#### Abstract

The procedures used to estimate structural modal parameters as natural frequency, damping ratios, and mode shapes are generally based on frequency methods. However, methods of time-frequency analysis are highly sensible to the parameters used to calculate the discrete Fourier transform: windowing, resolution, and preprocessing. Thus, the uncertainty of the modal parameters is increased if a proper parameter selection is not considered. In this work, the influence of three different time domain windows functions (Hanning, flat-top, and rectangular) used to estimate modal parameters are discussed in the framework of ISO 18431 standard. Experimental results are conducted over an AISI 1020 steel plate, which is excited by means of a hammer element. Vibration response is acquired by using acceleration records according to the ISO 7626-5 reference guides. The results are compared with a theoretical method and it is obtained that the flat-top window is the best function for experimental modal analysis.

#### 1. Introduction

Physical behavior of complex engineering systems can be studied through prediction and simulation analysis by means of specialized software [1, 2]. Thus, it is possible to check abnormal performance with the help of monitoring methods based on simulation tools. In particular, the analysis of structural dynamics can be addressed by determining modal parameters defined by mode shapes, natural frequencies, and damping ratios. In this sense, by means of Operational Modal Analysis it is possible to conduct nondestructive testing, fatigue analysis, and issues concerned with field in structural analysis [3]. These tasks also involve updated finite element models used to predict the dynamic behavior of the structure reliability [4]. For instance, an application of modal analysis is the assessment of highway-bridge by dynamic testing and finite-element model updating [5]. Also, damage detection has been carried out in reinforced concrete beams by using modal flexibility residuals [6].

Because of the importance of modal analysis in the field of structural analysis, well established procedures to obtain proper estimations of modal parameters are required. Although there exists a huge documentation about methods used for modal analysis [7, 8], their practical implementation is still difficult because there are many parameters involved in the procedure, which must be decided by engineers of different areas and knowledge. In this sense, the 7626 standard ISO specifies a guideline of methodological steps to conduct experiments in order to obtain the frequency response measurement and the 18431 ISO describes the procedures for time-frequency analysis of vibrational records. Thus, by considering the recommendations of the ISO standards, the further estimation of modal model parameters by means of well-known modal analysis methods (as, e.g., peak-picking or least squares among others) is facilitated.

In this paper, a practical implementation of the abovementioned ISO standards with a special emphasis on computing the natural frequency values is demonstrated. Thus, the influence of using three domain window functions (*Hanning, flat-top, and rectangular*) to estimate natural frequencies is discussed. Experimental results are conducted over an AISI 1020 steel plate, which is excited by means of a hammer element.

#### 2. Theoretical Framework

The procedure used in this paper to estimate the natural frequencies of a modal model is based on the analysis of measurements from Frequency response functions (FRFs). In this sense, the extraction of relevant frequency information is performed by applying spectrum estimation techniques to structural vibrational records. Thus, FRFs are approximated by the cross-power spectral density (PSD) between the vibrational responses.

In this section, the conceptual issues involved in the estimation of structural natural frequencies by means of FRFs are detailed. Also, fundamentals of methods used to estimate the frequency decomposition are presented, focusing on given details about the parameters with great influence for its implementation.

##### 2.1. Frequency Response Functions (FRFs)

Dynamical model of structures is constructed on physical knowledge and fundamental laws of motion according to [9]where , , and are the stiffness, damping, and mass matrices, respectively. Likewise, and denote the forcing vector and displacement. Assuming that is a delta-correlated exciting force and using properties demonstrated in the Natural Excitation Technique (NExT), it is possible to write the law motion of (1) in the form of [9] where is a vector of correlation functions for all positive lags , between the displacement vector and a reference signal, which must be uncorrelated with respect to excitation signal. Thus, (2) establishes that correlation function between acceleration records and a reference signal can be treated as free vibration data, which allows determining modal characteristics of the structures.

Moreover to law motion and NExT equations used in methodologies for modal parameter identification, the FRF relationship in structures must be specified. The FRF for one* n-degree* of freedom system represented by (1) or (2) can be written in the form of partial fractions as is expressed in (3) (classical pole/residue) [10, 11].where is the output PSD matrix, is the total number of modes of interest, is the pole of the mode, is the modal damping (constant decay), is the damped natural frequency, and the superscript denotes complex conjugate. The typical PSD curve for the FRF determined by (3) is depicted in Figure 1.

