthquakes and waves. Taking a submerged circular cylinder as the prototype and considering water-structure-soil interaction, the present study is devoted to the investigation of the combined action of earthquakes and waves. Water-cylinder interaction and soil-structure interaction are simulated by added mass and rigid circular massless foundations, respectively. Based on the radiation and diffraction wave theory, the scaled boundary finite element method is utilized to determine the earthquake-induced and wave-induced pressure on a circular cylinder. Then, a closed-form expression for the natural frequencies and mode shapes of the system is derived by using the transfer matrix method, where the transfer matrix is obtained based on Euler–Bernoulli’s beam differential equation. Furthermore, the dynamic response of the system under the combined action of earthquakes and waves is derived by using the mode superposition method. Finally, the effects of the hydrodynamic force, wave force, and soil-structure interaction on the dynamic response of the submerged cylinder are investigated. The results indicate that the wave forces can substantially increase the dynamic responses of the cylinder and that the influence increases as the stiffness ratio increases and the width-depth ratio decreases. It is necessary to consider the combined action of earthquakes and waves in the seismic design of offshore structures.


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## Body

## 1. Introduction

An increasing number of offshore structures, such as sea-crossing bridges, artificial islands, and offshore wind turbines, have been constructed around the world in recent years especially in China. Ocean wave loads are the most important environmental load to consider for the design of offshore structures. However, earthquake loads will dominate the design in zones with high seismic intensities, such as the eastern coast of China and the western coast of the USA. This means that an earthquake can coincide with a wave condition [1]. Therefore, to guarantee the reliability of offshore structures, it is necessary to investigate the dynamic response of offshore structures under the combined action of earthquakes and waves. This paper takes a submerged circular cylinder as the prototype to study the earthquake and wave responses of offshore structures including water-structure-soil interaction.The dynamic analysis of offshore structures requires special considerations because of the fluid-structure interaction, which does not occur for onshore structures. The fluid-structure interaction produces an additional hydrodynamic force on the structure when it vibrates in water. Studies show that the additional hydrodynamic force can modify the dynamic properties of the structure and result in structural damage [2–4]. Earthquake-induced hydrodynamic forces on a circular cylinder have been studied by many researchers [5] who initially investigated the effects of hydrodynamic forces on the earthquake response of cantilever circular cylinders. The results indicated that the water compressibility is negligible for slender cylinders. The surface waves have no influence on earthquake-induced hydrodynamic forces except at low loading frequencies and will have little consequence on the seismic response of cylinders surrounded by water. The seismic responses of circular cylinders were further investigated by Williams [6] and Tanaka and Hudspeth [7]. Considering water compressibility, Du et al. [8] proposed a simplified formula for the hydrodynamic force on a circular cylinder in the time domain and Wang et al. [9] proposed an accurate time-domain model to replace the 3D infinite water layer in the water-cylinder interaction analysis. The effects of the surrounding water can be entirely equivalent to an added mass when water compressibility is neglected. The simplified methods for evaluating the added hydrodynamic mass for circular, elliptical, round-ended, and rectangular cylinders were given by Goyal and Chopra [10]; Li and Yang [11]; Yang and Li [12]; Jiang et al. [13]; and Wang et al. [14–16].Wave forces acting on vertical cylinders have also been investigated by many researchers. When the wavelength is substantially longer than the cylinder diameter, the Morison equation [17] can be used to estimate the wave forces on slender cylinders. The Morison equation is made up of two components, including a viscous drag force and an inertia force. However, for large offshore structures, the viscous drag force can be neglected. MacCamy and Fuchs [18] developed the diffraction wave theory to evaluate the wave forces on large circular cylinders immersed in water. Furthermore, the analytical solutions to calculate the wave forces on elliptical cylinders and cylinders with an arbitrary smooth cross section were proposed by Chen and Mei [19]; Williams [20]; and Liu et al. [21]. Li et al. [22] developed a semianalytical solution method to calculate the wave forces on cylinders with arbitrary shapes.Nevertheless, only a few studies have been carried out to investigate the dynamic response of offshore structures subjected to combined earthquake and wave-current action. Penzien et al. [23] studied the dynamic responses of fixed-base offshore towers subjected to random waves and earthquakes. Liu et al. [24] conducted an experiment to study the combined action of earthquakes, waves, and currents on a pile group cable-stayed bridge tower foundation. Ding et al. [25] performed underwater shaking table tests to investigate the effect of wave-current action on the seismic responses of piers. It should be noted that the soil-structure interaction was not taken into account. Studies have indicated that the soil-structure interaction may have a substantial influence on the dynamic response of offshore structures [26]. Considering the water-structure-soil interaction, Goyal and Chopra [10,27] and Xu and Spyrakos [28] investigated the water-structure interaction and soil-structure interaction on the seismic responses of intake towers. The results showed that the seismic response was increased by the water-structure interaction and decreased by the soil-structure interaction. Yamada et al. [29] studied the dynamic response of offshore towers considering soil-structure interaction subjected to random waves and random earthquake ground motions. It was observed that the effects of wave forces on the seismic response became important with increasing tower period or water depth. This paper presents a simple model to compute the dynamic responses of circular cylinders including water-structure-soil interaction under the combined action of earthquakes and waves. The effects of water-structure interaction and soil-structure interaction are systematically analyzed.


## 2. Mathematical Formulation

The water-structure-soil interaction problem in three-dimensional space is shown in Figure1. A circular cylinder with radius a and height H is situated in water with a mean depth h. The mass of the superstructure is MS. The soil-structure interaction is considered to be a rigid circular massless foundation with radius R0 on deep soil strata, where the translational and rotational stiffness of the foundation are denoted by spring constants kh and kr, respectively. The foundation has an acceleration time history of the earthquake motion u¨gt along the x-direction. The Cartesian coordinate system (x, y, z) is defined with an origin located on the seabed level with the z-axis directed vertically upwards. The center of the cylinder is taken as the origin of the polar coordinate system (r, θ), where θ is measured counterclockwise from the positive x-axis. The fluid is assumed to be incompressible and inviscid. The system is initially at rest.Figure 1
The fluid-structure interaction problem with rigid foundation.The Euler-Bernoulli beam theory is adopted for the dynamic analysis of the cylinder. The differential equations of the cylinder subjected to wave and earthquake actions can be expressed as follows:(1)EIc∂4u∂z4+ρcAcu¨=−ρcAcu¨g+fez+fwz,where u and u¨ are the transverse deflection and acceleration along the z-direction, EIc is the bending stiffness of the pile, ρc is the density of the cylinder, Ac is the cross-sectional area of the cylinder, fe is the earthquake-induced hydrodynamic force on the cylinder, and fw is the wave force on the cylinder.In the polar coordinate system, the earthquake-induced hydrodynamic force can be expressed as follows [16]:(2)fe=−ρwu¨g+u¨∫02π∑j=1∞Pjr,θacosθdθcosλjz,where λj=2j−1π/2h and the hydrodynamic pressure Pjr,θ,t is governed by a two-dimensional Helmholtz equation with the boundary conditions on the surface of the cylinder as follows:(3)∇2Pj−λj2Pj=0,(4)∂Pj∂rr=a=−2−1j+1λjhcosθ,in which ρw is the water density and ∇2=∂2/∂r2+1/r∂/∂r+1/r2∂2/∂θ2 is the Laplace operator.Assuming that the wavelength is substantially longer than the cylinder diameter, the wave force can be expressed as [21](5)fw=−ρgHw2coshkzcoshkhRe∫02πPI+PSe−iω0tacosθdθ,PI=−eikrcosθ,where i=−1, g is the gravitational acceleration, Hw is the wave height, k is the wavenumber, ω0=gktanhkh is the wave frequency, PI is the incident wave pressure, and PS is the scattered wave pressure. In the polar coordinate system, PS is governed by a two-dimensional Helmholtz equation with the boundary conditions on the surface of the cylinder as follows: (6)∇2PS+k2PS=0,(7)∂PS∂rr=a=−∂PI∂rr=a=ikcosθeikacosθ.In addition, the radiation pressure wavesPj and PS propagate away from the structure and decay with the traveling distance. The range of the applications of the present wave model is 2a/L0 > 0.2, where L0 represents the wavelength.


