Open access peer-reviewed chapter

# Space-Time Finite Element Method for Seismic Analysis of Concrete Dam

Written By

Vikas Sharma, Akira Murakami and Kazunori Fujisawa

Submitted: October 5th, 2019 Reviewed: February 26th, 2020 Published: March 31st, 2020

DOI: 10.5772/intechopen.91916

From the Edited Volume

## Dam Engineering

Edited by Zhongzhi Fu and Erich Bauer

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## Abstract

Finite element method (FEM) is the most extended approach for analyzing the design of the dams against earthquake motion. In such simulations, time integration schemes are employed to obtain the response of the dam at time tn+1 from the known response at time tn. To this end, it is desirable that such schemes are high-order accurate in time and remain unconditionally stable large time-step size can be employed to decrease the computation cost. Moreover, such schemes should attenuate the high-frequency components from the response of structure being studied. Keeping this in view, this chapter presents the theory of time-discontinuous space-time finite element method (ST/FEM) and its application to obtain the response of dam-reservoir system to seismic loading.

### Keywords

• space-time FEM
• seismic response
• concrete dam
• time-integration
• earthquake simulation

## 1. Introduction

During an event of earthquake stability of dams is of paramount importance as their failure can cause immense property and environmental damages. When dam-reservoir-foundation system is subjected to the dynamic loading it causes a coupled phenomenon; ground motion and deformations in the dam generate hydrodynamic pressure in the reservoir, which, in turn, can intensify the dynamic response of the dam. Moreover, spatial-temporal variation of stresses in the dam-body depends on the dynamic interactions between the dam, reservoir, and foundation. Therefore, it becomes necessary to use numerical techniques for the safety assessment of a given dam-design against a particular ground motion.

Dynamic finite element method is the most extended approach for computing the seismic response of the dam-reservoir system to the earthquake loading [1]. In this approach finite elements are used for discretization of space domain, and basis functions are locally supported on the spatial domain of these elements and remain independent of time. Furthermore, nodal values of primary unknowns depend only on time. Accordingly, this arrangement yields a system of ordinary differential equations (ODEs) in time which is then solved by employing time-marching schemes based on the finite difference method (FDM), such as Newmark-βmethod, HHT-αmethod, Houbolt method, and Wilson-θmethod.

In dynamic finite element method (FEM), it is desirable to adopt large time-steps to decrease the computation time while solving a transient problem. Therefore, it is imperative that the time-marching scheme remains unconditionally stable and higher order accurate [1]. In addition, it should filter out the high frequency components from the response of structure. To achieve these goals, Hughes and Hulbert presented space-time finite element method (ST/FEM) for solving the elastodynamics problem [2]. In this method, displacements uand velocities vare continuous in space-domain, however, discontinuous in time-domain. Li and Wiberg incorporated the time-discontinuity jump of displacements and velocities in the total energy norm to formulate an adaptive time-stepping ST/FEM [3]. ST/FEM, so far, has been successfully employed for solving linear and nonlinear structural dynamics problems [4, 5], moving-mass problems [6], and dynamical analysis of porous media [7], among other problems.

However, for elastodynamics problem, ST/FEM, yields a larger system of linear equations due to due to the time-discontinuous interpolation of displacement and velocity fields. Several efforts have been made in the past to overcome this issue; both explicit [8] and implicit [9] predictor-multi-corrector iteration schemes have been proposed to solve linear and nonlinear dynamics problems. Recently, to reduce the number of unknowns in ST/FEM, a different approach is taken in which only velocity is included in primary unknowns while displacement and stresses are computed from the velocity in a post-processing step [4, 10]. To this end, the objective of the present chapter is to introduce this method (henceforth, ST/FEM) in a pedagogical manner. The rest of the chapter is organized as follows. Sections 2 and 3 deal with the fundamentals of time-discontinuous Galerkin method. Section 4 describes the dam-reservoir-soil interaction problem, and Section 5 discusses the application of ST/FEM for this problem. Lastly, Section 6 demonstrates the numerical performance of proposed method and in the last section concluding remarks are included.