According to Figure 1, the modes located at the peak can be identified from spectral density through common signal processing as discrete Fourier transform.

##### 2.2. Frequency Domain Decomposition (FDD)

Classical approach used to estimate modal parameters is often referred to as Peak-Peaking (PP), which is a nonparametric method essentially developed in frequency domain. The main advantages of this method are its user-friendliness, simple use, and fast results obtaining. In this method, average normalized power spectral densities and frequency response functions between all the measurement points of the structure are evaluated [12]. As a result, first the natural frequencies are simply taken from the observation of the peaks on the graphs of the magnitude of the response (Figure 1). Next, damping ratios () are calculated from the sharpness of the peaks obtained by half power band method. Then, the mode shapes are calculated from the ratios of the peak amplitudes at various points in the structure [13]. Finally, modal participation factors are computed to scaled mode shapes by using measures of force exciting. In order to apply the PP method, its procedure can be summarized as follows:(i)Determine the natural frequencies by means of the PSD computed from acceleration records by identifying all frequencies present at peaks .(ii)Estimate damping ratios by means of the loss factor which depends of the half power band frequencies as is illustrated in Figure 2.

According to Figure 2, the half power band comprises the frequencies where the PSD amplitude decays by 3 dB with respect to its maximum value. At once the half power band is determined; the loss and damping factors are computed by using In this paper an enhanced method known as frequency domain decomposition (FDD) is used instead, which is an extension of PP method. It consists of three main steps [14]:(i)Estimate the power spectral density matrix at discrete frequencies.(ii)Do a singular value decomposition of the power spectral density.(iii)For an* n-degree* of freedom system, then pick the dominating peaks in the power spectral density. These peaks correspond to the mode shapes.FDD technique removes disadvantages associated with classical PP method as, for example, the difficulty to detect close modes and bias estimation. Furthermore FDD reduces the uncertainty or hardness (even impossible) of damping estimation. Also, it keeps the user-friendliness giving a feeling of the data it is dealing with.

##### 2.3. Spectrum Estimation

Frequency response functions between input and output are approximated as cross-power spectral densities between responses while the impulse response functions are approximated by cross-correlations between responses. Cross-PSDs are obtained using Welch method (FFT based method) [15]. Welch’s periodogram averaging with overlapping is a method which introduces improved properties based on basic periodogram methods:(i)*Simple Periodogram*. Quotient of the squared magnitude of the Fourier transform of the signal and length of the signal.(ii)*Modified Periodogram*. Certain window other than rectangular window that is applied to the signal before taking the Fourier transform. Windows solve the leakage problem.(iii)*Bartlett Periodogram Averaging*. Averaging of the different blocks of the signal, which decrease variance of the signal at the expense of resolution.Thus, the cross-power spectra between and some discrete signal, computed through Welch’s method, are expressed by (5). Therefore, the cross-PSD can be defined as the Fourier Transform of the cross-correlation function .According to (5), the Welch method divides the signal into blocks and then increases the averaging by taking overlaps of the blocks. Thus, the samples of are divided into overlapping sections with samples in each block, each of which is then windowed by the WINDOW . Finally, it averages the periodograms of the overlapping sections to form , the power spectral density estimation of .

##### 2.4. Windowing Effect

In estimating power spectral density (PSD) of a signal, there are two tradeoffs. One is frequency resolution and the other is noise in the signal. To obtain a good estimation of PSD, we should have large length of the signal but during measurements we have finite length of signal. If we take small block size, bad frequency resolution could introduce leakage in the spectrum. To reduce leakage, signals are windowed, that is, multiplied with a window in time domain. Many windows are available, each one having specific application in signal processing [16, 17]. Figure 3 illustrates the spectral characteristics of time windows recommended by the ISO standard:* Hanning, flat-top, and rectangular*.

According to Figure 3, the frequency estimation for modal parameter identification is limited by the frequency resolution of the spectral density. Resolution refers to the ability of distinguishing narrowband spectral components. In this sense, the spectrum of the ideal window with high frequency resolution and good noise suppression is narrower than the main lobe width and lesser than the side lobe level. Consequently, in order to select the suitable window function, a compromise between noise suppression and resolution is required. In this sense, the flat-top and rectangular windows produce the worst/best leakage factors (96.79%–9.14%), respectively, which corresponds to low and high relative side lobe attenuations. Also, it is noted that Hanning window offers balanced characteristics.