## 3. Earthquake-Induced and Wave-Induced Pressures

The scaled boundary finite element method (SBFEM) developed by Wolf [30] was used to determine the earthquake-induced and wave-induced pressures on a circular cylinder. The formulation of the scaled boundary finite element (SBFE) governing equations of the 2D pressure Pj or Ps is derived by converting (3) or (6) into the scaled boundary coordinates with the scaling center at the center of the cylinder in the present study, as shown in Figure 2. The circumferential coordinate η is the anticlockwise direction along the defining curve S, which is closed in this case. The normalized radial coordinate ξ defined as 1 at curve S is a scaling factor with 1≤ξ≤∞ for the infinite water domain. Therefore, the polar coordinates are transformed to the scaled boundary coordinates ξ and η with the following scaling equations:(8)xSη=ξrcosηr,ySη=ξrsinηr.Figure 2
The scaled boundary coordinates.Following the concept of an isoparametric element, the pressureP = Pj or P = Ps at a point ξ,η is calculated by(9)Pξ,η=NηPξ,where Nη is the shape function, the vector Pξ is the hydrodynamic pressure along the radial lines and is analytical with respect to ξ.By performing a scaled boundary transformation, the operator∇ can be written as(10)∇=b1η∂∂ξ+1ξb2η∂∂η,(11)b1η=1JySη,η−xSη,η,b2η=1J−ySηxSη,where J is related to the determinant of the Jacobian matrix at the boundary:(12)J=xSηySη,η−ySηxSη,η.The infinitesimal volumedV for any radial coordinate ξ is calculated as(13)dV=Jξdξdη.The finite element method requires the weighted residuals of the governing equation in (3) or (6) to be zero. Applying the Galerkin approach, the weighting function w can be chosen as the same shape function as in (9):(14)wξ,η=Nηwξ.


### 3.1. Solution of the Earthquake-Induced Pressure

By applying the weighted residual method and performing integration by parts, the solution of the differential in (3) with the boundary condition in (4) is equivalent to the following weak form:(15)∫V∇Tw∇PjdV+λj2∫VwPjdV+∫SwvjndS=0,where vjn=2sin−1j+1/λjhcosθ.Substituting (9), (10), (13), and (14) into (15), after some manipulations, the scaled boundary finite element equation and the boundary condition equation for the earthquake-induced 2D pressure can be unified as(16)E0ξ2Pjξ,ξξ+E0−E1+E1TξPjξ,ξ−E2Pjξ−λj2ξ2M0Pjξ=0,(17)E0ξPjξ,ξ+E1TPjξ+qjξ=0,where E0, E1, E2, M0, and qj are expressed as(18)Ed=∫SB1ηTB1ηJdη=1a∫SNηTNηdη,E1=∫SB2ηTB1ηJdη=0⋅I,E2=∫SB2ηTB2ηJdη,Md=∫SNηTNηJdη=a2EdI,qj=∫SNηTvjnξ,ηdη,in which B1η=b1ηNη, B2η=b2ηNη,η, I is the identity matrix of rank n, and n denotes the number of nodes in curve S.UsingE1=0⋅I and M0=a2E0I, premultiplying both sides of (17) by E0−1 and simplifying, we get(19)ζ2Pjζ,ζζ+ζPjζ,ζ−E0−1E2Pjζ−ζ2Pjζ=0,where ζ=λjaξ. Equation (19) is the matrix form of the modified Bessel differential equation. Considering the radiation condition, it is logical to select KrjζTj as a base solution for (19). Therefore, the solution for Pjζ can be expressed in the form of a series as(20)Pjζ=∑n=1NcnKrnζTn,where cj are coefficients, Tj are vectors of rank n, andKrj⋅ are the modified Bessel functions of the second kind.Substituting (20) into (19) and using the following properties of the modified Bessel function of the second kind give(21)ζ2Krn″ζ=ζ2Krnζ+ζKrn+1ζ−rnKrnζ+rn2Krnζ,ζKrn′ζ=−ζKrn+1ζ+rnKrnζ,where the prime and the double prime represent the first and second derivatives with respect to argument ζ, respectively, and we obtain(22)∑n=1NE0−1E2−rn2ITn⋅cnKrnζ=0.Usually,cnKrnζ≠0, so that(23)E0−1E2−rn2ITn=0.Let the variableνn be the eigenvalues of E0−1E2; then rn=νn; and Tn are the eigenvectors of E0−1E2.Substituting (20) into (17), we obtain(24)E0λja∑n=1NcnKrn′λjaTn=−qj.Using (20) and (24), the pressure Pjζ can be obtained as(25)Pjζ=−Sj−1qj.Here, the dynamic-stiffness matrix Sj is expressed as(26)Sj=E0TKbkT−1,Kbk=diagλjaKr1′λjaKr1λja,…,λjaKrn′λjaKrnλja,T=T1,T2,…,Tm,where “diag” represents a diagonal matrix with the elements in square brackets on the main diagonal.


### 3.2. Solution of the Wave-Induced Pressure

By applying the weighted residual method and performing integration by parts, the solution of the differential equation in (6) with the boundary condition in (7) is equivalent to the following weak form:(27)∫V∇Tw∇PSdV−k2∫VwPSdV−∫SwvndS=0,where vn=ikcosθeikacosθ.Substituting (9), (10), (13), and (14) into (27), after some manipulations, the scaled boundary finite element equation and the boundary condition equation for the wave-induced 2D pressure can be unified as(28)E0ξ2PSξ,ξξ+E0−E1+E1TξPSξ,ξ−E2PSξ+k2ξ2M0PSξ=0,(29)E0ξPSξ,ξ+E1TPSξ−qξ=0,where q=∫SNηTvnξ,ηⅆd. Using E1=0⋅I and M0=a2E0I, premultiplying both sides of (28) by E0−1 and simplifying, we obtain(30)ζ2PSζ,ζζ+ζPSζ,ζ−E0−1E2PSζ+ζ2PSζ=0,where ζ=kaξ.Equation (30) is the matrix form of Bessel’s differential equation. Considering the radiation condition, it is logical to select HrjζTj as a base solution of (30). Therefore, the solution for PSζ can be expressed in the form of a series as(31)PSζ=∑n=1NcnHrnζTn,where Hrj⋅ are the Hankel functions of the first kind.Substituting (31) into (30) and using the properties of the Hankel function give(32)ζ2Hrj″ζ=−ζ2Hrjζ+ζHrj+1ζ−rjHrjζ+rj2Hrjζ,(33)ζHrj′ζ=−ζHrj+1ζ+rjHrjζ.We obtain(34)∑n=1NE0−1E2−rn2ITn⋅cnHrnζ=0.Substituting (33) into (29), we obtain(35)E0ka∑n=1NcnHrn′kaTn=M1vn.Using (34) and (35), the pressure PSζ can be obtained as(36)Pjζ=Sw−1M1vn,where the dynamic-stiffness matrix Sw is expressed as(37)Sw=E0THbhT−1,Hbh=diagkaHr1′kaHr1ka,…,kaHrn′kaHrnka.