## 2. Time-discontinuous Galerkin method (tDGM) for second order ODE

Consider a mass-spring-dashpot system as depicted in Figure 1. The governing equation of motion is described by the following second order initial value problem in time.

d2udt2+2ζωndudt+ωn2u=ftt0Tu0=u0du0dt=v0E1

where uutis the unknown displacement, ftis the external force acting on the system. Further, u0and v0are the prescribed initial values of the displacement and velocity, respectively. Damping ratio ζand the natural frequency of vibration ωnof the system are related to the mass m, stiffness of the spring k, and damping coefficient cby:

ωn=k/m,ζ=c2mωn=c2mkE2

In what follows, this second order ODE will be utilized to discuss the fundamental concepts behind time-discontinuous Galerkin methods (henceforth, tDGM).

### 2.1 Two-field tDGM

In two-field tDGM (henceforth, uv-tDGM), both displacement (u) and velocity (v) are treated as independent primary variables and interpolated by using the piecewise polynomials. Both uand vare discontinuous at end-points (i.e., tnand tn+1) of time-slab In=tntn+1. However, uand vremain continuous inside In, and approximated by piecewise polynomials (refer, Figure 2). Therefore, discontinuity occurs at discrete times belonging to a set t0t1tN. The jump discontinuity in time for uis denotes by

un=un+unE3

where

un+=limε0ut+ε,un=limε0utεE4

are the discontinuous values of uat time t=tn. By recasting Eq. (1) into a system of two first-order ODEs one can obtain,

dvdt+2ζωnv+ωn2u=ftt0TE5
dudtv=0t0TE6
u0=u0,v0=v0E7

The weak-form of the uv-tDGM can be stated as: find uhlhand vhlh, such that for all δuhlhand δvhlh, and for all n=0,,N1Eq. (8) holds.

Inδvhdvhdt+2ζωnvh+ωn2uhftdt+δvhtnvhn+Inδuhduhdtvhdt+δuhtnuhn=0E8

where lhdenotes the collection of polynomial with order less than or equal to l. It is worth noting that the presence uhnand vhncorrespond to the weakly enforced initial condition for the uand v, respectively. Further, since the selection of δuhand δvhis arbitrary one can depict Eq. (8) as,

Inδvhdvhdt+2ζωnvh+ωn2uhftdt+δvhtnvhn=0E9
Inδuhduhdtvhdt+δuhtnuhn=0E10

Eq. (10) denotes that, in uv-tDGM, displacement-velocity compatibility relationship is satisfied in weak form.

### 2.2 Single field tDGM

To decrease the number of unknowns in comparison to those involved in uv-tDGM, displacement-velocity compatibility condition (cf. Eq. 6) can be explicitly satisfied and velocity can be selected as primary unknown. Henceforth, this strategy will be termed as v-tDGM. In v-tDGM, vis continuous in In, but discontinuity occurs at the end-points tn,tn+1. Further, uis computed in a post-processing step by integration of v, therefore, uremains continuous in time 0T.

The weak form of the v-tDGM reads: Find vhlhsuch that for all δvhlh, and for all n=0,,N1Eq. (11) holds.

Inδvhdvhdt+2ζωnvh+ωn2uhftdt+δvhtnvhn=0E11

Note that Eqs. (9) and (11) are identical, however, in former, uhis an independent variable and, in later, it is a dependent variable which will be computed by using following expression.

uht=utn+tntvhτE12

Let us now focus on the discretization of weak-form (cf. Eq. (11)) by using the locally defined piecewise linear test and trial functions,

vh=T1vn++T2vn+1δvh=T1δvn++T2δvn+1E13
uht=un+vn+Δtn21T12+vn+1Δtn2T22E14

where

T1θ=1θ2T2θ=1+θ2,θ11.E15

Accordingly, Eq. 11 transforms into following matrix-vector form.

121111vnvn+1++2ζωnΔtn62112vnvn+1++ωn2Δn2243153vnvn+1+=Jext1Jext2ωn2Δtnun211+vn0E16

where Jext1and Jext2are given by

Jext1=InT1ftdtJext2=InT2ftdt

## 3. Numerical analysis of tDGM

In this section, numerical analysis of the tDGM schemes, (viz. uv-tDGM and v-tDGM) for the second order ODE will be performed. To assess the stability characteristics and temporal accuracy of these schemes, classical finite difference techniques will be used ([11], Chapter 9). In this context, it is sufficient to consider the following homogeneous and undamped form of Eq. (1):

d2udt2+ωn2u=0,u0=u0,du0dt=v0,t0TE17

### 3.1 Energy decay in v-tDGM

In this section it will be shown that v-tDGM is a true energy-decaying scheme. Consider Eq. (17) which represents the governing equation of a spring-mass system. The total energy (sum of kinetic and potential energy) of the system remains constant because damping and external forces are absent in the system.

