Abstract
This paper presents a review of current techniques employed for dynamic analysis of concrete gravity dams under seismic action. Traditional procedures applied in design bureaus, such as the PseudoStatic method, often neglect structural dynamic properties, as well as ground amplification effects. A practical alternative arises with the PseudoDynamic method, which considers a simplified spectrum response in the fundamental mode. The authors propose a selfcontained development and detailed examples of this latter method, including a comparison with finite element models using transient response of fluidstructure systems. It is verified that application of the traditional procedure should be done carefully and limited to extremely rigid dams. On the other hand, the proposed development is straightforward and in agreement with finite element results for general cases where dam flexibility plays an important role.
Keywords:
concrete; gravity dams; dynamic; pseudodynamic; seismic; design
1 INTRODUCTION
The last few years in Brazil have indicated a growing interest in national engineering for earthquakeresistant design. The first design code dedicated exclusively to this type of analysis was approved in 2006 (NBR15421, 2006NBR15421 (2006). Projeto de Estruturas Resistentes a Sismos  Procedimento. Associação Brasileira de Normas Técnicas  ABNT, 2006.). However, computation of earthquake effects in design of special structures, such as concrete dams, aqueducts and nuclear power plants, has being done for decades, although in a simplified form. Noteworthy is the PseudoStatic Method (or Seismic Coefficient Method), where the structural mass is treated as an accelerated rigid body. In this case, the seismic coefficient matches exactly the structural acceleration, which is usually taken as a fraction of gravitational acceleration. Due to its simplistic nature, the PseudoStatic procedure is still widely used in the seismic analysis of structures, although condemned by international codes (FERC, 2002FERC  Federal Energy Regulatory Commission, (2002). “Chapter III Gravity Dams”. In: Federal Energy Regulatory Commission, Office of Hydropower Licensing. Engineering guidelines for evaluation of hydropower projects. Washington.). This type of analysis is usually defined as traditional procedure for seismic design.
In general, the PseudoStatic Method will produce the same results for any given structure with equal mass. That is, both structures will be subjected to the same seismic loading and no consideration will be made in relation to the dynamic properties of both (such as vibration period, for example). As a consequence, dynamic amplification effects are neglected and the response is valid only for infinitely rigid structures.
The traditional procedure is increasingly destined to oblivion. The main reason is the absence of dynamic properties of the structure. In the specific case of concrete dams two major hypotheses govern the problem: (i) fluid is treated as incompressible and (ii) the dam moves with uniform acceleration along its height. The method basis comes from the classic work of (Westergaard, 1933Westergaard, H.M. (1933)  “Water pressures on dams during earthquakes.” Transactions ASCE, 59(8), Part 3, pp. 418472.), published almost 80 years ago. The last decades were marked by new calculation procedures and additional contributions to the legacy of Westergaard. These new procedures, such as the PseudoDynamic Method, require additional complexity in computation of earthquake forces. On the other hand, provide a more coherent representation of dynamic effects.
Alerts regarding the limitations of the traditional procedure are not new. The pioneer work done by (Chopra, 1978Chopra, A.K. (1978)  “Earthquake resistant design of concrete gravity dams.” Journal of the Structural Division, ASCE, Vol. 104, pp. 953971.) pointed practical alternatives to the Seismic Coefficient Method. This same author made a series of works in this area with numerous contributions, such as: interaction effects of damreservoirfoundation system (Fenves and Chopra, 1984Fenves, G. L., Chopra, A. K., (1984). “Earthquake Analysis and Response of Concrete Gravity Dams”, UCB/EERC84/10, Earthquake Engineering Research Center, University of California, Berkeley, 228p.) and participation of higher modes in the dynamic response (Fenves and Chopra, 1985Fenves, G. F., Chopra, A. K., (1985). “Effects of Reservoir Bottom Absorption and DamWaterFoundation Rock Interaction on Frequency Response Functions for Concrete Gravity Dams.” Earthquake Engineering and Structural Dynamics, vol. 13, pp. 1331.). Another prominent work in a similar line is the one given by (Rashed, 1983Rashed, A., (1983). “Dynamic Analyses of FluidStructure Systems”. PhD thesis, California Institute of Technology, Pasadena, California.), who presented damreservoir interaction results for 2D and 3D problems. (Lee and Tsai, 1991Lee, G. C.; Tsai, C. S., (1991). “Time domain analyses of dam reservoir system. I: Exact solution”. In: Journal of Engineering Mechanics, ASCE, vol. 117, no. 9, p. 19902006.) developed a closed form time domain analysis using a simplified geometry of the monolith. The common point of all the works cited above is the wave equation governing the fluid domain. Therefore, damreservoir interaction has been treated as a typical vibroacoustic problem, with development of closed form solutions for the fluid domain, followed by added mass effects applied to the dam.
