1 Comparative Study on Frequency and Time Domain Analyses for Seismic Site Response Ciro Visone, Filippo Santucci de Magistris University of Molise Structural and Geotechnical Dynamic Laboratory STReGa via Duca degli Abruzzi Termoli (CB) - Italy Emilio Bilotta University of Napoli Department of Hydraulic, Geotechnical and Environmental Engineering via Claudio, 1 Napoli - Italy ABSTRACT In this paper, a comparative study on frequency and time domain analyses for the evaluation of the seismic response of subsoil to the earthquake shaking is presented. After some remarks on the solutions given by the linear elasticity theory for this type of problem, the use of some widespread numerical codes is illustrated and the results are compared with the available theoretical predictions. Bedrock elasticity, viscous and hysteretic damping, stress-dependency of the stiffness and nonlinear behaviour of the soil are taken into account. A series of comparisons between the results obtained by the different computer programs is shown. KEYWORDS: dynamic analyses, local site response, soil damping modelling, finite elements INTRODUCTION Dynamic interaction problems involve the determination of the response of a structure placed in a seismic environment created by an earthquake or some other source such as vibrating machine foundation. Such an environment is defined in terms of free field motion prior to placement of the structure. The spatial and the temporal variation of the free field motion used as input must be such that they satisfy the equations of motions for the free field. They may be obtained from a site response analysis. Thus, a free field solution must be available before a true interaction problem can be solved (Lysmer, 197). Numerical methods is often adopted to predict the behaviour of the geotechnical systems (e.g. retaining walls, pile foundations, embankments, dams) under seismic loadings, both for scientific and practical applications. Dynamic finite element analyses can be considered one of the most complete available tools in geotechnical earthquake engineering for their capabilities to provide indications on the soil stress distribution and deformation/displacements and on the forces acting on the structural elements that interact with the ground (PIANC, 1). However, they require at least a proper soil constitutive model, an adequate soil characterization by means of in situ and laboratory tests and a proper definition of the seismic input. The response of a finite element model is also conditioned by the setting of several parameters influencing the sources of energy dissipation in time-domain analyses. The amount of
2 Vol. 15 , Bund. A damping shown by a discrete numerical system is determined by the choice of the constitutive model (material damping), the integration scheme of the equations (numerical damping), and the boundary conditions. Material damping models the effects of viscous and hysteretic energy dissipations in the soils; numerical damping appears as a consequence of the numerical algorithm of solution of the dynamic equilibrium in the time domain; boundary conditions affect the way in which the numerical model transmits the specific energy of the stress waves outside the domain. Lists of widespread computer codes used to perform 1-D seismic site response analyses are reported by several authors (EPRI, 1991; Kramer, 1996; Lanzo, 5). In this paper, free field conditions are only considered and the results obtained by different numerical codes for various subsoil profiles are compared and discussed. Some suggestions on how to use a FE code to reproduce the free field conditions are given. SUBSOIL PROFILES STUDIED In order to highlight the influence of the various parameters on the site response analyses, different subsoil profiles characterized by an increasing level of heterogeneities were examined, including homogeneous visco-elastic layer, linear elastic layer with stiffness increasing along the depth and nonlinear soil layer. Homogeneous linear visco-elastic layer A homogeneous linear visco-elastic layer (denoted as HOM) based on both rigid and elastic bedrock is considered. The examined subsoil profile and its properties are reported in Figure 1a. For this type of subsoil, the theory of the vertical S-wave propagation in the linear visco-elastic media gives a closed form solution of the problem in the frequency domain. Such a system is completely described by means of its amplification function A(f), defined as the modulus of the transfer function, which is the ratio of the Fourier spectrum of amplitude motion at the free surface to the corresponding spectrum of the bedrock motion. If the properties of the visco-elastic medium (density, ρ or total unit weight of soil, γ; shear wave velocity, V S ; damping ratio, D) and its geometry (layer thickness, H) are known, the amplification function is univocally defined. For a soil layer on rigid bedrock, the amplification function (Roesset, 197) is: () A f = = cos F + cos π 1 H V s ( DF) 1 = HD f f + π V s (1) where F is the frequency factor, defined as F = ω H/V S = πf H/V S. For a given linear visco-elastic stratum and a given seismic motion acting at the rigid bedrock, the motion at the free surface can be easily obtained from the amplification function. First, the Fourier spectrum of the input signal is computed. Then, this function is multiplied by the amplification function and finally the motion is given by the inverse Fourier transform of the previous product.
