Abstract
Realtime estimates of natural frequencies, mode shapes and damping of a structural system can be interpreted to its structural health. In this regard, realtime estimation of damping ratios for fullscale structures can be useful by itself or in conjunction with realtime estimates of natural frequencies. Such estimates also allow for continuous health monitoring. This paper demonstrates an approach of assessing realtime damping in full scale bridges and demonstrates this on one of the iconic steel bridges in Ireland, the Daly’s “Shaky” bridge. This is the only suspension bridge in the city of Cork, Ireland and renowned in popular culture for its lively behaviour. From existing vibration data evaluated from an image processing technique, the damping estimates of the Daly’s bridge are evaluated based on an automated enhanced frequency domain decomposition (AEFDD) technique. The method provides accurate estimates of natural frequencies and mode shapes and additionally yields the damping ratio corresponding to each vibration (and/or torsional) mode. This technique of realtime damping estimation can be easily adapted for other fullscale structures in an automated realtime framework.
Highlights
 Realtime estimates of damping ratios
 Demonstration of an automated enhanced frequency domain decomposition technique
 Implementation in an iconic bridge
 Demonstration of image processing for structural health monitoring
1. Introduction
Bridges are aging globally, and limited resources are available for their repair and rehabilitation. This has necessitated a need to explore automated and realtime monitoring techniques for these structures [14]. The Structural health monitoring (SHM) market growing rapidly [5] and vibration based SHM is a popular method in this regard. Advances in statistical signal processing techniques, data acquisition methods and intelligent monitoring strategies have prompted a growth in outputbased smart sensing – especially for systems embedded with a dense array of wireless sensors [6]. These techniques, developed mostly to identify the changes in the infrastructure system’s inherent properties, rely on basic SHM approaches that involve identification of structural modal parameters [7, 8]. Bridges remains a cornerstone of economic growth and development [9] worldwide, but the cost of replacing and rehabilitating degraded bridges are prohibitive [10], leading to the need for economically sustainable maintenance of bridges and prioritization of available funds for their rehabilitation or rebuilding [11].
Detection of damage or degradation through monitoring if often dependent on the detection of variation of global modal parameters, nonlinearity indices and structural discontinuity, facilitated by the resolution of an inverse problem linking the dynamic responses back to the properties of the system. Systemspectral properties, described in terms of modal parameters (natural frequencies, mode shapes and damping ratios), are inherently functions of structural properties (mass, stiffness, and energy dissipation) and their changes are related to damage or degradation. In large civil engineering infrastructure, it is usually impossible to measure all components of input excitation and decisions are required to be taken from output responses alone. Experimental modal identification through ambient vibration response methods has consequently emerged as an attractive alternative [1, 2, 6].
Despite uncertainties and limitations in monitoring a structure through natural frequencies and damping ratios, they remain the most popular and often the most robust technique for SHM. In this regard, significant attention has been directed towards pedestrianinduced vibrations in footbridges [12, 13]. Extraction of modal properties from the userinduced excitations has been reported in recent literature indicative of serviceability conditions, comfort level of users and eventually, the health of the monitored system [14, 15]. The use of a wide range of technologies for fullscale testing of bridges range from traditional (wired) vibration based data acquisition to contemporary methods in fibre optics and video based noncontact tracking – involving geographical positioning system (GPS) [16], laser Doppler vibrometer (LDV) [17] and microwave interferometer. The shift towards wireless sensing technologies brings along the advantages of flexibility and value over wired systems. Coupled with energy harvesting technology, recent research has reported low power data transmission over cloud architecture – with an added advantage of selfpowered sensors; thereby making it an attractive choice for monitoring of bridges [1820]. The demand for a reasonable predictive model for structural damping remains a challenge since the actual damping value of a bridge is difficult to be identified [21, 22]. A realtime implementation of such estimates can also be relevant in the context of SHM [23].
The paper, in this light, investigates a contemporary method of modal identification of outputonly systems under repeated loading regime. The technique presented in this paper is an automated realtime extension of the enhanced frequency domain decomposition (EFDD) [2426], that provides damping estimates of the monitored system in realtime. The automated enhanced frequency domain decomposition (AEFDD) method evaluates the damping ratio corresponding to each mode against a preselected window length. The damping estimates obtained are then compared against established modal parameter estimation method – namely, the time domain decomposition (TDD) technique – applied in an automated realtime framework [27, 28]. The performance comparison of the methods is highlighted through the estimates corresponding to each window.