Many authors have also researched analytical solutions for a wide range of vibroacoustic problems. (Pretlove, 1965Pretlove, A. J., (1965). “Free vibrations of a rectangular panel backed by a closed rectangular cavity”. In: Journal of Sound and Vibration, vol. 2, p. 197209.) analyzed the interaction between a flexible panel and a rectangular cavity. (Xing et al., 1997Xing, J. T.; Price, W. G.; Pomfret, M. J.; Yam, L. H., (1997). “Natural Vibration of a BeamWater Interaction System”. In: Journal of Sound and Vibration, 199(3), p. 491512.) and (Miquel and Bouaanani, 2014Miquel, B., Bouaanani, N., (2014) “Efficient modal dynamic analysis of flexible beamfluid systems”. Applied mathematical modeling, Vol. 39, pp. 99116.) focused on the interaction of beamfluid systems. (Hong and Kim, 1995aHong, K. L.; Kim, J., (1995b). “Analysis of Free Vibration of StructuralAcoustic Coupled Systems. Part II: Two and ThreeDimensional Examples”. In: Journal of Sound and Vibration, 188(4), p. 577600.,bLecrerc, M.; Léger, P.; Tinawi, R., (2000). “CADAM 2000 user´s manual”. versão 1.0.1. Montreal: École Polytechnique de Montreal.) developed a general procedure using invacuum vibration modes (or dry modes) for general 2D and 3D vibroacoustic problems.
In Brazil, the impact of damreservoir related papers in academia was almost zero until the mid2000’s, where the initiative of the Dynamics and FluidStructure Interaction Group (GDFE) at University of Brasilia allowed the dissemination of related work in scientific publications with major results achieved by (Ribeiro, 2006Ribeiro, P. M. V., (2006). Uma Metodologia Analítica para a Avaliação do Campo de Tensões em Barragens Gravidade de Concreto durante Terremotos. 162p. Master Thesis (Mestrado em Estruturas e Construção civil)  Departamento de engenharia civil e ambiental, Universidade de Brasília, Brasília, 2006.), (Silva, 2007Silva, S. F., (2007). “Interação Dinâmica BarragemReservatório: Modelos Analíticos e Numéricos”, PhD thesis (Doutorado em Estruturas e Construção Civil), Publicação E.TD05A/07, Departamento de Engenharia Civil e Ambiental, Universidade de Brasília, Brasília, DF, 220p.) and (Ribeiro, 2010aRibeiro, P. M. V., (2010). “Soluções Analíticas para Cavidades Acústicas Bidimensionais com Aplicação ao Estudo da Interação Dinâmica BarragemReservatório”, PhD thesis. Publicação E.TD004A/10, Departamento de Engenharia Civil e Ambiental, Universidade de Brasília, Brasília, DF, 306p.), among others.
Recent research trends for this problem are currently focused on finding simplified procedures that avoid cumbersome solutions using finite element fluidstructure models and do not suffer from overall limitations of past procedures, devoted mainly to analytical contributions. A work done by (Miquel and Bouaanani, 2010Miquel, B., Bouaanani, N., (2010). “Simplified evaluation of the vibration period and seismic response of gravity damwater systems”. Engineering Structures, Vol. 32, pp. 24882502.) points at this direction, using previous developed procedures as a basis for semianalytical interventions, where previous knowledge is combined with numerical model results. This research follows a similar path. However, described expressions are a result from the last ten years of GDFE research and strongly based on (Ribeiro and Pedroso, 2010Ribeiro, P. M. V., Pedroso, L. J., (2010). “Solution of the dynamic interaction problem between a framed structure and an acoustic cavity using imposed deformation functions at the interface”. Mathematical Problems in Engineering, Research Article, Vol. 2010.) studies for vibroacoustic problems. Therefore, are selfcontained and completely independent from previous developments. Although presented for damreservoir interaction, this proposal can be also extended for general vibroacoustic problems in 2D and 3D.