3 Vol. 15 , Bund. A 3 Figure shows its graphical representation in the amplification ratio vs. frequency plane, assuming the adopted soil layer parameters. The two vertical dashed grey lines remark the first and the second natural frequencies of the system. In the previously listed hypotheses, the n-th natural frequency f n and the maximum amplification ratio A max,n of the layer can be computed by means of the following approximated relationships: f n ωn VS = ( n 1) () π H A V S max,n = (3) ( n 1) πd HDωn Shear Wave Velocity, V S (m/s) Shear Modulus, G (MPa) Profile HOM Profile SDS Discretized profile SDS Profile HOM Profile SDS Discretized profile SDS H = m γ = 1.1 kn/m 3 ρ = 1 kg/m 3 D = % Profile SDS G = G (1+ az) m a = m =.5 Profile SDS V S = V S (1+ az) m V SH / V S = 1 V Sav = m/s a = m =.5 a) b) c) Figure 1: Examined subsoil profiles: a) Physical properties; b) Shear wave velocity profiles; c) Shear modulus profiles Amplification Ratio st Natural Frequency f 1 = 5.65 Hz nd Natural Frequency f 1 =.95 Hz Frequency (Hz) Figure : Amplification function for homogeneous visco-elastic layer on rigid bedrock.
4 Vol. 15 , Bund. A Linear elastic layer with stiffness increasing along the depth A soil stiffness profile cannot be usually represented by a single value of the shear modulus G. In a soil layer, the stiffness increases with the effective mean stress p, hence with the depth. Assuming a linear law to describe the evolution of the shear modulus G with the depth z (power exponent m = 1/): m ( 1+ az) = G ( 1 az) G = G + () and a constant value of the density ρ, the shear wave velocity profile has the following equation: S S m ( 1+ az) = V ( 1 az) 1 V = V + (5) In the equation (5) V S indicates the shear wave velocity V S on the free surface and a is a coefficient which represents the level of heterogeneity. Figure 1 plots the stiffness, the shear wave velocity and the damping ratio profiles for the subsoil profile (denoted as SDS, Stress Dependent Stiffness profile). The discretized profiles adopted in the analyses are reported in the same figure. Nonlinear soil layer It is well-known that both the shear modulus and the damping ratio depend on the shear strain level. To describe the decay of the shear modulus and the increase of the damping ratio, different curves were proposed in literature for various types of soils (Hardin and Drnevich, 197; Vucetic and Dobry, 1991). In this study, average values curves for sand and gravel as proposed by Seed and Idriss (197) were assumed. Figure 3 shows their graphical representations. The evolution of the initial shear modulus with the depth is the same described for the SDS profile. Different strategies were proposed to account for soil non-linearity using numerical methods. Here, the equivalent linear approach, as proposed by Idriss and Seed (196) and implemented in the EERA code (Bardet et al., ), the nonlinear hysteretic model, as developed by Iwan (1967) and Mroz (1967) (IM model) and implemented in the NERA code (Bardet and Tobita, 1), and the modified nonlinear hysteretic model (Hashash and Park, 1) and implemented in the DEEPSOIL code (Hashash et al., ) were used in the dynamic nonlinear analyses. S 1 5 G/G max..6.. Shear Modulus Damping ratio Calculated damping ratio 3 1 Damping ratio, D (%) Shear strain, γ (%) Figure 3: Shear modulus (continuous line) and damping ratio (dashed line) curves assumed and calculated from IM model (dash-dot line).
5 Vol. 15 , Bund. A 5 Seismic input motions In numerical computation, the earthquake loading is often imposed as an acceleration time-history at the base of the model. To highlight the influence of the input motion on the nonlinear seismic response of a soil layer, two earthquake signals were considered. The first is the WE component of the accelerometer registration at Tolmezzo Station for the main shock of the earthquake of Friuli (Italy) on May 6th, 1976, denoted as TMZ-7. The data were sampled at Hz for a total number of 779 registration points. The horizontal peak acceleration, equal to.315 g, was reached at the time t=3.935 s. Most of the energy is included into a frequency range between. and 5 Hz, with a predominant frequency of 1.5 Hz. The Arias intensity is 1. m/s and the significant duration (Trifunac and Brady, 1975) is.9 s. The time-history of acceleration and the Fourier spectrum of amplitude are reported in Figure. The second is the WE component of the accelerometer registration at Sturno Station for the main shock of the earthquake of Irpinia (Italy) on November 3rd, 19, denoted as STU-7. The sampling frequency is Hz for a total number of registration points. The horizontal peak acceleration, equal to.31g, was reached at the time t = s. The predominant frequency is. Hz. The Arias intensity and the significant duration are 1.39 m/s and 15. s, respectively. The acceleration time-history and the Fourier spectrum of amplitude are plotted in Figure Acceleration (g). -. b) a) Fourier Amplitude (g-sec) Time (sec) Frequency (Hz) Figure : TMZ-7 Seismic input signal: a) acceleration time-history; b) Fourier spectrum...5 Acceleration (g). -. b) a) Fourier Amplitude (g-sec) Time (sec) Frequency (Hz) Figure 5: STU-7 Seismic input signal: a) acceleration time-history; b) Fourier spectrum.