To demonstrate the use of this approach, an implementation on an iconic pedestrian bridge in Ireland is carried out. Theoretical derivations of the EFDD technique are carried out in this regard and its realtime formulation in an automated framework is presented. The scope of the study is explained in detail next along with the test setup, monitoring method and associated loading. The analysis of the gathered vibration data from the bridge is then explored in detail, where the functioning of the proposed AEFDD is compared in terms of performance metrics against the traditional TDD approach. The study thus presents this improved realtime framework for damping estimation, which can be implemented in other fullscale bridges.
2. Shaky bridge and previous tests
The Daly’s bridge is an iconic steel suspension footbridge in Cork, Ireland, colloquially known as the ‘Shaky’ bridge, for its discernible movement under pedestrian loading. (Fig. 1).
Daly’s Bridge spans the River Lee which joins Sunday's Well on the northside to Fitzgerald’s Park in the Mardyke area on the south [12,13]. This pedestrian – only suspension bridge, constructed mostly out of wrought iron spans 160 feet (48.768 m) and consists of a 4.5 feet (1.371 m) wide timber – planked walkway. A preliminary investigation carried out by O’Byrne et al. [12] presents a video tracking technique to identify the fundamental frequency of the bridge. Excited by pedestrian movements and cyclists traversing the length of the bridge, the videotracking method consistently obtained similar values of the fundamental frequency – in agreement with the data from the accelerometers placed on the bridge. In a recent extension of this work, O’Donnell et al. focused on the extraction of dynamic measurements due to pedestrian induced excitation on the bridge [13]. Using a videobased imaging system, the authors adopted a wavelet packet decomposition technique to separate structural and excitation frequencies from outputonly vibration data. The authors concluded that the videobased approaches were robust and efficient in extracting the fundamental frequency from structural and humaninduced loadings [13]. The established literature investigating the structural properties of the bridge, however, failed to address the challenge of estimating modal damping. This is addressed in realtime in this paper. To evaluate the structural modal parameters of the bridge, it is important that the spectral characteristics of the measured response reflect the properties of the modes rather than those of the excitation. In output only modal tests, structural responses are captured by one or more reference sensors at fixed positions, or simultaneously with a set of roving sensors, placed at different measurement points along with the structure. This paper presents an enhanced frequency domain decomposition (EFDD), which is implemented in an automated framework, which provides windowed estimates of modal damping using pedestrian excitation on the Daly’s bridge.
Fig. 1Daly’s bridge: general view (from west and looking across north) and position of a wireless accelerometer for the trials
3. Theoretical background of the proposed AEFDD method
The EFDD theory is based on the typical input/output relationship of a general stationary random process for an MDOF system. For an $n$degree of freedom system, the equations of motion can be expressed as:
where $M$, $K$ and $C$ are the $n\times n$ mass, stiffness and damping matrices, respectively. Here $x\left(t\right)$ is the $n\times 1$ displacement vector and the dots on the vector represent the time derivatives. The $n\times 1$ force vector is given by $F\left(t\right)$. The relationship between unknown inputs $x\left(t\right)$ and the responses measured in preselected windows $y\left(t\right)$ can be expressed as [25]:
with ${S}_{xx}\left(\omega \right)$ being the power spectral density (PSD) matrix of the input, ${S}_{yy}\left(\omega \right)$, the PSD of the output and $H\left(\omega \right)$ is the frequency response function (FRF) matrix. The overbar and the superscript denote the complex conjugate and the transpose, respectively. In the poleresidue partial response form, the FRF can be written as a combination of the pole ${\mu}_{k}$ and residue ${C}_{k}$ as:
with ${C}_{k}={\psi}_{k}{\lambda}_{k}^{T}$ (${\psi}_{k}$ and ${\lambda}_{k}$ being the mode shape vector and the modal participation vector, respectively), Eq. (1) can be rewritten, considering broadband Gaussian white noise of intensity $P$ [26]:
On expanding the terms of Eq. (3) and applying Heaveside partial fraction theorem, the poleresidue form of the PSD matrix can be obtained as:
