Parameters values of the regression laws estimated for all the four kinds of soil.
1. Introduction
The design of structures resistant to seismic events is an important field in the structural engineering, because it reduces both the loss of lives and the economic damages that earthquakes can produce. The accuracy and the robustness of the design of structures resistant to seismic events are still not completely guaranteed. In order to define rules in the design codes to design earthquakeresistant structures, several scholars have investigated the probability of a seismic event to occur in a specific location and its characteristics, like the intensity and the return time (e.g. frequency). Indeed, the return time and the characteristics of the earthquakes occurring in a given area determine the dynamic loads exciting a structure built in that area for its whole lifetime. The structural response to ground motion is function of the seismological parameters of the area where the earthquake occurs and the structure is built, in addition to the kind of structure. The earthquake characteristics related to the seismological parameters that strongly influence the structural response are the earthquake intensity, the rupture type and the epicentral distance. This leads to define the seismic dynamic loads exciting a structure as function of these seismological parameters. Unfortunately, the seismological parameters are not very useful in structural design. Instead, peak amplitude, frequency content, energy content and duration of the event are the characteristics of the earthquakes useful to structural design.
To design strategic or complex structures and infrastructures resistant to earthquakes, the analysis of the dynamic timehistory response of the structure to earthquake records is preferred to the response spectrum analysis. Indeed, the dynamic timehistory response provides temporal information of the structural response that is essential in nonlinear analysis of some kind of structures to estimate their level of damage. Some design codes indicate the use of real records of earthquake ground motions as input of the dynamic timehistory analysis of the structural response. Unfortunately, the selection of natural earthquake accelerograms that adhere to some criteria, such as the response spectrum for some design scenarios, is difficult. Indeed, the number of occurred earthquakes recorded in a specific area or with some characteristics is often not sufficient, because a wide set of accelograms is required for the design of earthquakesresistant structures. To overcome this difficulty some design codes allow the use of modified natural records (with changes either in the time domain or in frequency domain) or synthetic accelerograms in the dynamic time historyanalysis of the structural response. Unlikely, other design codes preclude the use of artificial accelerograms for the dynamic timehistory analysis of the structural response because of the difficulty to generate accelograms that adhere to criteria for some design scenarios [1]. The approach based on the natural accelerograms is prevailing, since a real recorded accelerogram properly processed is undeniably a realistic representation of the ground shaking that is occurred in a particular seismological scenario. On the other hand, the recorded accelerogram represents a past seismic event occurred in a specific area and not a future event that will occur in that area and cannot be predicted because of stochastic nature of the seismic ground motions. This is a further reason to generate artificial accelerograms for the structural design on the basis of a stochastic model.
Several scholars have proposed different methods to generate the synthetic accelograms, but nowadays no model is indicated in the design codes to generate the artificial records of seismic ground motions. Moreover, the design codes that allow the use of artificial accelograms prescribe that the mean response spectrum of the synthetic earthquake records has to match a given response spectrum within a given tolerance.
The complex nature of the release of seismic wave, their propagation in soil and the unpredictability of the earthquake occurrence make the stochasticbased approach the most suitable to model the earthquake ground motion. In that sense the earthquake occurring in a specific area is modelled as a stochastic process, so each recorded seismic ground motion is defined as a sample function of that stochastic process. The artificial accelerograms are also sample functions of the stochastic process modelling the earthquake occurring in that area: they represent the possible future seismic events. For this reason in the design phase of a complex structure the structural response to these artificial accelerograms is calculated.
The stochastic process modelling the seismic events occurring in an area is defined through the characteristics of the strong ground motions recorded in that area. Several scholars have presented methods to define the stochastic model to describe the seismic ground motion and simulate artificial earthquake records. Firstly, stationary filtered white noise model have been proposed to describe and simulate earthquakes [2, 3]. The most known of these models is the Kanai–Tajimi model [4, 5]. Some scholars have modified this model [6] or have proposed stationary multifiltered white noise models, as the CloughPenzien model [7]. The stationary filtered white noise models catch only the main frequency of the seismic waves that excite the structure and the bandwidth of the stochastic process. The stationary stochastic models generate artificial accelograms with constant amplitude, while the amplitude of the real accelograms is timevarying. To overcome this limit, several scholars have proposed nonstationary filtered white noise models to simulate the seismic ground motions. This kind of earthquake models is obtained from the product of a filtered stationary White Noise process and an envelope function dependent on the time (figure 1). In literature there are several different envelope functions: the research of a reliable envelope function to model the ground motion intensity has been the goal of many studies. Some of these functions are simple and deterministic, like the one proposed by Bolotin [1], others are complex. Jangid [8] has given an overview of different envelope functions. The main feature that distinguishes the envelope functions proposed in literature is its shape: it describes the temporal evolution of the amplitude of the ground shake (trapezoidal, double exponential, lognormal, etc.). The envelope functions have simple parametric forms and the values of the parameters are estimated from some characteristics of the earthquake records available for a specific area, like the duration of the strong ground motion, the energy of the seismic event and the kind of soil. Some studies have proposed envelope functions correlated with seismological parameters [9, 10, 11]. Unfortunately, these parameters are not significant and useful for the structural design. Previously Baker [12] has proposed a correlation of the ground motion intensity parameters used to predict the structural and geotechnical response.