6 Vol. 15 , Bund. A 6 BRIEF DESCRIPTION OF THE USED NUMERICAL CODES In the present research, four numerical codes were used to perform the site response analyses for the subsoil profile previously described. In the following a brief description of each code is reported. EERA code EERA (Bardet et al., ) stands for Equivalent-linear Earthquake site Response Analysis. It is a modern implementation of the well-known concepts of the equivalent linear site response analysis that was first implemented in the SHAKE code (Schnabel et al., 197). The input and output are fully integrated with the spreadsheet program MS-Excel. This code permits to perform frequency domain analyses for linear and equivalent linear stratified subsoils. The bedrock can be modelled as rigid, if the option inside is selected in the Profile spreadsheet of the program, or as elastic, by assigning its properties to the last layer and selecting the option outcrop in the Profile spreadsheet. In order to transform the signal from the outcropping rock to the bedrock, placed at the bottom of the soil layer, EERA applies a suitable transfer function to the input signal. NERA code NERA (Bardet and Tobita, 1) stands for Nonlinear Earthquake site Response Analysis. It allows solving the 1-D vertical shear wave propagation in a nonlinear hysteretic medium in the time domain. The constitutive model implemented in NERA is that proposed by Iwan (1967) and Mroz (1967), IM model, which simulates nonlinear stress-strain curves using a series of n mechanical elements, having different stiffness k i and sliding resistance R i. The IM model assumes that the hysteretic stress-strain loop follows the Masing rules. For this reason, the damping ratio curves directly derive from the G/G max (γ) curves and, then, they cannot be defined independently as in the case of the equivalent linear model. Therefore, the damping ratio curves that derive from the IM model are shown and compared with the assumed curves in the previously presented Figure 3. The central difference method is used to perform the 1-D time domain analyses by adopting a finite difference formulation. PLAXIS code PLAXIS (Brinkgreve, ) is a commercial finite element code that allows performing stress-strain analyses for various types of geotechnical systems. An earthquake analysis can be performed by imposing an acceleration time-history at the base of the FE model and solving the equations of motion in the time domain by adopting a Newmark type implicit time integration scheme. DEEPSOIL code DEEPSOIL (Hashash et al., ) is a program for the one-dimensional site response that performs analyses in the frequency (linear and equivalent linear) and in the time (linear and nonlinear) domains.
7 Vol. 15 , Bund. A 7 The code has a graphical user-interface that allows selecting the modes/frequencies of the viscous damping formulation and the nonlinear soil parameters. The modified hyperbolic model (Hashash and Park, 1) implemented in the code permits to account for stress- and strain- dependency of the soil behaviour by means of an appropriate definition of the model parameters that can be simply done by using a fitting curve procedure fully automated in the program. The 1-D time domain analyses are performed by using a Newmark (1959) method to solve the dynamic equations of the motion on a lumped mass scheme. For saturated subsoils, the program allows also conducting wave propagation analysis with pore water pressure generation and dissipation. The used version of the code is the DEEPSOIL v.3.5 Beta. NUMERICAL RESULTS AND DISCUSSIONS For the assumed subsoil profiles and for the seismic input motions presented in the previous sections, different analyses were conducted to highlight the influence of some numerical parameters. Here, the results obtained from linear analyses for the homogeneous profile (HOM) and for the stress-dependent soil stiffness profile (SDS) are shown. Then, the use of the equivalent linear approach for time domain analyses with the PLAXIS code is presented and the results are compared with those obtained from the frequency domain analyses performed with the EERA code. Finally, the comparisons between the ground motion estimations provided by the different numerical codes are discussed. Sources of energy dissipation in the time domain analyses In a dynamic finite element analysis different sources of energy dissipation exist: material damping, which includes viscous and hysteretic soil damping, numerical damping, arising from the adopted time integration scheme, and energy dissipation at the boundaries. Visone et al. (1) extensively discussed this topic. In this subsection the main issues are summarized. For a linear elastic material, the area bounded by stress-strain loops is zero and then, there is not hysteretic damping. However, laboratory tests (e.g. Hardin and Drnevich, 197; Tatsuoka et al. 197) have clearly shown the presence of damping at very small strains, too. Numerically, this problem can be overcome by introducing viscous dashpots embedded within linear elastic elements. In most dynamic FE codes, such viscous damping is simulated according to the well-known Rayleigh formulation. The damping matrix C is assumed to be proportional to the mass matrix M and the stiffness matrix K by means of two coefficients, α R and β R such as: C = α M + β K (6) R Different criteria exist to evaluate the Rayleigh coefficients (see for instance Hashash and Park, ; Lanzo et al., ; Park and Hashash, ). The dynamic response of a system is significantly affected by the choice of these parameters. R In the PLAXIS code, the Rayleigh damping formulation is implemented and the values of α R and β R can be estimated with the system of equations: * α R + βrωni = ωnid (7) in which D* is the assumed value for the damping ratio and ω ni are two circular natural frequencies of the subsoil.