The contribution to the residue from the $k$th mode is given by ${B}_{k}={p}_{k}{\psi}_{k}{\psi}_{k}^{T}$. The scalar constant ${p}_{k}$ is given as: ${p}_{k}={\lambda}_{k}^{T}P{\lambda}_{k}$. For a typical structural system, at a certain frequency $\omega $ only a limited number of modes will contribute to the kinetic energy, thereby forming a subset of the actual set of frequency, denoted by $Sub\left(\omega \right)$. For the case of lightly damped structure, the response spectral density can be written as:
The above equation forms the modal decomposition of the spectral matrix. In the proposed AEFDD method, the first step is to estimate the PSD matrix from the window of measured responses, from which the first singular value gives an estimate of the mode shape. The corresponding singular value is the autoPSD function of the associated singledegreeoffreedom (SDOF) system. As the SDOF PSD evolves from a window of data that is streamed continuously over a period, an automated realtime implementation is automatically invoked [3, 24]. An estimate of the SDOF correlation function is obtained by projecting the previous subset of the singular values to the time domain, using an inverse fast Fourier transform (IFFT) algorithm [24]. In this automated technique, the remaining parts of the PSD function that lies outside the frequency window are reset to zero. The damping corresponding to each mode in the selected window is estimated from the crossing times and logarithmic decrement of the SDOF autocorrelation function [30].
The importance of carrying out the automated windowing technique can be realized as follows. Consider a typical dynamical system which is excited by arbitrary service loads. In the frequency domain, the modal damping is always overestimated which can bring about unrealistically larger damping ratio estimates. This arises due to the power of the signal leaking out to neighboring frequencies commonly referred to as spectral leakage and cause modal peaks of the spectral density functions to widen out [29]. As each modal peak obtained from a window corresponds to damping, the ratio will be overestimated. This also arises due to wrong tapering that accounts for incorrect window length and can be resolved by proper window selection, that allows the estimation to continuously evaluate the damping ratio over time. For cases of closely spaced modes (arising due to dominant cable vibrations), the first singular vector will always provide a good estimate of the mode shape of the dominating mode. In cases two modes are orthogonal, the first singular vectors are unbiased estimates of the corresponding mode shape vectors. For nonorthogonal modal entities, the bias on the mode shape estimate of the dominant mode will typically be small but the bias on the estimate of the weak mode will be strong.
Fig. 2Methodology of the proposed AEFDD method for automated damping estimates
4. Description of the test setup
The structural parameters of this transport system are identified using the video analysis of the dynamic deflection under excitation from traversing pedestrians. A wireless sensor network was installed throughout the structure to record the vibration data sampled at 50 Hz, with a range of ±2 g. The video camera positioned at the riverbankaided in visually tracking the video analysis at certain preselected nodes, which is shown in Fig. 1. The methodology of the method is illustrated in Fig. 2. Additionally, the placement of one of the wireless accelerometers is shown in the figure. For the present study, the vibration responses were gathered against preselected windows. Corresponding to each trial run, the walking data set acquired from the wireless accelerometers are shown in Fig. 3. Visual descriptions of the recorded acceleration do not provide any useful information regarding the modal properties of the structure. Preliminary statistical features of the data (descriptors of Gaussianity and probability plot) are therefore investigated and presented in Fig. 4. The walking dataset #2 is used for subsequent analysis considering its perfectly Gaussian description, as evident from Fig. 4. The structural responses to a pedestrian walking over the bridge is analyzed in preselected window length for estimating the modal parameters. Automated windows ($W$) of 50 samples stretched over the entire output response is illustrated in Fig. 5. The figure clearly illustrates the progression of samples acquired over windows. Prior to the analysis, it becomes important to investigate the spectral content of the signals determined from the sensors. This has been represented in the form of a stabilization chart in Fig. 6. While the presence of closely spaced modes is evident from the figure, the implementation of an automated approach enables appropriate damping estimation, as explained in the later stages of the draft. To avoid overestimation of the damping ratio, the windows are automated to have same number of samples throughout, which counters the assumed periodicity of spectral estimates within a finite measurement time.