In the scope of a literature review, this paper presents a comparative study of: (I) the PseudoStatic Method; (II) the PseudoDynamic Method and (III) structural dynamic analyses using finite element fluidstructure models. Results show that the seismic coefficient hypothesis is limited to very specific situations where the dam vibration period is virtually nil. Finally, we propose a selfcontained development to properly represent the dynamic forces acting on a concrete gravity dam.
2 PSEUDOSTATIC OR SEISMIC COEFFICIENT PROCEDURE
(Westergaard, 1933Westergaard, H.M. (1933)  “Water pressures on dams during earthquakes.” Transactions ASCE, 59(8), Part 3, pp. 418472.) pioneered the approach to the damreservoir interaction problem. The basic idea of his procedure was to calculate the hydrodynamic pressure produced by the reservoir due to a horizontal acceleration of the structure (Figure 1a). In this case, the pressure distribution p_{1}(x,y) is obtained by solving the Laplace equation for the boundary conditions shown in Figure 1b, which corresponds to an accelerated rigid boundary in an incompressible reservoir with infinite longitudinal length.
(a)Damreservoir interaction problem; (b) governing equation and boundary conditions for fluid domain.
The solution of the problem illustrated in Figure 1b leads to the equation of hydrodynamic pressures at the damreservoir interface, which represent the forces exerted by the fluid along the dam´s upstream face. In this case, the solution results in an infinite series given by Equations (1) and (2).
Alternatively, (Westergaard, 1933Westergaard, H.M. (1933)  “Water pressures on dams during earthquakes.” Transactions ASCE, 59(8), Part 3, pp. 418472.) established a simplified expression given by Equation (3):
with _{ρf} defining the fluid specific mass.
In addition to hydrodynamic effects, there are also actions arising from the structural inertia. However, this calculation is greatly simplified by the assumption of a uniform acceleration along dam’s height. Therefore, seismic actions (inertia and hydrodynamic forces) in the traditional procedure are set according to the prescribed ground acceleration, which in practice is defined as a seismic coefficient, providing and alternative definition for the Pseudo Static Method. The seismic coefficient value is defined depending on the local seismicity. In current Brazilian practice this term varies between 0.050.10g, where g represents the acceleration of gravity. According (Priscu, 1985Priscu, R. (1985). “Earthquake Eigineering for Large Dams.” 2. ed. Bucaresti: Editura Academiei.), the main disadvantages of this procedure arise from: (i) neglecting structural elasticity, (ii) assuming uniform foundation acceleration over time, (iii) neglecting structural damping and (iv) structural dynamic response.
(Chopra and Chakrabarti, 1971Chopra, A. K., Chakrabarti, P., (1971). “The Koyna Earthquake of December 11, 1967 and the Performance of Koyna Dam”. UCB/EERC71/1, Earthquake Engineering Research Center, University of California, Berkeley, 113p.) investigated the accident at Koyna Dam (India, 1967, during an earthquake of magnitude 6.5), where the dam was designed with a seismic coefficient of 0.05g. The structure showed important cracks in upstream and downstream faces, as well as in locations near camber changes. A sudden break did not occur and no leakage was detected, but the damage was severe, leading to construction of buttresses on the downstream (CEE, 1990Committee on Earthquake Engineering  CEE (1990). Earthquake Engineering for Concrete Dams: Design, Performance, and Research Needs. Washington: National Academy Press.). This event led to a more detailed study of the existing dynamic interaction in this type of problem and has raised questions about the validity of the traditional design procedure. Since then, several studies have been carried out, always with the intention of modernizing calculation procedures.