8 Vol. 15 , Bund. A In the numerical implementation of dynamic problems, the formulation of the time integration algorithm is an important factor for stability and accuracy of the calculation process. Explicit and implicit integration are two commonly used time integration schemes. In the FE code Plaxis D v.. (Brinkgreve, ), the Newmark type implicit time integration scheme is implemented. Within this method, the displacement and the velocity of any point at time t+δt are expressed respectively as: u 1 t + Δt t t t t+δt = u + u Δt + α N u + α Nu Δt () t t+δt [( 1 β ) u + β u ] Δt t Δt t u + = u + (9) The coefficients α N and β N control the accuracy of the numerical time integration. They can be chosen by following the Newmark HHT modification scheme (Hilber et al., 1977) as: N ( 1+ γ) N α N = (1) 1 β N = + γ (11) where the value of γ belongs to the range [, 1/3]. By assuming γ> the efficiency of the calculation is improved, but a numerical source of damping is introduced into the model. The choice of boundary conditions influences the amount of energy dissipation due to the wave propagation in the ground. The position of the boundary and the kind of mechanical constraints should reproduce, at best, the energy transmission outwards the computation domain. Viscous adsorbent boundaries based on the method described by Lysmer and Kuhlemeyer (1969) are a rather widespread procedure. In this case, normal and tangential stress components adsorbed at the boundary location are: σ = c ρv u () n 1 P n τ = c ρv u (13) S t where ρ is the density of the material, V P and V S are the compression and shear wave velocities, u n and u t are the normal and tangential components of the velocity, c 1 and c are relaxation coefficients. Some suggestions exist in literature for the choice of these parameters. The numerical model sketched in Figure 6 of a simple soil column with vertical fixities on the lateral boundaries and total fixities at the bottom was used to calibrate the damping parameters in the time domain analyses. When a more complex constitutive law, such as elastic-plastic models, or geometry configuration should be analyzed, the soil column is not suitable for the calculation. In these cases, a FE configuration for the dynamic analyses could be that sketched in Figure 7. The region of interest is constituted only by the central domain. The two lateral domains, characterized by a coarse mesh, to reduce the computational costs, and a tapered input motion, have the aim to minimize the spurious effects of reflection on the boundaries. In spite of higher calculation time respect to other silent boundary conditions (Ross, ), such a solution allows minimizing the boundaries effects.
9 Vol. 15 , Bund. A 9 B H = m Kγz Kγz KγH ax(t) KγH Figure 6: Sketch of the used FE model for the calibration of the damping parameters. Linear analyses for the HOM profile In order to show the influence of the different sources of the energy dissipation on the seismic response of the FE models and to highlight the choices for a good numerical modelling procedure, linear frequency and time domain analyses were performed and compared for the elementary case of the homogeneous elastic layer laying on both rigid and elastic bedrock. B B/ B/ H Lateral Domain Coarse Mesh Region of interest Refined Mesh Lateral Domain Coarse Mesh ax =. ax = 1. ax =. Figure 7: Sketch of the FE model with the adopted silent lateral boundaries. In the following, the results of the calculations are presented. Rigid bedrock As above mentioned, for the HOM profile lying on a rigid bedrock, the amplification function assumes an analytical expression, reported in the Equation (1). The results of the linear frequency and time domain analyses performed by EERA and PLAXIS codes, respectively, are shown in Figure, in terms of amplification function (Figure a) and maximum acceleration profiles (Figure b,c). The dynamic finite element computations were conducted by using the soil column model (Figure 6) and adopting a constant average acceleration scheme (γ = ). The calculation time-step dt is taken equal to.5ms to respect the accuracy condition suggested by Brinkgreve (). The Rayleigh damping parameters were calculated according to the system (7) taking the first (f 1 = 5.65 Hz) and the second (f =.95 Hz) natural frequencies of the layer. As expected, the curves given by the two types of analyses are the same. The standard setting of the PLAXIS code for time integration is a damped Newmark scheme with γ =.1, that corresponds to α N =.35 and β N =.6. In order to quantify the numerical dissipation due to the time integration scheme, further analyses were conducted for other homogeneous layers with various
10 Vol. 15 , Bund. A 1 values of thickness, damping ratio and shear wave velocity. The results have suggested the following relationship for the formulation of the modal damping of the system: 1 α R D n = ξn = + ( βr + γ dt) ωn (1) ωn Equation (1) represents the extension of the Rayleigh damping formulation to take into account the numerical dissipation when a damped Newmark integration scheme is used. Amplification Ratio 3 1 a) Frequency Domain Analyses Time Domain Analysis Rayleigh Damping α R = 1.65 β R =.1 Numerical Damping γ =. dt =.5 s Frequency (Hz) Rayleigh Damping α R = 1.65 β R =.1 Numerical Damping γ =. dt =.5 s b) Rayleigh Damping α R = 1.65 β R =.1 Frequency domain analysis Numerical Damping γ =. dt =.5 s c) Frequency Domain Analysis Time Domain Analysis Maximum Acceleration (g) Maximum acceleration (g) Figure : Comparisons between numerical and reference solutions: a) amplification functions; b) maximum acceleration profiles for TMZ-7 input motion; c) maximum acceleration profiles for STU- 7 input motion. Figure 9 shows the validity of the adopted material and numerical damping formulation for the HOM profile laying on rigid bedrock. As a matter of fact, the results of the time domain analysis coincides with those of the frequency domain analysis. Elastic bedrock If the bedrock is rigid, its motion is not affected by the presence of the overlying soil. It acts as a fixed end boundary. Any downward-travelling waves in the soil is completely reflected back toward the ground surface by the rigid layer, thereby trapping all of the elastic wave energy within the soil layer.