In order to reproduce the temporal variation of the frequencies of the seismic input shaking the structure, evolutionary nonstationary stochastic model have been proposed. In these complex models the parameters of the stationary filtered stochastic process have a temporal variation. The temporal evolution of the frequency content of the accelograms is due to the different velocity of the P waves, S waves and surface waves that are released in the epicentre of the earthquake [13].
This study presented in this chapter proposes a new simple and effective deterministic envelope function that correlates the temporal variation of the amplitude of the seismic records to the most significant seismological parameters of the ones used in structural design: the PGA and the kind of soil. The shape of the proposed envelope function is based on the Saragoni and Hart’s (SH) exponential function [14] with three parameters determined through an energetic criterion. This shape of the envelope function gives a very good agreement with the selected timehistories, as a numerical analysis shows hereafter. The proposed envelope function is calculated through a new procedure composed by two stages. In the first stage a deterministic preenvelope mean function that is the real envelope of a set of selected earthquake records is estimated. The values of the two parameters of the envelope function for each selected accelerograms are estimated through an identification procedure. In the second stage a regression law for each parameter is estimated to generalize the results and to obtain values of the parameters of the envelope function useful in the seismic engineering.
The identification procedure of the parameters of the Modified Saragoni and Hart’s function proposed here is based on the continuous energy release of the earthquake measured through the Arias Intensity (AI).
2. Stationary filtered stochastic process modelling earthquakes
As said in the introduction, a filtered stationary White Noise (WN) process
This filter is a linear second order one, so the Power Spectral Density (PSD) function of the filtered WN is
where
where
3. Envelope function definition
A Stationary stochastic process
Each sample function of this nonstationary stochastic process is a synthetic accelerograms. The envelope function
where
From the solution of the eq. (7) the parameters
Replacing the parameters
where
and its mean value in stochastic terms is
where
Replacing the envelope function (10) in the expression (13), that expression becomes
wher
while
The dimensionless ratio
4. Numerical procedure to evaluate the parameters of the preenvelope functions
This section presents the identification procedure used to estimate the values of the parameters η and t_{m} that better characterize each of the selected real accelerograms of the PEER Next Generation Attenuation database.
The ground motion records of the PEER Next Generation Attenuation database that have been used in this study match the following criterion: the site where the seismic event is recorded has an average shear wave velocity in the top 30 meters comprised in four ranges according to the EC8 (BC classes) and the NERPH classification (CD classes) corresponding to stiff and soft soil respectively. The ground motion records of the PEER Next Generation Attenuation database are more than 7000 and half of them match this criterion. Further, the ground acceleration records of both the horizontal directions are used: for each selected accelogram of the database the weighted squared root of the sum of the squared east–west and north–south components is calculated and after it is used to estimate the preenvelope mean function and the PGA used in the procedure proposed here.
The values of parameters
The ratios of the equation to minimize are functions of the total duration time of the earthquake accelerogram
where
The identification of the parameters of the preenvelope function is applied to each selected earthquake record of the PEER Next Generation Attenuation database. The selected earthquakes records of the PEER Next Generation Attenuation database and their identified parameters
A linear function is used to correlate the PGA with its stationary variance
where
The definition of the PGA is
where
From the evaluation of (19), a new intensity measure
5. Regression laws
In the second stage of the procedure to evaluate the envelope function described by the PGA and the kind of soil the regression laws that relate the parameters of the proposed envelope function with the PGA are extracted. The parameters of the envelope function to be identified are the total duration timeIn these equations the PGA is express in g (9.81 m/sec^{2}). In the figure 6, 7, 8 and 9 it is fair that the curves of the regression law of the AI (eq. (26)) matches perfectly the trend of the AI valuated from the real data. The figures 6, 7, 8, 9, 10, 11, 12 and 13 show that the curves of the regression laws for the other parameters do not fit perfectly the numerical values of these parameters estimated for the selected accelograms of the database. The regression laws achieve one purpose of this study: the definition of analytical relations to estimate the most important parameters for different kinds of soil that characterize the amplitude modulation of earthquake records and the energy release of seismic events. The numerical values of these parameters for the four kinds of soil are collected in the table 1. These results can be used to calculate the envelope function that modulates the amplitude intensity of stationary filtered WN process to generate artificial accelerograms typical of a certain kind of the soil.