Fig. 3Pedestrian excitation over the bridge as trial runs
Fig. 4Statistical descriptors of the measured responses
Spurious frequencies arising due to closely spaced modes impair the estimation ability of the proposed AEFDD method, leading to over estimation of damping ratios. Cases where the first singular value and neighboring values indicate a peak corresponding to a certain frequency manifests the occurrence of a harmonic instead of an actual structural response. To alleviate this ambiguity, the stabilization diagram shown in Fig. 6 clearly indicates the chosen range where the estimate is stable in both frequency and damping. From the figure, frequencies of 1.9 Hz, 2.19 Hz and 2.32 Hz are found to be stable and therefore, designated as the bridge vibratory modes of significance.
Fig. 5Vibration response from Daly’s bridge automated in 15 windows
Fig. 6Stabilization diagram indicating the exact frequencies of the bridge
The stabilization diagram is an effective means to manifest the variation in the modal parameters with model order increments. Additionally, the plot eliminates spurious modes and determine the system order, which in practice, is difficult to extract from singular values. The stable natural frequencies are considered to designate the significant modes of vibration of the bridge. The three structural modes corresponding to the natural frequencies are estimated using the proposed AEFDD approach. For the sake of correctness, the correlation between the estimated and the theoretical modes must be ensured. Towards this, one of the most robust and popular indicators of correctness are provided by the modal assurance criterion (MAC). The MAC values are employed to check the correlation between the linear normal modes (LNMs) and the estimated modes, mathematically described in Eq. (6). The theoretical and estimated $i$th vibration modes are represented by ${\varphi}_{i}$ and ${\phi}_{i}$ respectively [3]:
A 3D plot of MAC values for the three modes is presented in Fig. 7. It can be inferred from the figure that the MAC values reach close to unity, which indicates nearperfect correlation between the theoretical and estimated modes, obtained using the proposed method. This indicates that the natural frequencies obtained from stabilization chart are appropriate modal indicators of the bridge verified using a MAC plot and is further considered for damping estimation.
Fig. 73D MAC plot for the extracted modes
The windowed response obtained from the automated system is used to estimate the damping ratios using the TDD approach. Windowed data of 50 samples each are analysed in a realtime framework to provide estimates of damping ratios corresponding to each mode. Theoretical estimations of modal damping ratios indicate a 2 %, 3 % and 2 % damping in the first three modes (rounded to their nearest percentages), respectively. The values shown in Table 1 suggest an overestimation of the damping ratios, using the wellestablished TDD approach. This happens because the basic assumption of low damping and wellseparated modes are violated here. In fact, this method identifies the operational deflection shapes that are the superposition of multiple modes for closely spaced frequencies.
The graphical representation of the evolution of damping ratios over windows can be found in Fig. 8(a). The windowed data is now provided as input to the proposed automated realtime method. The AEFDD algorithm is designed in MATLAB^{R} to provide a userfriendly interface for choosing the number of modes for analysis. To maintain parity, the first three modes of the system are analyzed to provide damping estimates at each window. Damping is estimated from the logarithmic envelope of the correlation function for each window. The instances of overestimation of damping using the established TDD method is evident from the table. In comparison, the AEFDD method shows discrepancies for higher (torsional) modes, which can be ignored, considering a minimal percentage of contribution in explaining the kinetic energy of the system. As observed from Table 1, using AEFDD, the average modal discrepancy in damping estimates is evidently lower  thereby indicating its effectiveness over existing TDD based approaches. The evolution of damping estimates for each window using AEFDD method is graphically illustrated in Fig. 8(b) (indicated in bold). However, it should be realized that an improved damping estimate for higher modes require records of longer duration, where the loading can be in form of repeated trials of a pedestrian walk across the bridge.