TEuv12v2+12ωn2u2=constantE18

Consider the time domain 0Tand corresponding Ntime-slabs; Intntn+1for n=0,1,N1. Let the uand vat time t0=0be given by u0+=u0=u0,and v0+=v0=v0,respectively. Furthermore, the uand vat time tN=Tare denoted by uNand uN, respectively.

Accordingly, it can be shown that

TEuNvN=TEu0v012n=0N1vhn2

or

TEuNvNTEu0v0

This shows that v-tDGM is an energy decaying time integration algorithm, in which the total energy during any time step, TEuNvN, is always bounded from above by the total energy at the first time-step (i.e., TEu0v0).

To assess the energy dissipation characteristics of v-tDGM, Eq. (17) is solved with ωn=2π, u0=0, and v0=1.0m/s. The undamped time period T0of the sinusoidal motion is 1.0second, and the total time duration of simulation is T=50seconds. Figure 3a depicts the time history graphs of the normalized total energy (i.e., TEuv/TEu0v0) computed by using v-tDGM with different time step sizes. Further, to visualize the effect of energy-dissipation displacement-velocity phase diagram is plotted in Figure 3b. For present problem, phase-diagram should be an ellipse. The presence of energy dissipation in the numerical algorithm, however, decreases the total energy which results in shortening of the radius of ellipse. From these plots it is evident that the dissipation of energy decreases as the time-step size decreases which also indicates that the jump discontinuity in time decreases with time-step size.

### 3.2 Stability characteristics of v-tDGM

In this section, to study the stability characteristics of v-tDGM, Eq. (17) is considered. The matrix-vector form corresponding to this problem is given by

121111vnΔtnvn+1+Δtn+Ω2243153vnΔtnvn+1+Δtn=vnΔtn0Ω2un2Ω2un2,E19

where Ω=ωnΔtn. Subsequently, eliminating vn+in Eq. (19),

un+1vn+1Δtn=AΩunvnΔtn,E20

where Ais the amplification matrix given by,

AΩ=Ω430Ω2+72Ω4+6Ω2+726Ω2+72Ω4+6Ω2+726Ω472Ω2Ω4+6Ω2+7230Ω2+72Ω4+6Ω2+72.E21

To investigate the stability of v-tDGM one should look into the eigenvalues of A(here, denoted by λ1and λ2). Let the modulus of λbe denoted by λ=λλwith λdenoting the complex conjugate of λ. Accordingly, the spectral radius of Acan be described by ρA=maxi=1,2λiA. It can be easily shown that v-tDGM satisfies all criteria for the spectral stability [11, Chapter 9]: (a) ρ1, (b) eigenvalues of Aof multiplicity greater than one are strictly less than one in modulus. It proves that v-tDGM is an unconditionally stable time-marching scheme (for more details, readers are referred to [4]).

### 3.3 High-frequency response of TDG/FEM

Figure 4 plots the frequency responses of ρAfor v-tDGM. It is evident that ρ1which proves that present algorithm is unconditionally stable. The v-TDG/FEM, however, cannot attenuate spurious high-frequency contents since ρ=1(see Figure 4). However, v-tDGM provides negligible attenuation in the small frequency regime as ρis close to one in this regime.

### 3.4 Accuracy of v-tDGM

In [4], it is shown that uin Eq. (20) satisfies the following finite difference stencil.

un+12a1un+a2un1=0,E22

where a1=TraceA/2and a2=detA. Let us now denote the exact solutions by utand vt. Then the local truncation error τtcorresponding to Eq. (22) at any time tbecomes

ut+Δt2a1ut+a2utΔt=Δt2τtE23

Subsequently, by expanding ut+Δtand utΔtabout tby using Taylor series, and by using Eq. (17), it can be proved that v-tDGM is consistent and third order accurate, i.e., τt172Δt3[4]. Accordingly, one can use the Lax equivalence theorem to prove the convergence of the algorithms.

A direct consequence of the convergence is that the solution of Eq. (17) can be given by following expression [1]:

un=expζ¯Ω¯tnΔtk1cosΩ¯tnΔt+k2sinΩ¯tnΔtE24

with

Ω¯=arctana2a12a1ζ¯=12Ω¯lna2E25

where ζ¯denotes the algorithmic damping ratio, Ω¯is the frequency of the discrete solutions, and the coefficients k1and k2are determined by the displacement and velocity initial conditions.