## 3.1. Solution of the Earthquake-Induced Pressure

By applying the weighted residual method and performing integration by parts, the solution of the differential in (3) with the boundary condition in (4) is equivalent to the following weak form:(15)∫V∇Tw∇PjdV+λj2∫VwPjdV+∫SwvjndS=0,where vjn=2sin−1j+1/λjhcosθ.Substituting (9), (10), (13), and (14) into (15), after some manipulations, the scaled boundary finite element equation and the boundary condition equation for the earthquake-induced 2D pressure can be unified as(16)E0ξ2Pjξ,ξξ+E0−E1+E1TξPjξ,ξ−E2Pjξ−λj2ξ2M0Pjξ=0,(17)E0ξPjξ,ξ+E1TPjξ+qjξ=0,where E0, E1, E2, M0, and qj are expressed as(18)Ed=∫SB1ηTB1ηJdη=1a∫SNηTNηdη,E1=∫SB2ηTB1ηJdη=0⋅I,E2=∫SB2ηTB2ηJdη,Md=∫SNηTNηJdη=a2EdI,qj=∫SNηTvjnξ,ηdη,in which B1η=b1ηNη, B2η=b2ηNη,η, I is the identity matrix of rank n, and n denotes the number of nodes in curve S.UsingE1=0⋅I and M0=a2E0I, premultiplying both sides of (17) by E0−1 and simplifying, we get(19)ζ2Pjζ,ζζ+ζPjζ,ζ−E0−1E2Pjζ−ζ2Pjζ=0,where ζ=λjaξ. Equation (19) is the matrix form of the modified Bessel differential equation. Considering the radiation condition, it is logical to select KrjζTj as a base solution for (19). Therefore, the solution for Pjζ can be expressed in the form of a series as(20)Pjζ=∑n=1NcnKrnζTn,where cj are coefficients, Tj are vectors of rank n, andKrj⋅ are the modified Bessel functions of the second kind.Substituting (20) into (19) and using the following properties of the modified Bessel function of the second kind give(21)ζ2Krn″ζ=ζ2Krnζ+ζKrn+1ζ−rnKrnζ+rn2Krnζ,ζKrn′ζ=−ζKrn+1ζ+rnKrnζ,where the prime and the double prime represent the first and second derivatives with respect to argument ζ, respectively, and we obtain(22)∑n=1NE0−1E2−rn2ITn⋅cnKrnζ=0.Usually,cnKrnζ≠0, so that(23)E0−1E2−rn2ITn=0.Let the variableνn be the eigenvalues of E0−1E2; then rn=νn; and Tn are the eigenvectors of E0−1E2.Substituting (20) into (17), we obtain(24)E0λja∑n=1NcnKrn′λjaTn=−qj.Using (20) and (24), the pressure Pjζ can be obtained as(25)Pjζ=−Sj−1qj.Here, the dynamic-stiffness matrix Sj is expressed as(26)Sj=E0TKbkT−1,Kbk=diagλjaKr1′λjaKr1λja,…,λjaKrn′λjaKrnλja,T=T1,T2,…,Tm,where “diag” represents a diagonal matrix with the elements in square brackets on the main diagonal.


## 3.2. Solution of the Wave-Induced Pressure

By applying the weighted residual method and performing integration by parts, the solution of the differential equation in (6) with the boundary condition in (7) is equivalent to the following weak form:(27)∫V∇Tw∇PSdV−k2∫VwPSdV−∫SwvndS=0,where vn=ikcosθeikacosθ.Substituting (9), (10), (13), and (14) into (27), after some manipulations, the scaled boundary finite element equation and the boundary condition equation for the wave-induced 2D pressure can be unified as(28)E0ξ2PSξ,ξξ+E0−E1+E1TξPSξ,ξ−E2PSξ+k2ξ2M0PSξ=0,(29)E0ξPSξ,ξ+E1TPSξ−qξ=0,where q=∫SNηTvnξ,ηⅆd. Using E1=0⋅I and M0=a2E0I, premultiplying both sides of (28) by E0−1 and simplifying, we obtain(30)ζ2PSζ,ζζ+ζPSζ,ζ−E0−1E2PSζ+ζ2PSζ=0,where ζ=kaξ.Equation (30) is the matrix form of Bessel’s differential equation. Considering the radiation condition, it is logical to select HrjζTj as a base solution of (30). Therefore, the solution for PSζ can be expressed in the form of a series as(31)PSζ=∑n=1NcnHrnζTn,where Hrj⋅ are the Hankel functions of the first kind.Substituting (31) into (30) and using the properties of the Hankel function give(32)ζ2Hrj″ζ=−ζ2Hrjζ+ζHrj+1ζ−rjHrjζ+rj2Hrjζ,(33)ζHrj′ζ=−ζHrj+1ζ+rjHrjζ.We obtain(34)∑n=1NE0−1E2−rn2ITn⋅cnHrnζ=0.Substituting (33) into (29), we obtain(35)E0ka∑n=1NcnHrn′kaTn=M1vn.Using (34) and (35), the pressure PSζ can be obtained as(36)Pjζ=Sw−1M1vn,where the dynamic-stiffness matrix Sw is expressed as(37)Sw=E0THbhT−1,Hbh=diagkaHr1′kaHr1ka,…,kaHrn′kaHrnka.


## 4. Solution of the Equations of Motion

The simplified model of the fluid-cylinder-soil system is shown in Figure3. The mode superposition method is utilized to solve the equations of motion in the present study. The equations of motion of the free vibration are first solved, and the results are further used to solve the dynamic responses of the cylinder under the combined action of waves and earthquakes.Figure 3
Simplified model of the fluid-cylinder-soil system.The free vibration equation of the cylinder vibrating in water can be written as(38)EIc∂4u∂z4+ρcAcu¨=−mwzu¨,where mwz=ρw∑j=1∞∫02πPjacosθdθcosλjz denotes the added mass on the cylinder due to the water-cylinder interaction.Assuming a harmonic solution and applying the method of the separation of variables, the transverse deflectionu can be expressed as(39)uz,t=ϕzeiωt.Substituting (39) into (38), we obtain(40)EIc∂4ϕ∂z4−ρcAc+mwω2ϕ=0.The four boundary conditions associated with the equations of motion in (40) can be expressed as follows:(1)
Bending moment atz = 0:(41a)EIc∂2ϕ∂z2−kr∂ϕ∂z=0.(2)
Shear force atz = 0:(41b)EIc∂3ϕ∂z3+khϕ=0.(3)
Bending moment atz = H:(41c)EIc∂2ϕ∂z2=0.(4)
Shear force atz = H:(41d)EIc∂3ϕ∂z3=−ω2MSϕ.Generally, the differential equations of motion in (40) do not possess an exact solution. In addition, the added mass and stiffness of the foundation change along the cylinder and pile. Therefore, the transfer matrix method (TMM) is used to solve the previous equations of motion. During analysis by the TMM, the cylinder and pile are discretized into L continuous beam elements as shown in Figure 3, and the equation of motion for each element is derived. The added mass and stiffness of the foundation are assumed to be constant along each element. The analytical solution of the motion for each element is derived in the following section.