11 Vol. 15 , Bund. A 11 Frequency Domain Analysis Time Domain Analysis Frequency Domain Analysis Time Domain Analysis Amplification Ratio 3 1 Rayleigh Damping α R = 1.65 β R =.11 Numerical Damping γ =. dt =.5 s b) a) Rayleigh Damping α R = 1.65 β R =.11 Numerical Damping γ =. dt =.5 s Frequency (Hz).. 1. Maximum Acceleration (g) Figure 9: Comparisons between frequency and time domain analyses using TMZ-7 seismic motion for a combination of numerical and Rayleigh damping parameters according to Equation (1): a) amplification functions; b) maximum acceleration profiles. In a time domain analysis, the rigid bedrock is simply modeled imposing an acceleration (or velocity or displacement) time-history at the base of the numerical model, as shown in the previous subsection. If the rock is elastic, however, downward-travelling stress waves that reach the soil-rock boundary are reflected only partially; part of their energy is transmitted through the boundary to continue travelling downward through the rock. If the rock extends to great depth, the elastic energy of these waves is effectively removed from the soil layer. This is a form of radiation damping and it causes the free surface motion amplitudes to be smaller than those for the case of rigid bedrock. For a uniform visco-elastic soil layer based on an elastic rock, the amplification function cannot be expressed in a very compact form. The expression of the maximum amplification ratio A max,n in correspondence of the natural frequencies of the layer is (Roesset, 197): A max, n 1 (15) 1 ( n 1) π + D I in which I = ρ R V SR /ρ S V S indicates the impedance ratio between the seismic impedances of the rock ρ R V SR and of the soil ρ S V S. In a time domain analysis, the presence of an elastic bedrock can be modelled by imposing a force time history rather than a base motion at the bottom of the soil layer. The continuity of the stresses along the rock-soil boundary requires that the shear stress in the rock side is equal to the shear stress in the soil side. For this reason, the motion of an elastic bedrock is usually specified by adopting a shear stress time history τ(t). It can be simply obtained by the motion expected at the outcropping rock in terms of velocity time-history u () t by means of the relationship (Tsai, 1969): () t = ρ R V u () t τ () where ρ R and V SR are the mass density and the shear wave velocity of the elastic bedrock. Another way to specify the motion of an elastic bedrock at the bottom of a FE model is to run a frequency domain analysis by applying the seismic signal at the outcropping rock and then computing the time-history of acceleration at the interface between the soil layer and the rock (called inside in the EERA code). Such time history accounts for the shear stress transmission between the bedrock and the layer and can be directly applied to the lower boundary of the FE mesh. This approach is used here. SR
12 Vol. 15 , Bund. A Figure 1 shows the results evaluated by the EERA (frequency domain) and PLAXIS (time domain) codes for the HOM layer lying on an elastic bedrock characterized by the properties given in Table 1. Table 1: Elastic bedrock parameters used in the analyses The linear time domain analyses was performed by using the constant average acceleration scheme (γ = ) and adopting the same abovementioned values of the Rayleigh damping parameters (α R =1.65; β R = ). The input motions for these types of analysis are constituted by the inside bedrock acceleration time histories calculated by the EERA code, both for TMZ-7 and STU-7 seismic signals. As expected in the linear elasticity field, the amplification functions, defined as the ratio of the ground surface and outcropping rock motions, are the same for the two input signals. The analytical values of the maximum amplification ratio computed by means of the Equation (15) are reported and compared with the numerical values in the same figure. Little differences between numerical and analytical solutions can be noted, both for the 1 st and the nd vibration mode. The natural frequencies (f 1 = 5.6 Hz; f =.9 Hz) of the layer are very similar to the corresponding for the case of rigid bedrock (f 1 = 5.65 Hz; f =.95 Hz). It can also be noted the smaller amplification of the motion respect to the cases of rigid bedrock (see Figure ). 5 Frequency domain analyses Time domain analyses Analytical Values (Equation 15) Amplification ratio 3 1 a) Frequency (Hz) b) Input motion TMZ-7 Frequency domain analysis Maximum acceleration (g)