Further, to investigate the accuracy of v-tDGM, algorithmic damping ratio, which is a measure of amplitude decay, and relative frequency error ΩΩ¯/Ω¯, which is a measure of relative change in time period, are plotted in Figure 5. From Figure 5a it can be observed that ζis comparable with the HHT-αscheme, however, it is significantly smaller than the uv-tDGM. It is evident that the Houbolt and Wilson-θmethods are too dissipative in the low-frequency range, therefore, these algorithms are not suitable for the long-duration numerical simulations. Furthermore, v-tDGM has smallest frequency error which can be attributed to its third order accuracy (refer, Figure 5b). It can be stated that these characteristics of v-tDGM, such as very low numerical dispersion and dissipation, third-order accuracy, and unconditional stability, make this scheme suitable for long-time simulations. However, at present, the only possible drawback to this method is its incapability to attenuate the spurious high-frequency components.

## 4. Statement of problem

A dam-reservoir-soil (DRS) system which is subjected to the spatially uniform horizontal (a1gt) and vertical (a2gt) component of ground motion is depicted in Figure 6. Reservoir domain contains linear, inviscid, irrotational, and compressible fluid and solid domain (dam and underlying soil) is treated as isotropic, homogeneous, linear elastic material. Computation domain of soil (Ωs) and fluid (Ωf) are obtained by prescribing the viscous boundary conditions at the artificial boundaries [10]. Let Γffand Γfbe the free surface and upstream artificial boundary of fluid domain. Γfsf, Γfdf, Γfdsand Γfssdenote the fluid-soil, fluid-dam, dam-fluid and soil-fluid interfaces, respectively. Further, the outward unit normal vectors to the fluid and solid boundary are given by nsand nf, respectively.

Further, hydrodynamic pressure distribution in the reservoir is modeled by the pressure wave equation,

1c22pt22p=0inΩft0T,E26

with following initial and boundary conditions.

px0=0;px0t=0inΩfatt=0E27
pxt=0onΓfft0TE28
pnf=ρfvtnfonΓfdfΓfsft0TE29
pnf=1cpt+1cptonΓft0TE30

In Eq. (26), 2denotes the Laplace’s operator, pxtdenotes the hydrodynamic pressure in the water (in excess of hydrostatic pressure) and cdenotes the speed of sound in water. Eq. (29) denotes the time dependent boundary condition at fluid-dam and fluid-soil interface, respectively, where ρfis the mass density of fluid, and vis the velocity of solid domain (i.e., dam or soil). Eq. (30) is due to the viscous boundary condition at the upstream truncated boundary of reservoir. The first term in this equation corresponds to an array of dashpots placed normal to the truncated boundary Γf, and the second term is due to the free-field response of reservoir.

Let us now consider the initial-boundary value problem of the solid domain which is described by,

ρs2ut2sρsb=0inΩst0T,E31
uxt=gxtonΓgt×0T,E32
σns=honΓ+ΓfdsΓfsst0T,E33
ux0=u0x,utx0=v0xinΩsatt=0.E34

Furthermore, following time dependent boundary conditions will be considered in Eq. (33):

σns=cvvv+σnsonΓLΓRE35
σns=chv+2chvinonΓBE36
σns=phx+p(xt)nsonΓfdsΓfssE37

In addition, solid domain is considered to be an isotropic, homogeneous, linear elastic material with

σij=λεkkδij+2μεij,E38
εij=12uixj+ujxi.E39

In Eqs. (31)(34), ρs, u, σ, b, g, h, u0and v0, denote mass density, displacement, Cauchy’s stress tensor (positive in tension), externally applied body force density, prescribed displacement, external surface traction, initial value of displacement and velocity, respectively. Eq. (37) represents time varying boundary condition due to the hydrostatic, phx, and hydrodynamic, pxt, pressure of impounded water acting on the dam-fluid and fluid-soil interface. Furthermore, In Eqs. (35)(37), vand σare the velocity and the stress due to the free-field response of unbounded soil domain. In addition, ΓL, ΓR, and ΓBrepresent left, right and bottom truncated boundaries of soil domain, respectively. In Eqs. (35) and (36), first term corresponds to the Lysmer and Kuhlemeyer viscous boundary condition. Physically, it represents a series of dashpots placed at the truncated boundaries of soil domain in parallel and normal directions (see Figure 6b). Further, these terms facilitate the absorption of outgoing scattered wave motion and attempt to model the radiation damping due to the semi-infinite soil domain. Where cvand chare the damping coefficients matrices for the dashpots placed at vertical and horizontal truncated boundaries:

cv=ρscL00ρscT,ch=ρscT00ρscL,E40

in which, cLand cTare the speed of longitudinal wave (P-wave) and transverse wave (S-wave) in the unbounded soil domain, respectively. Lastly, in Eqs. (38) and (39), λand μare the Lame parameters, and δijis the Kronecker delta function.