### 4.1. Free Vibration

The differential equation of motion for theith element can be written as(42)EIc∂4ϕi∂z4−mc+Mwω2ϕi=0,where mc=ρcAc, Mw=∫zi−1zimwzdz/li is the equivalent added mass, li=zi−zi−1, and ω is the angular frequency. The general solution form of (42) can be expressed as follows:(43)ϕiz=Aisinβiz¯i+Bicosβiz¯i+Cisinhβiz¯i+Dicoshβiz¯i,(44)βi=mc+Mwω2EIc0.25,where z¯iz=z−zi−1zi≤z≤zi−1.According to the continuity conditions of the displacement, slope, shear force, and bending moment between theith and (i + 1)th elements, we obtain(45)Ai+1=ZiAi,in which Zi derived in Appendix is the transfer matrix; the undetermined coefficients Ai+1 and Ai are expressed by(46)Ai=AiBiCiDiT,Ai+1=Ai+1Bi+1Ci+1Di+1T.By using the TMM, the relationship betweenZL and Z1 can be given as follows: (47)AL=ZA1,(48)Z=ZL−1ZL−2⋯Z2Z1.According to the boundary conditions in (41a) and (41b), we obtain(49a)Γ1A1=0,(49b)Γ1=−kr−EIcβ1−krEIcβ1−EIcβ13khEIcβ13khT.According to boundary conditions in (41c) and (41d), we obtain(50a)ΛAL=0,(50b)Λ=−sinβLlL−cosβLlLsinhβLlLcoshβLlL−EIcβL3cosβLlL+MSω2sinβLlLEIcβL3sinβLlL+MSω2cosβLlLEIcβL3coshβLlL+MSω2sinhβLlLEIcβL3sinhβLlL+MSω2coshβLlLT.Substituting (47) into equations ((50a), (50b)), we get(51)ΛZA1=Γ2A1=0.Furthermore, using (49a) into (51), we obtain(52)ΓA1=0,(53)Γ=Γ1Γ2.The constant vector in (53) cannot be zero. Therefore, the equation governing the natural frequencies of the cylinder is written as(54)Γ1Γ2=0.The natural frequencies of the system denoted byωj can be obtained by solving (54), and the corresponding mode shape is denoted by ϕj. It should be noted that (54) is a transcendental equation that needs to be solved numerically. In this study, (54) is solved using MATLAB software.


### 4.2. Dynamic Responses in the Time Domain

By using the mode superposition method, the deformation of the cylinder can be written as follows:(55)u=∑j=1∞ϕjzqjt,where qjt are the generalized coordinates and the damping ratio is denoted by ξj. Substituting (55) into (1), considering the damping and using the orthogonality of the mode shapes, the generalized coordinates qjt in the equation of motion of the cylinder subjected to earthquake and wave actions are expressed as [5] (56)Mj+Mwjq¨j+Cjq˙j+Kjqj=−M0ju¨g−M0wju¨g+Fjw,(57a)Mj=∫0Hmcϕjz2dz,(57b)M0j=∫0Hmcϕjzdz,(57c)Kj=ωj2Mj+Mwj,(57d)Cj=2ξjωjMj+Mwj,(57e)Mwj=∫0hmwϕjz2dz,(57f)M0wj=∫0hmwϕjzdz,(57g)Fjw=∫0hfwϕjzdz.Equation (56) is a dynamic equation of a single-degree-of-freedom system. It can be solved by the standard implicit time integration algorithm such as the Newmark or Wilson method. In addition to the implicit algorithm, it can also be solved by the second-order accurate explicit algorithm proposed by the authors [31].


### 4.3. Dynamic Responses in the Frequency Domain

The deformation of the cylinder under earthquake action can be written as follows:(58)U=∑j=1∞ϕjzQjω,where Qjω is the frequency generalized coordinates, which can be calculated by(59)Qjω=−M0j+M0wjAgMj+Mwjωj2+2iξjωjω−ω2,where Ag is the ground acceleration in the frequency domain.


## 4.1. Free Vibration

The differential equation of motion for theith element can be written as(42)EIc∂4ϕi∂z4−mc+Mwω2ϕi=0,where mc=ρcAc, Mw=∫zi−1zimwzdz/li is the equivalent added mass, li=zi−zi−1, and ω is the angular frequency. The general solution form of (42) can be expressed as follows:(43)ϕiz=Aisinβiz¯i+Bicosβiz¯i+Cisinhβiz¯i+Dicoshβiz¯i,(44)βi=mc+Mwω2EIc0.25,where z¯iz=z−zi−1zi≤z≤zi−1.According to the continuity conditions of the displacement, slope, shear force, and bending moment between theith and (i + 1)th elements, we obtain(45)Ai+1=ZiAi,in which Zi derived in Appendix is the transfer matrix; the undetermined coefficients Ai+1 and Ai are expressed by(46)Ai=AiBiCiDiT,Ai+1=Ai+1Bi+1Ci+1Di+1T.By using the TMM, the relationship betweenZL and Z1 can be given as follows: (47)AL=ZA1,(48)Z=ZL−1ZL−2⋯Z2Z1.According to the boundary conditions in (41a) and (41b), we obtain(49a)Γ1A1=0,(49b)Γ1=−kr−EIcβ1−krEIcβ1−EIcβ13khEIcβ13khT.According to boundary conditions in (41c) and (41d), we obtain(50a)ΛAL=0,(50b)Λ=−sinβLlL−cosβLlLsinhβLlLcoshβLlL−EIcβL3cosβLlL+MSω2sinβLlLEIcβL3sinβLlL+MSω2cosβLlLEIcβL3coshβLlL+MSω2sinhβLlLEIcβL3sinhβLlL+MSω2coshβLlLT.Substituting (47) into equations ((50a), (50b)), we get(51)ΛZA1=Γ2A1=0.Furthermore, using (49a) into (51), we obtain(52)ΓA1=0,(53)Γ=Γ1Γ2.The constant vector in (53) cannot be zero. Therefore, the equation governing the natural frequencies of the cylinder is written as(54)Γ1Γ2=0.The natural frequencies of the system denoted byωj can be obtained by solving (54), and the corresponding mode shape is denoted by ϕj. It should be noted that (54) is a transcendental equation that needs to be solved numerically. In this study, (54) is solved using MATLAB software.