3 PSEUDODYNAMIC METHOD (RESPONSE SPECTRUM ANALYSIS)
3.1 Method Basis
The first step towards consideration of dynamic response due to earthquake excitation is a response spectrum analysis. This procedure, widely used in seismic analysis of structures (Clough and Penzien, 1993Clough, R. W., Penzien, J., (1993) “Dynamics of Structures”. 2ed., McGrawHill, Inc., New York.), is outlined in Figure 2. When applied to dams, an additional designation comes to the procedure: PseudoDynamic Method (Lecrerc et al., 2000Lecrerc, M.; Léger, P.; Tinawi, R., (2000). “CADAM 2000 user´s manual”. versão 1.0.1. Montreal: École Polytechnique de Montreal.). The objective is the evaluation of the maximum structural response when the dam is subjected to a seismic record. Although a complete response over time or frequency is possible (analysis in the time or frequency domains, respectively), in most practical situations just a maximum response (_{rmax} ) is required. Response spectra are built for each specific event (seismic record), and in some cases, defined by artificial functions. The structural system is associated with a discrete model of a single degree of freedom and the maximum response is calculated based on the undamped vibration period (T) and the corresponding structural damping ratio (ξ).
In general, seismic response spectrum analysis involves the following outputs: maximum relative displacement (_{Sd} ), pseudo velocity (_{Spv} ) and pseudo acceleration (_{Spa} ). The ‘pseudo’ prefixes are derived from simplifications in computation of spectral velocity and acceleration, making them distinct from the actual values of relative speed and total acceleration, respectively. These three quantities have among themselves relations indicated in Equation (4), where ω indicates the undamped natural frequency of the system.
For a given ground acceleration record (Ü), response spectrum construction follows with initial computation of the spectral pseudovelocity. It is noted that (Clough and Penzien, 1993Clough, R. W., Penzien, J., (1993) “Dynamics of Structures”. 2ed., McGrawHill, Inc., New York.):
with t denoting time.
After evaluation of the maximum values of Equation (5), relative displacements and pseudo accelerations are computed and the response spectra can be built. Most design codes provide predefined spectra for earthquakeresistant design (such as Brazilian standard NBR15421, for example). It is worth noting the existence of free software that can perform the previous described tasks for an arbitrary seismic record. SeismoSignal is an example, and will be used in the analyses of this work.
3.2 PseudoDynamic Method
The classic work done by (Chopra, 1978Chopra, A.K. (1978)  “Earthquake resistant design of concrete gravity dams.” Journal of the Structural Division, ASCE, Vol. 104, pp. 953971.) defined an additional step in seismic analysis practice for concrete gravity dams, which was previously limited to the traditional design procedure (PseudoStatic Method). This new approach emerged as an alternative to dynamic analyses, where the use of a computer is required. It is a simplified version of the response spectrum analysis, with evaluation of the maximum structural response in the fundamental mode. On the Pseudo Static Method, the dam is supposed rigid. On the other hand, the Pseudo Dynamic Method now considers a flexible dam interacting with a compressible fluid in the reservoir. Inertial forces and hydrodynamic pressures now depend on two movement components: translational and relative.
The scheme shown in Figure 3 reveals that this procedure involves a contribution neglected in the traditional procedure: relative movement. That is, the Pseudo Static Method is a particular case of the Pseudo Dynamic Method, where the relative component vanishes. This simple observation serves as a warning against scenarios where the traditional procedure is employed. In fact, for flexible structures, structural response can greatly amplify ground acceleration values, with relative component governing the problem.
Evaluation of hydrodynamic pressures on Figure 3a is developed according to the scheme illustrated in Figure 1b, resulting in solutions given by Equations (1) and (2). For Figure 3b an additional scheme is employed, shown in Figure 4, with a vibrating boundary in a continuous governed by the 2D wave equation (and later reduced to Helmholtz equation with frequency ). In this case, the boundary is called flexible (in contrast to the rigid boundary in the traditional procedure) and normalized at y+H. The term Ā denotes boundary acceleration amplitude at this latter position.