95% confidence bounds 
[sec]  16.73 (9.371, 24.09) 
16.12 (14.03, 18.2) 
9.7 (8.189, 11.21) 
14.76 (12.13, 17.4) 
95% confidence bounds 
[sec]  0.582 (1.496, 0.332) 
3.671 (10.21, 2.87) 
10.32 (17.69, 2.957) 
37.36 (66.02, 8.699) 
95% confidence bounds 
[sec]  6.367 (19.57, 6.831) 
6.724 (19.15, 5.706) 
0.7106 (1.316, 0.105) 
1.057 (1.841, 0.2726) 
95% confidence bounds 
1.668 (1.556, 1.78) 
1.28 (1.092, 1.469) 
1.543 (1.467, 1.618) 
1.463 (1.351, 1.575) 

95% confidence bounds 
1.164 (0.9277, 1.4) 
1.407 (1.247, 1.567) 
1.568 (1.418, 1.717) 
1.424 (1.312, 1.537) 


[sec]  11.37  15.56  5.379  6.412 

[sec]  1.281  6.58  1.511  2.185 

1.798  3.4483  1.8058  1.8473  

0.874  3.4498  4.4542  1.9887  

1.093  1.0446  1.6106  1.5914  

0.652  2.0301  0.6132  0.5678 
6. Conclusions
One of the main problems of earthquake engineering is the proper estimation of the characteristics of future earthquakes that will affect new and existing structures. This is a nontrivial problem because of the inner unpredictable nature of earthquakes. Due to this nature of earthquakes, stochastic models have been proposed to generate synthetic future seismic accelerograms to use in the structural design. Some of the stochastic models already proposed relate the stochastic ground motion process to seismological parameters that are not meaningful in structural engineering. The study here proposed overcomes this limit: it presents a model that describes the earthquake ground motion in term of parameters useful in the structural engineering. This model is a nonstationary stochastic one based on the stationary CP model and characterized by the temporal modulation of the amplitude. The amplitude modulation is produced by a new envelope function that has the same shape of the SH function, but it is described by only two parameters. In order to obtain the values of these parameters of the envelope function a complex procedure is used. The procedure has two stages:
The estimation of parameters for each of selected accelerograms of the PEER Next Generation Attenuation database to generate a preenvelope function of each accelogram.
The regression analysis of the values of these parameters to obtain their mean values for a class of soil.
In order to estimate the values of the parameters of the envelope function for a class of soil other analytical results are obtained. Relations of the parameters of the MSH envelope function with other characteristics of the earthquake ground motions and the AI are imposed (eqs. (13), (19), (20) and (21)), so analytical formulae to estimate other characteristics of the seismic events in term of PGA and kind of soil are obtained from the regression analysis (eqs. (25), (26), (27), (28), (29)).
The envelope function here presented and the method to calculate its parameters produce a temporal modulation of the amplitude in the synthetic accelograms in term of the most significant quantities used in structural engineering: the PGA and the kind of soil.
Finally, the numerical values of the characteristics of the earthquake ground motion obtained from the regression analysis are collected in table to be used in future applications of the earthquake engineering.
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