## 4.2. Dynamic Responses in the Time Domain

By using the mode superposition method, the deformation of the cylinder can be written as follows:(55)u=∑j=1∞ϕjzqjt,where qjt are the generalized coordinates and the damping ratio is denoted by ξj. Substituting (55) into (1), considering the damping and using the orthogonality of the mode shapes, the generalized coordinates qjt in the equation of motion of the cylinder subjected to earthquake and wave actions are expressed as [5] (56)Mj+Mwjq¨j+Cjq˙j+Kjqj=−M0ju¨g−M0wju¨g+Fjw,(57a)Mj=∫0Hmcϕjz2dz,(57b)M0j=∫0Hmcϕjzdz,(57c)Kj=ωj2Mj+Mwj,(57d)Cj=2ξjωjMj+Mwj,(57e)Mwj=∫0hmwϕjz2dz,(57f)M0wj=∫0hmwϕjzdz,(57g)Fjw=∫0hfwϕjzdz.Equation (56) is a dynamic equation of a single-degree-of-freedom system. It can be solved by the standard implicit time integration algorithm such as the Newmark or Wilson method. In addition to the implicit algorithm, it can also be solved by the second-order accurate explicit algorithm proposed by the authors [31].


## 4.3. Dynamic Responses in the Frequency Domain

The deformation of the cylinder under earthquake action can be written as follows:(58)U=∑j=1∞ϕjzQjω,where Qjω is the frequency generalized coordinates, which can be calculated by(59)Qjω=−M0j+M0wjAgMj+Mwjωj2+2iξjωjω−ω2,where Ag is the ground acceleration in the frequency domain.


## 5. Results and Discussion

The material parameters of the flexible cylinder, including Young’s modulus, density, and damping ratio, are 30000 MPa, 2500 kg/m3, and 0.05, respectively. The water depth is equal to the height of the cylinder. The peak acceleration of the ground motion (amax) is equal to 0.1 g. The wave height and wave period are Hw = 3 m and T = 8 s, respectively. The translational and rotational spring constants kh and kr for a rigid circular massless foundation with radius R0 on deep soil strata can be evaluated by the following frequency-independent expressions [32]:(60)kh=8GR02−μ,kr=8GR0331−μ,where G and μ = 0.3 are the shear modulus and Poisson’s ratio of the soil, respectively.The effects of the fluid-structure interaction (FSI), soil-structure interaction (SSI), and fluid-structure-soil interaction (FSSI) on the water-cylinder-soil system can be better understood by studying the system dynamic properties in terms of dimensionless parameters. Therefore, four dimensionless parameters, including the width-depth ratio (l0), mass ratio (δ0), height-radius ratio (γ0), and stiffness ratio (σ0), are introduced as(61)l0=2ah,δ0=MSρcAcH,γ0=HR0,σ0=EIcH3GR0.


### 5.1. Validation

The solutions for the earthquake-induced pressure and wave-induced pressure are first verified. Figure4 shows the comparison of the hydrodynamic pressure Pj on a circular cylinder between the present SBFEM and the finite element method (FEM) developed by Wang et al. [33]. Figure 5 shows the comparison of the total wave forces Fw on a circular cylinder computed by the present SBFEM and FEM developed by Wang et al. [33], where Fw=∫0hfwzdz. It can be seen that the proposed SBFEM agrees well with the FEM.Figure 4
Hydrodynamic pressuresPj on a circular cylinder for the FEM [33] versus SBFEM.Figure 5
The total wave force on a circular cylinder for the FEM [33] versus SBFEM.The solution of the free vibration is further validated by assuming the foundation rigid. The first natural frequencies of the circular cylinders vibrating in water are compared with those in a previous study [15], where E = 29.4 GPa, ρc = 2450 kg/m3, and H = h = 20 m. The natural frequencies and the difference between the two studies are tabulated in Table 1. It is evident that good agreement is observed.Table 1
The first natural frequency of a circular cylinder withE = 29.4 GPa, ρs = 2450 kg/m3, and h = 20 m.
a/hReference [15] (rad/s)Present study (rad/s)Difference (%)0.0256.5306.5070.350.0307.8557.8270.360.04010.52310.4820.390.05013.21213.1570.42The solution of the dynamic response is finally verified by assuming the foundation rigid. Figure6 shows the comparison of the displacement amplitude at the top of a circular cylinder excited by the harmonic ground motion between the proposed solution and the experimental values [34]. It can be seen that good agreement is observed. Figure 7 shows the comparison of the displacement time history at the top of a circular cylinder excited by wave forces between the proposed solution and the software ABAQUS, where E = 29.4 GPa, ρc = 2450 kg/m3, a = 2 m, H = h = 20 m, Hw = 2 m, and ω0=0.1π. It can also be seen that good agreement is observed.Figure 6
Resonance curve of a circular cylinder excited by harmonic ground motions.Figure 7
The time history of the displacement atz = h excited by wave forces.


### 5.2. Free Vibration

The fundamental frequencies of the cylinder in air with a rigid foundation, considering the SSI, FSI, and FSSI, are denoted byω0, ωs, ωf, and ωfs.The effects of the SSI on the fundamental frequency of the cylinder are first investigated. Figure8 shows the ratio ωs/ω0 with respect to σ0 for different values of l0 and H with δ0 = 0 and γ0 = 0.5. It can be seen that the ratio ωs/ω0 decreases as σ0 increases, which means that the fundamental frequency of the cylinder decreases when the stiffness of the foundation decreases. It can also be seen that the ratio ωs/ω0 is independent of l0 and H. Figure 9 shows the ratio ωs/ω0 with respect to σ0 for different values of δ0 with γ0 = 0.5. It can be seen that the ratio ωs/ω0 increases as δ0 increases which means that the effects of the SSI on the fundamental frequency of the cylinder decrease as δ0 increases. Figure 10 shows the ratio ωs/ω0 with respect to γ0 for different values of σ0 with δ0 = 0. It can be seen that the ratio ωs/ω0 decreases marginally with increasing γ0.Figure 8
The variation in the ratioωs/ω0 with respect to σ0 with δ0 = 0 and γ0 = 0.5.Figure 9
The variation in the ratioωs/ω0 with respect to σ0 for different values of δ0 with γ0 = 0.5.Figure 10
The variation in the ratioωs/ω0 with respect to γ0 for different values of σ0 with δ0 = 0.The effects of the FSI on the fundamental frequency of the cylinder are investigated next. Figure11 shows the ratio ωs/ω0 with respect to l0 for different values of δ0 and H. It can be seen that the ratio ωs/ω0 increases as l0 and δ0 increase, which means that the effects of the FSI on the fundamental frequency of the cylinder decrease as l0 and δ0 increase. It can also be seen that the ratio ωs/ω0 is independent of H. Figure 12 shows the ratio ωfs/ωs with respect to σ0 for different values of γ0 with δ0 = 0 and l0 = 0.2. It can be seen that the ratio ωfs/ωs decreases marginally with the increase in σ0 and decrease in γ0.Figure 11
The variation in the ratioωf/ω0 with respect to l0 for different values of δ0 and H.Figure 12
The variation in the ratioωfs/ωs with respect to σ0 for different values of γ0 with δ0 = 0 and l0 = 0.2.The effects of the SSI and FSI on the vibration shapes of the cylinder are thirdly investigated, whereH = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5. Figure 13 shows the vibration mode shapes of the cylinder in a vacuum for different values of G with H = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5. The SSI has a substantial effect on the vibration mode shapes of the cylinder when the soil stiffness is weak, especially for the high-order mode. Figure 14 shows the vibration mode shapes of the cylinder in a vacuum and in water with H = 8 m, G = 50 MPa, l0 = 0.1, δ0 = 0, and γ0 = 0.5. It can be seen that the FSI has little effect on the fundamental vibration modes, while it has a slight effect on the higher modes.Figure 13
Vibration mode shapes in a vacuum for different values ofG with H = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5: (a) first, (b) second, and (c) third.
(a)(b)(c)Figure 14
Vibration mode shapes in a vacuum and in water withH = 8 m, G = 50 MPa, l0 = 0.1, δ0 = 0, and γ0 = 0.5: (a) first, (b) second, and (c) third.
(a)(b)(c)