The problem shown in Figure 4 has been extensively discussed in (Silva, 2007Silva, S. F., (2007). “Interação Dinâmica BarragemReservatório: Modelos Analíticos e Numéricos”, PhD thesis (Doutorado em Estruturas e Construção Civil), Publicação E.TD05A/07, Departamento de Engenharia Civil e Ambiental, Universidade de Brasília, Brasília, DF, 220p.) and (Ribeiro, 2010Ribeiro, P. M. V., Pedroso, L. J., (2010). “Solution of the dynamic interaction problem between a framed structure and an acoustic cavity using imposed deformation functions at the interface”. Mathematical Problems in Engineering, Research Article, Vol. 2010.) works. The frequency domain solution of hydrodynamic pressures at the interface is given by:
with:
and cdefining the sound velocity in the medium (in water, approximately 1500 m/s).
Once the fluid components are known, the next step consists in construction of dynamic equilibrium equation of the fundamental mode of the system. In this case:
Parameters Xdenotes the relative displacement of the prescribed generalized coordinate at the dam´s crest. Fluid interaction effects are represented by terms Figure 5 helps to identify these terms. and respectively indicate: generalized structural mass, damping, stiffness and seismic participation factor of the fundamental mode of the uncoupled structure. And the term , , related to added mass and additional seismic excitation components, respectively. and
Two distinct paths are provided for evaluation of the generalized parameters shown in Figure 5a: (i) a modal analysis of the structure in any basic finite element software, (ii) simplified expressions such as the ones provided by (Chopra, 1978Chopra, A.K. (1978)  “Earthquake resistant design of concrete gravity dams.” Journal of the Structural Division, ASCE, Vol. 104, pp. 953971.). Additional parameters produced by the fluid, indicated in Figure 5b, are described by Equations (10) and (12).
with the fundamental mode coupled frequency achieved with solution of (11):
Equation (11) is simple in nature, but involves cumbersome term p _{2} which involves an infinite series and it is a function of . Once obtained, this parameter can be replaced in (10) allowing the computation of .. Therefore, evaluation of the fundamental mode coupled frequency is achieved with a transcendental equation for This term is given by a definite integral of
Once the generalized parameters are computed, the analysis of the maximum dynamic response of Equation (9) is performed with the aid of a seismic response spectrum. The goal is to calculate the equivalent seismic forces, which are then applied to an equivalent static analysis. This is the essence of PseudoDynamic Method, where static loadings replace the dynamic effects produced by seismic excitation. One should note that this type of analysis, as its name indicates, does not correspond to a true dynamic analysis, since the time varying nature of the response is neglected (Priscu, 1985Priscu, R. (1985). “Earthquake Eigineering for Large Dams.” 2. ed. Bucaresti: Editura Academiei.).
For empty reservoir scenario the equivalent static load is obtained from (13)(15):
where _{ms} defines the mass distribution along the dam´s height and T is the fundamental period of the structure.
For operational reservoir level scenario:
where _{mf} corresponds to inertial effects produced by the fluid with expression defined by: denotes the fundamental period of the damreservoir system. Additionally,
In summary, the roadmap for application of the PseudoDynamic Method is divided into three basic steps: (I) evaluation of structural generalized parameters; (II) computation of the coupled vibration period USBR, 1976USBR  United States Bureau of Reclamation (1976). “Design of gravity dams”. Denver: United States Department of the Interior  Bureau of Reclamation.). The first approach will be adopted in this paper. Table 1 summarizes the current proposal. and further evaluation of fluid generalized parameters; (III) computation of spectral response, equivalent static loads and subsequent stress and stability analysis. Stress analysis can be performed using the equivalent static loads in a finite element model or by application of those to a simplified method of stress evaluation, such as the Gravity Method (
4 FINITE ELEMENT FLUIDSTRUCTURE MODELS
The numerical solution of a damreservoir interaction problem requires proper discretization of 02 subdomains: fluid and structure. In this paper, the solid is governed by the 2D elasticity equation, while the fluid is represented by the wave equation. Usually a transient analysis involves high computational cost. For this reason, it is common to use a spectral analysis, as indicated in Section 3. These numerical models serve as reference solutions for the simplified procedures, indicating whether the adopted hypotheses are valid or not. An initial step is given by modal evaluation of the damreservoir system. In the latter case the wave equation is replaced by the Helmholtz equation.