##### 2.5. The ISO Standards

The 7626-5 and 18431 ISO standards give recommendations about recording protocol and selection of window function in order to estimate modal parameters [18]. Specifically, in the document entitled “Vibration and Shock Experimental Determination of Mechanical Mobility Part 5,” it is found that the guidelines for measurements using impact excitation with an exciter which are not attached to the structure. Thus, the ISO 7626-5:1994 specifies procedures to obtain acceleration records using impact excitation. Also, signals analysis based on the discrete Fourier transform is covered where a recommendation about* Hanning* window can be justified. Similarly, the document “Mechanical Vibration and Shock Signal Processing Part 2: Time Domain Windows for Fourier Transform Analysis” which contains the ISO 18431-2:2004 standard, describes three time domain windows consisting of* Hanning*, flat-top, and rectangular that are suggested to be used for preprocessing samples vibration.

Considering the selected set of time windows specified in the ISO standards, in this paper the results of applying* Hanning*, flat-top, and rectangular windows for modal modes estimation are discussed.

#### 3. Results and Analysis

The next sections show the results obtained by applying experimental and theoretical procedures. For experimental analysis the three time windows specified in the ISO standard are considered: Hanning, flat-top, and rectangular functions, while the theoretical approach is based on finite element method.

##### 3.1. Experimental Setup

A steel plate was used in order to analyze the influence in the estimation of natural frequencies when different window functions are considered. In Figure 4, a scheme of the structure is shown.

Measurements from acceleration response were conducted over 4 points of the structure (P6, P7, P8, and P12). Vibration data were recorded under impulse hammer excitation type with sample time . Then, 25.000 samples for each accelerometer were processed which correspond to 0.5 seconds of data. Figure 5 shows the recorded signals.

##### 3.2. Numerical Analysis

In order to calculate modal frequency of different deformation modes, finite element simulation through a numerical model was performed by using ANSYS software. The model includes the plate detailed geometry and it is characterized by density = 7733.75 Kg/m^{3}, 00.000 Mpa, and Poison = 0.29 parameters. The used finite elements mesh is constituted by total number of 40052 reduced integration hexahedral elements of eight integration nodes C3D8R (see Figure 6).

The modal shapes studied by means of the simulation software are depicted in Figure 7.

**(a) First bending: 636 Hz**

**(b) First torsion: 671 Hz**

**(c) Second torsion: 1472 Hz**

**(d) Second bending: 1640 Hz**

##### 3.3. Experimental Results

In order to evaluate the influence of windowing effect, experimental measurements of acceleration records were processed considering windows described in previous sections. As a first result, the 2 Khz range of interest for cross-power spectral density of the acceleration measurements is depicted in Figure 8. The signals were divided into eight sections with 50% overlap, each section was windowed with a Hamming window, and eight modified* periodograms* were computed and averaged.

Also, the frequency response function computed by means of frequency domain decomposition after processing the CPSD of data in Figure 8 is depicted in Figure 9, where the amplitude in db corresponds to the first singular values of the PSD matrix estimated by using* Hanning* window function.

A comparison of the modes estimated according to ISO 7626-5 by using the three selected time window functions is presented in Table 1.

Finally, the percentage errors for each natural frequency with respect to theoretical numerical model are summarized in Table 2.

According to results in Table 2, the high error corresponds to the second bending mode, while the other modes maintain comparable values to the theoretical ones with errors lower than 1%.

#### 4. Conclusion

Although no meaning differences were found when the three windows specified in the ISO standard were used to estimate natural frequencies, a slight better result is obtained for flat-top function. This implies that for modal parameter estimation purposes the selection of time windowing function has low influence, with major errors for the highest modes. However, the influence of the windowing preprocessing for the analysis of different modal parameters as shape mode and factor participation should be studied. Also, further analysis should be conducted with respect to additional parameters involved in the spectrum estimation such as overlap, FFT length, and segmentation. Moreover, it is recommended to include uncertainty analysis to evaluate the influence of using different time windows.

#### Competing Interests

The authors declare that they have no competing interests.

#### Acknowledgments

This work has been developed as part of a collaborative work between researches from Universitaria de Investigación y Desarrollo (UDI) and Universidad Pontificia Bolivariana (UPB), Bucaramanga, Colombia.