13 Vol. 15 , Bund. A 13 Frequency domain analysis c) Input motion STU Maximum acceleration (g) Figure 1: Comparisons between frequency and time domain linear analyses for HOM profile lying on elastic bedrock: a) amplification functions; b) maximum acceleration profiles for TMZ-7 input motion; c) maximum acceleration profiles for STU-7 input motion. Linear analyses for the SDS profile Linear analyses have been conducted in the frequency domain for TMZ-7 using the EERA code and the results were used as reference solution for the PLAXIS analyses. The latter were performed both on the elastic column (Figure 6) and on the FE mesh of a layer in Figure 7. The values of the Rayleigh damping coefficients (α R = 1.; β R =.1x1 - ) were arbitrarily evaluated by choosing as targets the 1 st natural frequency of the layer, f 1, and the average value (f + f 3 )/, where f and f 3 are the nd and the 3 rd natural frequency of the subsoil. The numerical damping was assumed equal to zero. Figure 11 shows the results obtained for the soil column and for the layer. Only around the third natural frequency of the layer, some differences can be noted on the amplification functions. Instead, the maximum acceleration profiles are in very good agreement. This shows the effectiveness of the adopted lateral boundary conditions. Amplification ratio 3 1 a) Frequency domain analysis (Soil column Fig. 6) (FE model Fig.7) Frequency (Hz) b) Frequency domain analysis (Soil column Fig. 6) (FE model Fig. 7) Maximum acceleration (g) Figure 11: Comparisons between soil column (Figure 6) and stratum with the adopted lateral boundary conditions (Figure 7) for the SDS profile (TMZ-7 seismic input motion): a) amplification functions; b) maximum acceleration profiles.
14 Vol. 15 , Bund. A 1 Equivalent-Linear analyses for SDS profile To model the nonlinearity of the soil stress-strain response under cyclic loadings, the first and the most common method is the equivalent linear approach (Idriss and Seed, 196) implemented in EERA. The PLAXIS code would not permit to carry out equivalent linear analyses. To perform such kind of calculation, the domain needs to be divided into sublayers and a different material shall be specified for each sublayer. Therefore, a possible solution is to run preliminarily an equivalent linear analysis by means of the EERA code, which performs an automatic iterative procedure. The final profile of G(z) and D(z) calculated by EERA can be then used to define the material parameters in PLAXIS (Bilotta et al., 7; Visone et al., 1). In Figure the initial shear modulus and the damping ratio profiles are plotted together with those derived from the EERA analysis that constituted the input profiles for the Plaxis code. Also, the adopted values for the Rayleigh damping parameters are indicated. The procedure was adopted for both TMZ-7 and STU-7 input signals. The results obtained by the numerical analyses using the equivalent linear approach in the frequency and in the time domains are plotted in Figure 13. The used time integration scheme is the constant average acceleration (γ = ) and the Rayleigh parameters of each sublayer are evaluated according to the Equation (1). The 1 st and the 3 rd natural frequencies of the subsoil, reported in Table, are assumed as target frequencies. Calibrating the numerical parameters for the time domain analyses on the basis of the results of the frequency domain, the two types of equivalent linear approaches give similar ground motion estimations, especially in terms of maximum acceleration profiles. Table : Assumed target frequencies, f 1 and f, for the evaluation of Rayleigh damping parameters - SDS profile. The peaks of the amplification functions evaluated with the FE code are close to the corresponding values of EERA, especially near to the target frequencies. These results showed that, as previously specified, the values of the soil parameters defined for each sublayer are consistent with the level of strain induced by the seismic motion. Nonlinear analyses for SDS profile It is well known that equivalent linear approach is computationally convenient and provides reasonable results, especially for the seismic ground response, but it remains an approximation to the actual non-linear processes (Kramer, 1996). An alternative approach is to analyze the actual nonlinear response of a soil deposit using direct numerical integration in the time domain.