In free vibration, the fluidstructure system is governed by the eigenvalue problem given by (22). This is a convenient expression for viewing both domains, as well as coupling terms.
In this case, [_{Ks} ] and [_{Ms} ] represent the stiffness and mass matrices of the structural domain. The same reasoning is also applied for fluid matrices [A] and [B], related to the fluid domain with interaction effects neglected (uncoupled cavity). Finally, [_{Fss} ] and [_{Fsf} ] are defined as coupling matrices for displacement ({d}) and pressure ({p}) degrees of freedom.
Equivalence with the classical representation of structural dynamics allows the following generalization for a transient analysis:
Where [_{Cs} ] and [_{Cf} ] correspond to damping matrices for the structure and fluid, respectively. The action of external forces in the structure is represented by vector {f}.
5 ANALYSIS AND RESULTS
This section presents a comparative study of principal stresses in two concrete gravity dams by three different approaches: (i) PseudoStatic Method (ii) PseudoDynamic Method and (iii) Finite Element Method fluidstructure transient analysis (treated as reference value).
5.1 Analyzed geometries and material properties
Two distinct types of geometries were analyzed: Dam 1 is a short dam and Dam 2 is a moderate height structure. The geometric properties of both structures are shown in Figure 6.
Elastic modulus (E), as well as dynamic analysis cases and vibration periods, are listed in Table 2. Additional material properties, shared by all the described cases, are indicated in Table 3. No structural damping was prescribed.
5.2 Finite Element Numerical Model
The finite element model is developed using ANSYS v.14.5. The structure is meshed with plane strain quadrilaterals of type PLANE42, using linear interpolation functions. Fluid domain consists of acoustic medium quadrilaterals of type FLUID29. Finite elements and corresponding degrees of freedom are depicted on Figure 7. Nodes at the dam´s foundation are restrained in both x and y directions. Boundary conditions for the fluid domain pressures are set as null at the top of the reservoir and the far field domain. Figure 8 illustrates the general scheme used in the discretization and the prescribed boundary conditions.
5.3 Seismic Input Records
The Hollister earthquake, which occurred in 1974 and was recorded at the City Hall station is selected as the earthquake input function (Figure 9). This event, approximately 15 seconds long, was marked by a peak ground acceleration of approximately 0.12g. This latter information is sufficient for the calculation of seismic loadings and stress distribution produced by the PseudoStatic Method, which will be later compared to those obtained on a time domain dynamic analysis.
5.4 Dam 1  Dynamic Analysis Results
Transient dynamic simulations of cases 1A to 1D were performed. Tables 45 and Figure 10 depict the maximum principal stress values (selected over the time domain history), as well as the results obtained using the PseudoStatic Method. Analysis of these results indicates that, in exception of Case 1C, stresses are greatly magnified by dynamic analysis (as shown by the contour values). In Case 1A, for example, tensions in the upstream face are greater than twice the produced by the PseudoStatic Method, as shown by Figure 10. However, an excellent agreement is achieved between the latter method and Case 1C, which is a very rigid dam. In all cases the intensity of principal stresses is negligible.
In the scenario of damreservoir interaction (coupled analysis) stresses are also amplified, as shown by Table 5. These results follow the same pattern described by the previous table, with dam flexibility acting as a key parameter in assessing earthquake response. At this point it should be noted that the time varying nature of ground input described in Figure 9 is completely irrelevant for the PseudoStatic Method.
5.5 Dam 2  Dynamic Analysis Results
Peak responses of maximum principal stresses are given by Tables 67 and Figure 11. Analysis results indicate a strong amplification of ground motion (as shown by contour values). Principal stresses in Case 2A, for example, are almost ten times higher than those obtained with the PseudoStatic Method. Tension magnitude is also relevant, reaching almost 2MPa. Reservoir effects now play an important role, with upstream tension of almost 3MPa at Case 2C.