### 5.3. Dynamic Responses in the Time Domain

The dominant frequency of the seismic waves is substantially different for the different project sites. The far-field suite of 22 records introduced in the FEMA-P695 [35] selected from the NGA-West2 ground motion database of the Pacific Earthquake Engineering Research Center is also considered in the present study. The details of the three ground motions are given in Table 1. The dynamic responses of the pier are investigated when the peak acceleration (amax) is equal to 0.1 g, δ0 = 0, Hw = 3 m, and the wave period Tw = 8 s.The effects of the SSI on the seismic responses of the cylinder are first investigated. The peak displacements on the top of the cylinder with rigid foundation and considering the SSI are denoted byu0max and u1max, respectively. The peak bending moment on the base of the cylinder with a rigid foundation and considering the SSI are denoted by bm0max and bm1max, respectively. Two dimensionless parameters are introduced as Ru1 = u1max/u0max and Rm1 = bm1max/bm0max. Figures 15 and 16 show the parameters Ru1 and Rm1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5. Figures 17 and 18 show the parameters Ru1 and Rm1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5. The SSI increases the displacement of the cylinder and this influence increases as σ0 and l0 increase and H decreases, which means that the SSI has greater effect on the dynamic response of the squatty cylinder. The bending moment of the cylinder may decrease due to the SSI when H is large and l0 is small, while it may increase due to the SSI when H is small and l0 is large.Figure 15
The parametersRu1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5.
(a)(b)(c)Figure 16
The parametersRm1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5.
(a)(b)(c)Figure 17
The parametersRu1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5.
(a)(b)(c)Figure 18
The parametersRm1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5.
(a)(b)(c)The effects of the FSI on the seismic responses of the cylinder are secondly investigated next, whereγ0 = 0.5. The peak displacement on the top of the cylinder and the peak bending moment on the base of the cylinder considering the FSSI are denoted by u2max and bm2max, respectively. Two dimensionless parameters are introduced as Ru2 = u2max/u1max and Rm2 = bm2max/bm1max. Figures 19 and 20 show the parameters Ru2 and Rm2 versus σ0 for different values of H and l0. It can be seen that the FSI increases the displacement and bending moment of the cylinder. However, the parameters Ru2 and Rm2 have no obvious tendency as σ0 increases.Figure 19
The parametersRu2 versus σ0 for different values of H and l0.
(a)(b)(c)Figure 20
The parametersRm2 versus σ0 for different values of H and l0.
(a)(b)(c)The effects of wave forces on the dynamic responses of the cylinder are investigated thirdly, whereγ0 = 0.5. The peak displacements on the top of the cylinder under the combined action of earthquakes and waves are denoted by u3max. A dimensionless parameter is introduced as Ru3 = u3max/u2max. Figure 21 shows the history of the relative displacement on top of the cylinder under the combined action of earthquakes and waves under the HECTOR earthquake (ID number 4 in Table 2), where l0 = 0.2, γ0 = 0.5, and H = 40 m. Figure 22 shows the parameters Ru3 versus σ0 for different values of H with l0 = 0.2. Figure 23 shows the parameters Ru3 versus l0 for different values of H with σ0 = 5. The wave forces substantially increase the dynamic responses of the cylinder and this influence increases as σ0 increases and l0 decreases. It can also be seen from Figure 17 that the dynamic responses of the cylinder under the combined action of earthquakes and waves display obvious periodicity.Figure 21
Relative displacement on top of the cylinder under the combined action of earthquakes and waves and under the HECTOR earthquake (ID number 4 in Table2).
(a)(b)Table 2
Details of the ground motion.
ID numberPEER-NGA record informationRecorded motionsRecord seq. numberLowest freq. (Hz.)File names-horizontal recordsPGAmax (g)PGVmax (cm/s.)19530.25NORTHR/MUL0090.526329600.13NORTHRLOS0000.4845316020.06DUZCE/BOL0000.8262417870.04HECTOR/HEC000.344251690.06IMPVALUHDLT2620.353361740.25IMPVALHE111400.3842711110.13KOBENIS0000.5137811160.13KOBE/SHI0000.2438911580.24KOCAELUDZC1B00.36591011480.09KOCAELIARC0000.2240119000.07LANDERSYER2700.2452128480.13LANDERSICLW-LN0.4242137520.13LOMAPICAP0000.5335147670.13LOMAPG030000.56451516330.13MANJILABBAR-L0.5154167210.13SUPERSTIB-ICO000.3646177250.25SUPERSTIB-POE2700.4536188290.07CAPEMENDRIO2700.55441912440.05CHICHICHY1Q1-E0.441152014850.05CHICHITCU045-E0.513921680.25SFERNPELO9O0.2119221250.13FRIULIA-TMZO000.3531Figure 22
The parametersRu3 versus σ0 for different values of H with l0 = 0.2.
(a)(b)(c)Figure 23
The parametersRu3 versus l0 for different values of H with σ0 = 5.
(a)(b)(c)


### 5.4. Dynamic Responses in the Frequency Domain

The effects of the FSI on the frequency responses of the cylinder are investigated in this section, whereH = 40 m and δ0 = 0.Figure24 shows the displacement amplitude of the cylinder on the top with respect to the earthquake frequency in the case of the SSI and FSSI, where l0 = 0.2 and γ0 = 0.5. The frequency responses of the cylinder increase due to the FSI. Figure 25 shows the ratio Ufs/Us with respect to l0 for different values of σ0 with γ0 = 0.5. Figure 26 shows the ratio Ufs/Us with respect to γ0 for different values of σ0 with l0 = 0.2. It can be seen that the ratio Ufs/Us decreases marginally as l0 increases. In general, the dynamic responses of the cylinder increase due to the FSI by approximately 30%∼40%.Figure 24
The displacement amplitude of the cylinder on the top with respect toω with γ0 = 0.5.
(a)(b)Figure 25
The variation in the ratioUfs/Us with respect to l0 for different values of σ0 with γ0 = 0.5.Figure 26
The variation in the ratioUfs/Us with respect to γ0 for different values of σ0 with l0 = 0.2.