15 Vol. 15 , Bund. A 15 Shear Modulus, G (MPa) 1 3 Damping ratio, D (%) Lin EqLin TMZ-7 EqLin STU-7 Lin EqLin TMZ-7 EqLin STU-7 a) b) Rayleigh α-parameter, α R 6 Rayleigh β-parameter, β R Lin EqLin TMZ-7 EqLin STU-7 Lin EqLin TMZ-7 EqLin STU-7 c) d) Figure : Profiles of soil parameters adopted in the equivalent linear analyses: a) Shear moduli; b) Damping ratios; c) Rayleigh α-parameters; d) Rayleigh β-parameters The NERA and the DEEPSOIL codes allow solving the 1-D wave propagation problems in non-linear media. The analyses are performed in the time domain and the implemented constitutive models are the previously presented IM model (see.), for NERA, and the modified hyperbolic model (Hashash and Park, 1), for DEEPSOIL. These programs were used to analyze the problem of the vertical propagation of S-waves into the nonlinear SDS profile lying on both rigid and elastic bedrock and to compare the results with those obtained adopting the equivalent linear approach. Figure 1 shows the maximum acceleration profiles and the response spectra computed by means of the EERA, the NERA and the DEEPSOIL codes adopting the shear modulus and the damping ratio curves plotted in Figure 3 for the case of rigid bedrock. Both of TMZ-7 and STU-7 input motions were used in the calculations. In the NERA code, the boundary condition of the rigid bedrock at the bottom of the soil layer was simulated by using a very high value of rock seismic impedance. The model parameters for the DEEPSOIL analyses were evaluated by fitting the soil data with the procedure implemented in the program. It can be noted the smaller values of the maximum accelerations at surface
16 Vol. 15 , Bund. A given by the two types of nonlinear analyses respect to the corresponding values of the equivalent linear approach. 1 Frequency domain analysis 1 Frequency domain analysis Amplification ratio 6 a) Amplification ratio 6 c) Frequency (Hz) Frequency (Hz) Frequency domain analysis b) d) Frequency domain analysis.. 1. Maximum acceleration (g).. 1. Maximum acceleration (g) Figure 13: Comparisons between equivalent linear frequency domain (EERA) and time domain (PLAXIS) analyses for SDS profile: amplification functions (a) and maximum acceleration profiles (b) for TMZ-7; amplification functions (c) and maximum acceleration profiles (d) for STU-7. Rigid bedrock Rigid bedrock Input motion TMZ-7 Equivalent linear FD analysis - EERA Nonlinear TD analysis NERA Nonlinear analysis TD DEEPSOIL Input motion STU-7 Equivalent linear FD analysis - EERA Nonlinear TD analysis NERA Nonlinear analysis TD DEEPSOIL.. 1. Maximum acceleration (g).. 1. Maximum acceleration (g) In particular, the lower values of the maximum acceleration are those predicted by the NERA code that, instead, conducts to the higher values for the deeper sublayers, near to the bedrock. It can also be seen the higher values of the spectral acceleration into the range.1 1s, that corresponds to the range of frequencies 1 1Hz, where the frequency contents of the input signals are concentrated.
17 Vol. 15 , Bund. A 17 For the periods lower than.1s, hence, for high frequencies, the equivalent linear approach provides smaller spectral acceleration values. The same qualitative results were obtained for the case of the elastic bedrock, as can be deduced from the Figure 15. Spectral acceleration (g) 6 Rigid bedrock Input motion TMZ-7 Equivalent linear FD analysis EERA Nonlinear TD analysis NERA Nonlinear TD analysis DEEPSOIL Spectral acceleration (g) 6 Rigid bedrock Input motion STU-7 Equivalent linear FD analysis EERA Nonlinear TD analysis NERA Nonlinear TD analysis DEEPSOIL Period (sec) Period (sec) a) b) Figure 1: Seismic site response computed by the codes EERA (equivalent linear analyses), NERA and DEEPSOIL(nonlinear analyses) for the SDS profile lying on rigid bedrock: a) TMZ-7 input motion; b) STU-7 input motion. Elastic bedrock Elastic bedrock Input motion TMZ-7 Equivalent linear FD analysis - EERA Nonlinear TD analysis NERA Nonlinear analysis TD DEEPSOIL Input motion STU-7 Equivalent linear FD analysis - EERA Nonlinear TD analysis NERA Nonlinear analysis TD DEEPSOIL Spectral acceleration (g) Maximum acceleration (g) Elastic bedrock Input motion TMZ-7 Equivalent linear FD analysis EERA Nonlinear TD analysis NERA Nonlinear TD analysis DEEPSOIL Spectral acceleration (g) Maximum acceleration (g) Elastic bedrock Input motion STU-7 Equivalent linear FD analysis EERA Nonlinear TD analysis NERA Nonlinear TD analysis DEEPSOIL Period (sec) Period (sec) a) b) Figure 15: Seismic site response computed by codes EERA (equivalent linear analyses), NERA and DEEPSOIL(nonlinear analyses) for the SDS profile lying on elastic bedrock: a) TMZ-7 input motion; b) STU-7 input motion