5.6 Dam 2  Proposed PseudoDynamic Roadmap for Case 2C
Previous results indicate that the traditional procedure may underestimate stress field distribution. In contrast, a full dynamic analysis using a fluidstructure model requires an excessive computational cost. A viable alternative arises in application of the PseudoDynamic Method, using equivalent static loads indicated in Equations (13) and (16). A roadmap for application of this procedure is presented for Case 2C. The first step consists in finite element evaluation of generalized parameters for the uncoupled structure, as shown by Tables 89 (obtained with a modal analysis in ANSYS, fundamental mode). Additionally, an interpolation function is prescribed for horizontal displacements at the upstream face, Equation (24).
The second step is given by evaluation of the coupled fundamental frequency Equation (11). Thus, the solution of the latter equation results in: with the aid of
Substitution of (25a) in (10) and evaluation of (12) provides the coupled structure generalized parameters, shown in Table 10.
As stated previously, the PseudoDynamic Method consists in evaluation of the maximum damreservoir system response. A displacement response spectrum for the earthquake input record shown in Figure 9a is obtained with the aid of Seismosignal software and illustrated in Figure 12.
Analysis of the displacement response spectrum for s provides _{Sd} = 0.012m Additional parameters needed for evaluation of Equation (16) are given by: _{ms} (y) and _{mf} (y). The last two terms are obtained without difficulty with the dam division into a few horizontal sections. In this example, seven divisions are employed and the equivalent load in each of these positions is indicated in Table 11. Traditional procedure results are also presented (PseudoStatic). Different magnitudes of equivalent static loads in both approaches are easily perceived. Once obtained, the loading indicated in Table 11 is applied to an equivalent static analysis of the dam. Table 12 illustrate these results using the PseudoDynamic loads and makes a comparison with the stress distribution resulting from a full dynamic analysis. = 0.245,
Maximum principal stress results for (a) PseudoDynamic Method and (b) Transient fluidstructure finite element model. Units in kPa.
6 CONCLUDING REMARKS
In this paper the analysis of seismic actions in concrete gravity dams was investigated by three different approaches: (1) PseudoStatic Method, (2) PseudoDynamic Method and (3) Dynamic analysis in the time domain. Two geometries were chosen: dams of small height (Dam 1) and moderate height (Dam 2). The choice was deliberate and intended to demonstrate the relationship between ground input and structural properties in assessing the dynamic response. In fact, Dam 1 showed amplification in the stress distribution per variation on its dynamic properties (in this case, the fundamental period). Only on the scenario of vibration period virtually nil there is an equivalence between the results obtained with the traditional procedure and with the dynamic analysis (Table 3). Proof of this is Case 1C, where T = 0.033s. Similar limit had already been established by (Ghrib et al., 1997Ghrib, F.; Léger, P.; Tinawi, R.; Lupien, R. Veilleux, M., (1997)  “Seismic safety evaluation of gravity dams”. In: International Journal on Hidropower & Dams, v. 4, n. 2, p. 126138.). For Dam 1, the observed tensions are of small magnitude and explained by the gap between the fundamental frequency and the dominant range of the seismic spectrum (Figure 9b), which stores characteristics of large amplitudes at low frequencies. On the other hand, Dam 2 (which has a lower fundamental frequency) presented considerable tension values, capable of governing the structural design for concrete tension limits. In some cases, the magnitude of stress values obtained from the dynamic analysis were approximately ten times higher than those obtained in the PseudoStatic Method (Figure 11). However, the authors point to the absence of structural damping, which would lead to smaller amplification values.
As a fluidstructure dynamic analysis requires excessive computational cost, an alternative arises with the use of the PseudoDynamic Method. A detailed example, using generalized parameters from a finite element uncoupled model and fluid parameters from proposed expressions (10)(12) was presented, and results are in agreement with those obtained in a dynamic analysis (Table 12). The major advantage of the proposed solution lies in the fact that any simple finite element code can be applied for solution with this strategy, and complex fluidstructure models are avoided.
The authors hope that the previous results serve as a warning to users of the traditional Seismic Coefficient Method and that they are aware that the hypothesis of a rigid body is unlikely to be met for usual concrete gravity dams (with moderate or tall structures).
Acknowledgments
The authors thank the Brazilian National Research and Development Council  CNPq for the financial resources (grants) received for this work.
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Publication Dates

Publication in this collection
Mar 2017
History

Received
08 Nov 2016 
Accepted
26 Jan 2017