## 5.1. Validation

The solutions for the earthquake-induced pressure and wave-induced pressure are first verified. Figure4 shows the comparison of the hydrodynamic pressure Pj on a circular cylinder between the present SBFEM and the finite element method (FEM) developed by Wang et al. [33]. Figure 5 shows the comparison of the total wave forces Fw on a circular cylinder computed by the present SBFEM and FEM developed by Wang et al. [33], where Fw=∫0hfwzdz. It can be seen that the proposed SBFEM agrees well with the FEM.Figure 4
Hydrodynamic pressuresPj on a circular cylinder for the FEM [33] versus SBFEM.Figure 5
The total wave force on a circular cylinder for the FEM [33] versus SBFEM.The solution of the free vibration is further validated by assuming the foundation rigid. The first natural frequencies of the circular cylinders vibrating in water are compared with those in a previous study [15], where E = 29.4 GPa, ρc = 2450 kg/m3, and H = h = 20 m. The natural frequencies and the difference between the two studies are tabulated in Table 1. It is evident that good agreement is observed.Table 1
The first natural frequency of a circular cylinder withE = 29.4 GPa, ρs = 2450 kg/m3, and h = 20 m.
a/hReference [15] (rad/s)Present study (rad/s)Difference (%)0.0256.5306.5070.350.0307.8557.8270.360.04010.52310.4820.390.05013.21213.1570.42The solution of the dynamic response is finally verified by assuming the foundation rigid. Figure6 shows the comparison of the displacement amplitude at the top of a circular cylinder excited by the harmonic ground motion between the proposed solution and the experimental values [34]. It can be seen that good agreement is observed. Figure 7 shows the comparison of the displacement time history at the top of a circular cylinder excited by wave forces between the proposed solution and the software ABAQUS, where E = 29.4 GPa, ρc = 2450 kg/m3, a = 2 m, H = h = 20 m, Hw = 2 m, and ω0=0.1π. It can also be seen that good agreement is observed.Figure 6
Resonance curve of a circular cylinder excited by harmonic ground motions.Figure 7
The time history of the displacement atz = h excited by wave forces.


## 5.2. Free Vibration

The fundamental frequencies of the cylinder in air with a rigid foundation, considering the SSI, FSI, and FSSI, are denoted byω0, ωs, ωf, and ωfs.The effects of the SSI on the fundamental frequency of the cylinder are first investigated. Figure8 shows the ratio ωs/ω0 with respect to σ0 for different values of l0 and H with δ0 = 0 and γ0 = 0.5. It can be seen that the ratio ωs/ω0 decreases as σ0 increases, which means that the fundamental frequency of the cylinder decreases when the stiffness of the foundation decreases. It can also be seen that the ratio ωs/ω0 is independent of l0 and H. Figure 9 shows the ratio ωs/ω0 with respect to σ0 for different values of δ0 with γ0 = 0.5. It can be seen that the ratio ωs/ω0 increases as δ0 increases which means that the effects of the SSI on the fundamental frequency of the cylinder decrease as δ0 increases. Figure 10 shows the ratio ωs/ω0 with respect to γ0 for different values of σ0 with δ0 = 0. It can be seen that the ratio ωs/ω0 decreases marginally with increasing γ0.Figure 8
The variation in the ratioωs/ω0 with respect to σ0 with δ0 = 0 and γ0 = 0.5.Figure 9
The variation in the ratioωs/ω0 with respect to σ0 for different values of δ0 with γ0 = 0.5.Figure 10
The variation in the ratioωs/ω0 with respect to γ0 for different values of σ0 with δ0 = 0.The effects of the FSI on the fundamental frequency of the cylinder are investigated next. Figure11 shows the ratio ωs/ω0 with respect to l0 for different values of δ0 and H. It can be seen that the ratio ωs/ω0 increases as l0 and δ0 increase, which means that the effects of the FSI on the fundamental frequency of the cylinder decrease as l0 and δ0 increase. It can also be seen that the ratio ωs/ω0 is independent of H. Figure 12 shows the ratio ωfs/ωs with respect to σ0 for different values of γ0 with δ0 = 0 and l0 = 0.2. It can be seen that the ratio ωfs/ωs decreases marginally with the increase in σ0 and decrease in γ0.Figure 11
The variation in the ratioωf/ω0 with respect to l0 for different values of δ0 and H.Figure 12
The variation in the ratioωfs/ωs with respect to σ0 for different values of γ0 with δ0 = 0 and l0 = 0.2.The effects of the SSI and FSI on the vibration shapes of the cylinder are thirdly investigated, whereH = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5. Figure 13 shows the vibration mode shapes of the cylinder in a vacuum for different values of G with H = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5. The SSI has a substantial effect on the vibration mode shapes of the cylinder when the soil stiffness is weak, especially for the high-order mode. Figure 14 shows the vibration mode shapes of the cylinder in a vacuum and in water with H = 8 m, G = 50 MPa, l0 = 0.1, δ0 = 0, and γ0 = 0.5. It can be seen that the FSI has little effect on the fundamental vibration modes, while it has a slight effect on the higher modes.Figure 13
Vibration mode shapes in a vacuum for different values ofG with H = 8 m, l0 = 0.1, δ0 = 0, and γ0 = 0.5: (a) first, (b) second, and (c) third.
(a)(b)(c)Figure 14
Vibration mode shapes in a vacuum and in water withH = 8 m, G = 50 MPa, l0 = 0.1, δ0 = 0, and γ0 = 0.5: (a) first, (b) second, and (c) third.
(a)(b)(c)