Fig. 8Evolution of damping ratios for each mode using: a) TDD and b) AEFDD
Table 1Estimates of damping ratio for each mode corresponding to automated windows using TDD and proposed AEFDD
Windows  Modes  
Damping ratio  Estimated damping using TDD  Estimated damping using AEFDD  
M1  M2  M3  M1  M2  M3  M1  M2  M3  
1  0.05  0.05  0.04  0.04  0.04  0.04  0.02  0.02  0.02 
2  0.02  0.05  0.04  0.02  0.05  0.04  0.02  0.03  0.02 
3  0.04  0.09  0.03  0.04  0.04  0.04  0.02  0.01  0.02 
4  0.03  0.03  0.02  0.04  0.04  0.03  0.02  0.02  0.02 
5  0.02  0.02  0.02  0.03  0.04  0.02  0.02  0.02  0.01 
6  0.02  0.02  0.02  0.03  0.03  0.02  0.02  0.02  0.02 
7  0.01  0.02  0.01  0.03  0.03  0.02  0.02  0.02  0.01 
8  0.01  0.02  0.01  0.03  0.03  0.02  0.02  0.01  0.01 
9  0.01  0.01  0.01  0.03  0.02  0.02  0.02  0.01  0.01 
10  0.01  0.02  0.01  0.03  0.03  0.02  0.02  0.02  0.01 
11  0.01  0.01  0.01  0.03  0.03  0.02  0.02  0.02  0.01 
12  0.01  0.01  0.01  0.03  0.03  0.01  0.02  0.02  0.01 
13  0.02  0.02  0.02  0.03  0.03  0.02  0.02  0.02  0.02 
14  0.02  0.02  0.02  0.03  0.03  0.02  0.02  0.02  0.02 
15  0.02  0.02  0.02  0.03  0.03  0.02  0.02  0.02  0.02 
Average  0.02  0.03  0.02  0.03  0.04  0.03  0.02  0.03  0.02 
An important consideration related to the damping ratio estimates lie in the resolution of samples adopted during the PSD matrix evaluation. The PSD matrix, computed at each sampled window length, fulfils all the properties required for correct working of the proposed AEFDD technique, which includes real diagonal terms and complex conjugate offdiagonal entities, thereby leading to a Hermitian matrix. The use of correct sampling resolution in an automated realtime framework directly affects the number of spectral bells that are available prior to the projection into the time domain. Especially with short structural recordings (e.g. acquisitions derived from in service loads, earthquake spectra, etc.), the resolution can be enhanced by increasing the number of samples corresponding to each chosen window. For cases where the enhancement of sampling resolution is unattainable, a zeroexcitation time window added at the end of the recordings can increase the duration of the response. The technique, commonly known as ‘zeropadding’ in signal processing sometimes might become instrumental in improving the outcomes for damping estimates, especially when implemented in an automated setup. Additionally, it should be noted that the timescale in which the proposed method correctly identifies the structural modal properties is not expected to show any significant changes in temperature conditions. Rather, the changes in the data acquisition patterns will be evident if these estimates are carried out intermittently over a period of significant diurnal and seasonal variations.
5. Conclusions
In this paper, a new method for estimating structural damping for a transport system, AEFDD, has been introduced. The technique uses an automated approach for estimating damping ratios corresponding to each mode, thereby invoking a realtime framework. The method is based on decomposing the PSD function matrix into its spectral components, where individual SDOF systems correspond to each mode. The modal parameters are identified by fitting an SDOF model to the singular values in a userdefined frequency band around the peak. In addition to this, automated realtime damping estimates can be obtained by projecting the previous subset of the singular values to the time domain, using an IFFT algorithm. Logarithmic decrement technique is subsequently applied to get estimates of the damping ratio corresponding to each mode in an automated setup. Through the integration of SHM into transportation systems, the reliability and operational functionality of built infrastructure, especially bridges, can be assessed in realtime. As automated SHM is a feasible prospect in fullscale transport systems, the proposed technique is applied on the vibration data gathered from a pedestrian walk over Ireland’s Daly’s ‘Shaky’ bridge. The study concludes that the AEFDD technique provides nearaccurate estimates of modal damping for the structurethereby portraying its robustness and efficacy for implementation in real world applications.
Acknowledgements
The authors acknowledge Deirdre O'Donnell and Robert Wright for contribution to instrumentation campaign of the original bridge. We acknowledge the Science Foundation Ireland (SFI) Marine and Renewable Energy Ireland (MaREI) Center and the EUfunded SIRMA (Strengthening Infrastructure Risk Management in the Atlantic Area) project (Grant No. EAPA\_826/2018). Basuraj Bhowmik also acknowledges the SEAIfunded WindPearl project (RDD/00263).
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