## 5. Space-time finite element method

Recently, ST/FEM is employed to solve dam-reservoir-soil interaction problem [10] in which the resultant matrix-vector form is given by

K11fQ1+K12fQ212HfV1+12HfV2=J1fE41
K21fQ1+K22fQ212HfV1+12HfV2=J2fE42
K11sV1+K12sV2+3Δtn224HsQ1+Δtn224HsQ2=J1sE43
K21sV1+K22sV2+5Δtn224HsQ1+3Δtn224HsQ2=J2sE44

where Q1and Q2represent the spatial nodal values of auxiliary variable q=p/tat time tn+and tn+1, respectively. Similarly, V1and V2are the spatial nodal values of velocity field at time tn+and tn+1, respectively (for more details see [10]).

Further, In Eqs. (41) and (42),

K11f=12Mf+3Δtn224Kf+Δtn3Cf,E45
K12f=12Mf+Δtn224Kf+Δtn6Cf,E46
K21f=12Mf+5Δtn224Kf+Δtn6Cf,E47
K22f=12Mf+3Δtn224Kf+Δtn3Cf,E48

where

Mf=ΩfNTN1c2dΩE49
Kf=ΩfNNTdΩE50
Cf=ΓfNTN1cdsE51

denote mass matrix, diffusion matrix, and viscous boundary at the upstream truncated boundary, respectively. The fluid-solid coupling matrix Hfis given by,

Hf=ΓfsfΓfdfNTNρfnfdsE52

and right hand side spatial nodal vectors in Eqs. (41) and (42) becomes,

J1f=MfQ0Δtn2KfP0+Δtn3CfQ1+Δtn6CfQ2E53
J2f=Δtn2KfP0+Δtn6CfQ1+Δtn3CfQ2E54

where Q0and P0correspond to the nodal values of qand pat time tn, and Q1and Q2are the free field hydrodynamic response of reservoir at time tnand tn+1, respectively.

In Eqs. (43) and (44),

K11s=12Ms+3Δtn224Ks+αΔtn3Ms+βΔtn3Ks+Δtn3Cs,E55
K12s=12Ms+Δtn224Ks+αΔtn6Ms+βΔtn6Ks+Δtn6Cs,E56
K21s=12Ms+5Δtn224Ks+αΔtn6Ms+βΔtn6Ks+Δtn6Cs,E57
K22s=12Ms+3Δtn224Ks+αΔtn3Ms+βΔtn3Ks+Δtn3Cs,E58

in which Ms, and Ksare the mass and stiffness matrix for the solid domain [12], αand βare the coefficients of Rayleigh damping, and matrix Csis due to the dashpots placed at truncated boundaries of soil domain which has the form,

Cs=Cvs+Chs=c11v00c22v+c11h00c22hE59
ciiv=ΓLΓRciivNTNdsi=1,2nosum,E60
ciih=ΓBciihNTNdsi=1,2nosum,E61

the solid-fluid coupling matrix,

Hs=ΓfssΓfdsNTNnsds,E62

and right hand side spatial nodal vectors is given by,

J1s=MsV0Δtn2KsU0+2Δtn3ChsV1in+2Δtn6ChsV2in+Δtn3CvsV1+Δtn6CvsV2+Δtn2F1ext+Δtn2F1Δtn2HsPh+P0,E63
J2s=Δtn2KsU0+2Δtn6ChsV1in+2Δtn3ChsV2in+Δtn6CvsV1+Δtn3CvsV2+Δtn2F2ext+Δtn2F2Δtn2HsPh+P0,E64

where U0, V0, and P0are spatial nodal values of u, v, and pat time tn, Phis nodal values of hydrostatic pressure, and F1extand F2extare nodal force vector due to external body forces at time tnand tn+1, respectively,

Faext=1+1ΩhsTaNρsbdΩ.E65

Further, the force vector Fa=1,2is due to the free-field stress at the vertical viscous boundaries of soil domain [13], and described by,

Fa=1,2=1+1ΓLΓRTaNσnsds.E66

Lastly, nodal values of displacement and pressure field at time tn+1are computed by following expression in a post-processing step.