## 5.3. Dynamic Responses in the Time Domain

The dominant frequency of the seismic waves is substantially different for the different project sites. The far-field suite of 22 records introduced in the FEMA-P695 [35] selected from the NGA-West2 ground motion database of the Pacific Earthquake Engineering Research Center is also considered in the present study. The details of the three ground motions are given in Table 1. The dynamic responses of the pier are investigated when the peak acceleration (amax) is equal to 0.1 g, δ0 = 0, Hw = 3 m, and the wave period Tw = 8 s.The effects of the SSI on the seismic responses of the cylinder are first investigated. The peak displacements on the top of the cylinder with rigid foundation and considering the SSI are denoted byu0max and u1max, respectively. The peak bending moment on the base of the cylinder with a rigid foundation and considering the SSI are denoted by bm0max and bm1max, respectively. Two dimensionless parameters are introduced as Ru1 = u1max/u0max and Rm1 = bm1max/bm0max. Figures 15 and 16 show the parameters Ru1 and Rm1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5. Figures 17 and 18 show the parameters Ru1 and Rm1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5. The SSI increases the displacement of the cylinder and this influence increases as σ0 and l0 increase and H decreases, which means that the SSI has greater effect on the dynamic response of the squatty cylinder. The bending moment of the cylinder may decrease due to the SSI when H is large and l0 is small, while it may increase due to the SSI when H is small and l0 is large.Figure 15
The parametersRu1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5.
(a)(b)(c)Figure 16
The parametersRm1 versus σ0 for different values of H with l0 = 0.2 and γ0 = 0.5.
(a)(b)(c)Figure 17
The parametersRu1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5.
(a)(b)(c)Figure 18
The parametersRm1 versus l0 for different values of H with σ0 = 5 and γ0 = 0.5.
(a)(b)(c)The effects of the FSI on the seismic responses of the cylinder are secondly investigated next, whereγ0 = 0.5. The peak displacement on the top of the cylinder and the peak bending moment on the base of the cylinder considering the FSSI are denoted by u2max and bm2max, respectively. Two dimensionless parameters are introduced as Ru2 = u2max/u1max and Rm2 = bm2max/bm1max. Figures 19 and 20 show the parameters Ru2 and Rm2 versus σ0 for different values of H and l0. It can be seen that the FSI increases the displacement and bending moment of the cylinder. However, the parameters Ru2 and Rm2 have no obvious tendency as σ0 increases.Figure 19
The parametersRu2 versus σ0 for different values of H and l0.
(a)(b)(c)Figure 20
The parametersRm2 versus σ0 for different values of H and l0.
(a)(b)(c)The effects of wave forces on the dynamic responses of the cylinder are investigated thirdly, whereγ0 = 0.5. The peak displacements on the top of the cylinder under the combined action of earthquakes and waves are denoted by u3max. A dimensionless parameter is introduced as Ru3 = u3max/u2max. Figure 21 shows the history of the relative displacement on top of the cylinder under the combined action of earthquakes and waves under the HECTOR earthquake (ID number 4 in Table 2), where l0 = 0.2, γ0 = 0.5, and H = 40 m. Figure 22 shows the parameters Ru3 versus σ0 for different values of H with l0 = 0.2. Figure 23 shows the parameters Ru3 versus l0 for different values of H with σ0 = 5. The wave forces substantially increase the dynamic responses of the cylinder and this influence increases as σ0 increases and l0 decreases. It can also be seen from Figure 17 that the dynamic responses of the cylinder under the combined action of earthquakes and waves display obvious periodicity.Figure 21
Relative displacement on top of the cylinder under the combined action of earthquakes and waves and under the HECTOR earthquake (ID number 4 in Table2).
(a)(b)Table 2
Details of the ground motion.
ID numberPEER-NGA record informationRecorded motionsRecord seq. numberLowest freq. (Hz.)File names-horizontal recordsPGAmax (g)PGVmax (cm/s.)19530.25NORTHR/MUL0090.526329600.13NORTHRLOS0000.4845316020.06DUZCE/BOL0000.8262417870.04HECTOR/HEC000.344251690.06IMPVALUHDLT2620.353361740.25IMPVALHE111400.3842711110.13KOBENIS0000.5137811160.13KOBE/SHI0000.2438911580.24KOCAELUDZC1B00.36591011480.09KOCAELIARC0000.2240119000.07LANDERSYER2700.2452128480.13LANDERSICLW-LN0.4242137520.13LOMAPICAP0000.5335147670.13LOMAPG030000.56451516330.13MANJILABBAR-L0.5154167210.13SUPERSTIB-ICO000.3646177250.25SUPERSTIB-POE2700.4536188290.07CAPEMENDRIO2700.55441912440.05CHICHICHY1Q1-E0.441152014850.05CHICHITCU045-E0.513921680.25SFERNPELO9O0.2119221250.13FRIULIA-TMZO000.3531Figure 22
The parametersRu3 versus σ0 for different values of H with l0 = 0.2.
(a)(b)(c)Figure 23
The parametersRu3 versus l0 for different values of H with σ0 = 5.
(a)(b)(c)


## 5.4. Dynamic Responses in the Frequency Domain

The effects of the FSI on the frequency responses of the cylinder are investigated in this section, whereH = 40 m and δ0 = 0.Figure24 shows the displacement amplitude of the cylinder on the top with respect to the earthquake frequency in the case of the SSI and FSSI, where l0 = 0.2 and γ0 = 0.5. The frequency responses of the cylinder increase due to the FSI. Figure 25 shows the ratio Ufs/Us with respect to l0 for different values of σ0 with γ0 = 0.5. Figure 26 shows the ratio Ufs/Us with respect to γ0 for different values of σ0 with l0 = 0.2. It can be seen that the ratio Ufs/Us decreases marginally as l0 increases. In general, the dynamic responses of the cylinder increase due to the FSI by approximately 30%∼40%.Figure 24
The displacement amplitude of the cylinder on the top with respect toω with γ0 = 0.5.
(a)(b)Figure 25
The variation in the ratioUfs/Us with respect to l0 for different values of σ0 with γ0 = 0.5.Figure 26
The variation in the ratioUfs/Us with respect to γ0 for different values of σ0 with l0 = 0.2.


## 6. Conclusions

The effects of fluid-structure-soil interaction on the dynamic response of offshore cylinders are investigated by idealizing the cylinder as a uniform beam, replacing the water-cylinder interaction with added mass, and replacing the soil-structure interaction with translational and rotational springs. The earthquake-induced and wave-induced pressure on a circular cylinder are determined by the scaled boundary finite element method. The closed-form expression for the natural frequencies and mode shapes of the system is derived by using the transfer matrix method and the dynamic response of the system under the combined action of earthquakes and waves further obtained and derived by the time integration algorithm. From all the results presented in the present study, the following conclusion can be made:(1)
The SSI decreases the fundamental frequency of the cylinder and the influence increases as the stiffness ratio and height-radius ratio increase and mass ratio decreases. The FSI decreases the fundamental frequency of the cylinder and the influence increases as the width-depth ratio and mass ratio decrease. The SSI has a substantial effect on the vibration mode shapes of the cylinder when the soil stiffness is weak and the FSI has a slight effect on the higher modes.(2)
The SSI increases the displacement of the cylinder and the influence increases as the stiffness ratio and width-depth ratio increase, and the cylinder height decreases. The SSI can decrease the bending moment of the cylinder for slender cylinders with large heights, while it can increase the bending moment of the cylinder for squatty cylinders with small heights.(3)
The FSI increases the displacement and bending moment of the cylinder and the influence decreases marginally with increasing width-depth ratio. It should be noted that the effects of the FSI on the dynamic responses of the cylinder have no obvious tendency as the stiffness ratio increases.(4)
The wave forces can substantially increase the dynamic responses of the cylinder, and the influence increases as the stiffness ratio increases and the width-depth ratio decreases. The wave forces may be the dominant loading in the seismic design of offshore structures for soft soil. Consequently, it is necessary to consider the combined action of earthquakes and waves in the dynamic analysis of offshore structures.Generally, during an earthquake, the wave condition and the soil behaviour will be significantly affected by the ground movement of the earthquake. However, the present model is a simplified model without considering the interaction between the earthquake, wave, and soil. The linear regular wave is only used to investigate the response trends of the circular cylinder subjected to earthquake and wave loadings in the present study. However, a wave subjected to an earthquake cannot be modeled as a linear regular wave in a real scenario. In practical engineering applications, the wave spectrum, such as the JONSWAP spectrum [36] and Pierson-Moskowitz spectrum [37], can be used to define a stationary random sea state caused by wind-generated surface waves. It should be noted that the linear wave model is not sufficient to represent the wave condition during an earthquake, which is usually highly nonlinear. Therefore, the range of applications of the present linear wave model is h/L0 > 0.2 and Hw//h ≤ 0.2 [38]. In future work, we will improve the present model by considering the nonlinear wave force on the cylinder.



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*Source: 4271378-2020-07-28.xml*