18 Vol. 15 , Bund. A 1 CONCLUSIONS One-dimensional nonlinear ground response analyses provide a more accurate characterization of the true nonlinear soil behaviour than equivalent-linear procedures, but the application of nonlinear codes in practice has been limited, which results in part from poorly documented and unclear parameter selection and code usage protocols. In this paper, the linear frequency domain solutions were used to establish guidelines for the evaluation of the sources of energy dissipation related to dynamic FE analyses. The calculations performed by using PLAXIS code have shown the effectiveness of the adopted numerical modelling choices, both for the estimation of the Rayleigh damping parameters, taking into account the numerical dissipation for a modified Newmark time integration scheme, and for the lateral boundary conditions, to minimize the spurious effects due to the waves reflection. The obtained results encourage to use of such suggestions every time seismic finite element analyses should be performed on various types of geotechnical system (e.g. retaining walls, pile foundations, tunnels, etc.). Also, the specification of the base shaking in the numerical analyses was discussed. When the input motion is recorded at the ground surface (e.g., at a rock site) the full outcropping rock motion should be applied to an elastic base having a stiffness appropriate for the underlying rock (Kwok et al., 7). In some FE codes, as in PLAXIS, the signal filtering to transform the input motion from the outcropping to the inside rock is not implemented. Then, it is proved here that, to simulate an elastic bedrock under a FE model, the input signal can be simply transformed from outcrop to inside by using other codes (e.g., EERA code) and applying the filtered signal at the bottom of the model. Finally, the soil nonlinear behaviour was considered. First, the equivalent linear approach implemented in the EERA code was used to calibrate the numerical parameters of the FE models developed in PLAXIS. Then, nonlinear analyses adopting NERA and DEEPSOIL codes were performed and the results are compared with those obtained by the equivalent linear approach. For the examined profile, equivalent linear method gives higher values of the maximum acceleration at surface than the nonlinear analyses. This can be attributed to the larger amplification of the motion components characterized by frequencies close to the predominant frequencies of the adopted seismic motions. REFERENCES 1. Bardet J.P., Ichii K. and Lin C.H. () EERA: a computer program for Equivalent-linear Earthquake site Response Analyses of layered soil deposits, University of Southern California, Los Angeles.. Bardet J.P., Tobita T. (1) NERA: a computer program for Nonlinear Earthquake site Response Analyses of layered soil deposits, University of Southern California, Los Angeles. 3. Bilotta E., Lanzano G., Russo G., Santucci de Magistris F., Silvestri F. (7) Methods for the seismic analysis of transverse section of circular tunnels in soft ground. Workshop of ERTC - Evaluation Committee for the Application of EC Special Session XIV ECSMGE, Madrid, Patron Ed., Bologna.. Brinkgreve R.B.J. () Plaxis D version A.A. Balkema Publisher, Lisse. 5. EPRI, Electric Power Research Institute (1991) Soil response to earthquake ground motion, NP-577, pp. 93
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20 Vol. 15 , Bund. A. PIANC (1) Seismic Design Guidelines for Port Structures, Working Group n.3 of the Maritime Navigation Commis-sion, International Navigation Association, Balkema, Lisse, 7 pp. 5. Roesset, J.M. (197). Fundamentals of Soil Amplification, in Seismic Design for Nuclear Power Plants, ed. R.J. Hansen, The MIT Press, Cambridge, MA, pp Roesset J.M. (1977) Soil Amplification of Earthquakes, in Numerical Methods in Geotechnical Engineering, Ed. Desai C.S., Christian J.T. - McGraw-Hill, pp Ross M., () Modeling Methods for Silent Boundaries in Infinite Media, ASEN : Fluid-Structure Interaction, University of Colorado at Boulder.. Schnabel, P. B., Lysmer, J., and Seed, H. B. (197) SHAKE: a computer program for earthquake response analysis of horizontally layered sites, Report n EERC7-, University of California at Berkeley. 9. Seed H.B., and Idriss I.M. (197) Soil moduli and damping factors for dynamic response analyses, Report ERC 7-1, Earthquake Engineering Research Center, University of California, Berkeley 3. Tatsuoka F., Iwasaki T., Takagi Y. (197) Hysteretic damping of sands and its relation to shear modulus, Soils and Foundations, 1(), Trifunac M.D. and Brady A.G. (1975) A study of the duration of strong earthquake ground motion, Bulletin of the Seismological Society of America, 65, Tsai N.C. (1969) Influence of local geology on earthquake ground motions, PhD Thesis, California, Institute of Technology, Pasadena. 33. Visone C., Bilotta E., Santucci de Magistris F. (1) One-dimensional round response as a preliminary tool for dynamic analyses in geotechnical earthquake engineering, Journal of Earthquake Engineering, 1 (1), in print. 3. Vucetic M., and Dobry R. (1991) Effects of the soil plasticity on cyclic response, ASCE, Journal of Geotechnical Engineering Division, 117, 1 1 ejge
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