U2=U0+Δtn2V1+V2E67
P2=P0+Δtn2Q1+Q2E68

## 6. Numerical examples

In this section, ST/FEM with block iterative algorithm has been employed to study the response of the concrete gravity dam to the horizontal earthquake motion (see [10]). In the numerical modeling two cases are considered; (i) dam-reservoir (DR) system, in which foundation is considered to be rigid, and (ii) dam-reservoir-soil (DRS) system, in which the foundation is an elastic deformable body.

Figure 7 depicts the physical dimensions of the dam-reservoir system. Length of the reservoir in upstream direction is 200m, and length of the soil domain in horizontal and vertical direction is 440m and 150m, respectively. For the dam, elastic modulus, E, mass-density, ρs, and Poisson’s ratio, ν, are 28.0GPa, 2347.0kg/m3, and 0.20respectively, and for the foundation, E=40.0GPa, ρ=2551.0kg/m3, and ν=0.20. Material damping in the solid domain is modeled by Rayleigh damping with ξ=5%viscous damping specified for the foundation and dam separately.

Figure 8 represents the accelerogram (horizontal component) recorded at a control point on the free surface; the maximum and minimum values of acceleration are 396.7Gal (at t=15.19s) and 449.6Gal (at t=14.82s), respectively. Further, numerical simulations are performed for a total time duration of 45s with a uniform time step size Δt=0.01. Time history graphs of acceleration at the crest of the dam in DR and DRS systems are plotted in Figure 9 where it can be seen that the deformation characteristics of underlying foundation significantly decreases the responses for dam. To this end, absolute maximum value of horizontal and vertical component of acceleration obtained for DRS are 1489.89Gal and 597.47Gal, respectively, and for the DR system these values are equal to 3897.10Gal and 1274.65Gal. In addition, Fourier spectrum of time-series of acceleration at the crest indicates that in the case of DRS there is a significant decay in the amplitudes and an elongation of time period as compare to the DR system.

Interestingly, in both cases, it is observed that the critical location for pressure is at the base of the dam. Figure 10 presents the evolution of p, maximum principle tensile and compressive stresses with time at this location. It is clearly visible that dynamic interactions between the dam-reservoir and the deformable underlying ground significantly lower the hydrodynamic pressure and maximum stresses in the dam. Lastly, the hydrodynamic pressure field and deformed configuration of dam (magnified 500 times) in the DRS system at time t= 18.02 s and t= 18.08 s are presented in Figure 11.

## 7. Conclusions

In this chapter, novel concepts of time-discontinuous Galerkin (tDGM) method is presented. A method called v-tDGM is derived to solve second order ODEs in time. In this method velocity is the primary unknown and it remain discontinuous at discrete times. Thereby, the time-continuity of velocity is satisfied in a weak sense. However, displacement is obtained by time-integration of the velocity in a post-processing step by virtue of which it is continuous in time. It is demonstrated that the present method is unconditionally stable and third-order accurate in time for linear interpolation of velocity in time. Therefore, it can be stated that the numerical characteristics of the v-ST/FEM scheme, therefore, make it highly suitable for computing the response of bodies subjected to dynamic loading conditions, such as fast-moving loads, impulsive loading, and long-duration seismic loading, among others.

Subsequently, ST/FEM is used to compute the response of a dam-reservoir-soil (DRS) system to the earthquake loading while considering all types of dynamic interactions. An auxiliary variable qrepresenting the first order time derivative of the pressure is treated as the primary unknown for the reservoir domain. Similarly, velocity vis the primary unknown for the solid domain. Both vand qare interpolated such that they remain discontinuous at the discrete times. Hydrodynamic pressure and displacements are the secondary unknowns in the present formulation which are computed by time integration of qand v, respectively. It is concluded that the dynamic interactions between the dam-reservoir system and the underlying deformable foundation significantly dampen the seismic response of the dam and the reservoir and elongate the time period of the acceleration response of the dam.

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Written By

Vikas Sharma, Akira Murakami and Kazunori Fujisawa

Submitted: October 5th, 2019 Reviewed: February 26th, 2020 Published: March 31st, 2020