Detection of debonding in steelreinforced bridges using wavelet curvature features of lasermeasured operating deflection shapes
M. S. Cao^{1} , X. Zhu^{2} , W. Xu^{3} , X. M. Li^{4} , H. Xu^{5} , E. Manoach^{6}
^{1, 2, 3}Department of Engineering Mechanics, Hohai University, Nanjing, People’s Republic of China
^{4}Institute of Huajian for Highway Design and Construction, Weifang, People’s Republic of China
^{5}School of Aeronautics and Astronautics, Dalian University of Technology, Dalian, People’s Republic of China
^{6}Institute of Mechanics, Bulgarian Academy of Sciences, Sofia, Bulgaria
^{3}Corresponding author
Journal of Vibroengineering, Vol. 19, Issue 3, 2017, p. 18451853.
https://doi.org/10.21595/jve.2017.18534
Received 2 January 2017; received in revised form 3 April 2017; accepted 22 April 2017; published 15 May 2017
JVE Conferences
Hidden damage severely threatens the safety of structures due to its invisibility and indistinguishability. Debonding is typical hidden damage in steelreinforced bridges. Detection of multiple debondings in steelreinforced bridges poses a challenge for traditional nondestructive methods that require damage location as prior knowledge, but this condition is usually not satisfied for debonding located within the bridge. Differing from existing studies, this study explores a vibrational method of detecting multiple debondings needing no prior knowledge, that uses a scanning laser vibrometer to acquire denselysampled operating deflection shapes of bridges. The operating deflection shape carries richer information than mode shapes for damage characterization. Nevertheless, denselysampled deformed quantities are commonly susceptible to noise when used to identify damage. To detect multiple debondings, a new feature is developed, the wavelettransform curvature operating deflection shape. This feature is used to identify multiple debondings in a steelreinforced concrete slab dismantled from a bridge, clearly demonstrating the strengths of suppressing noise, intensifying the signatures of debonding, and requiring no prior knowledge of damage location. The proposed method holds promise for detecting multiple hidden damage in various structures besides bridges.
Keywords: hidden damage, debonding, concrete, bridge, noisy condition, wavelettransform curvature, operating deflection shape, scanning laser vibrometer.
1. Introduction
Damage can impair the integrity and reduce the performance of a structure, thereby threatening structural safety. Hidden damage, such as debonding, is barely visible from appearance and thus difficult to identify, for which reason the identification of hidden damage is highly challenging. The development of methods to identify hidden damage is a research focus of increasing interest in the civil, mechanical, military, and aerospace fields. Debonding is a common type of hidden damage in a steelreinforced bridge; identification of such debonding is critical for ensuring the safety of the bridge. However, debonding detection in steelreinforced bridges poses a challenge for traditional nondestructive methods that require prior knowledge of the location of damage, but this condition is usually not satisfied for debonding located within the bridge.
Differing from nondestructive methods, vibrationbased damage detection methods that rely on changes in natural frequencies, mode shapes, damping, and their derivatives to characterize damage have been rapidly developed [16]. In particular, the operating deflection shape (ODS) as a generalized mode shape has been increasingly utilized for structural damage detection. Traditionally, an ODS is defined as the vibrational deflection of a structure subjected to a harmonic excitation at an arbitrary loading frequency [7, 8]. When the loading frequency is a natural frequency, a mode shape is provoked as a particular ODS.
Recently, the emerging scanning laser vibrometer (SLV) is becoming an advanced tool to measure ODSs. The SLV features noncontact measurement, much higher resolution and greater accuracy than conventional sensors; moreover, it adds no mass or stiffness effect to the structure under investigation. Representative studies using SLVmeasured ODSs to identify damage in a beam, the prototype of a bridge, are as follows. Pai and Young [9] proposed a boundary effect detection method using ODSs measured by a SLV to detect small damage in beams, with the damage treated as an introduced boundary. Waldron et al. [10] utilized the SLV to measure a pair of ODSs of healthy and damaged states of a beam, and they used the difference between the pair of ODSs to indicate the presence and location of the damage. Xu et al. [11] proposed an approach for identifying interfacial debonding between dissimilar structural components by reconstructing the distribution of interfacial forces and canvassing local perturbance to the structural dynamic equilibrium. Asnaashari and Sinha [12] utilized a SLV to measure ODSs of a cracked beam excited at a natural frequency, clearly evincing the higher harmonic frequency caused by the crack, respectively. The difference between the ODSs, defined as a residual ODS, was experimentally validated to be capable of identifying a crack in a beam.
To precisely locate damage, ODSs need to be densely sampled with tiny spatial sampling intervals. Commonly, denselysampled deformed quantities evince the difficulty of susceptibility to noise when used to identify damage [1315]. Hence, the susceptibility of a denselysampled ODS to noise is the major concern for using it to identify damage. To detect damage while tolerating noise interference, this study aims to develop a sophisticated damage identification method relying on denselysampled ODSs measured by a SLV. The method consists of two components: (i) the curvature of an ODS, called the curvature operating deflection shape (CODS). Damagecaused loss of bending stiffness leads to changes in CODSs; in turn, such changes can be utilized to designate the presence and location of damage [16, 17]. As bending stiffness can be reduced in the location of hidden damage such as debonding, the CODS can be employed for hidden damage identification; (ii) a wavelettransform curvature operating deflection shape (WTCODS) is derived from the CODS by using the wavelet transform to promote the CODS. The WTCODS provides a noiserobust feature for portraying hidden damage. The performance of the WTCODS is validated in identifying multiple debondings in a steelreinforced concrete slab dismantled from a bridge model.
2. Formulation of WTCODS
2.1. CODS
Similar to the definition of the traditional curvature mode shape (CMS) of a beam proposed by Pandey [18], the CODS is defined as the secondorder derivative of an ODS at frequency $\omega $ [16, 17]:
where $M$ is the bending moment, $EI$ is the bending stiffness with $E$ being Young’s modulus and $I$ the moment of inertia, and ${W}_{\omega}$ and ${W}_{\omega}^{\text{'}\text{'}}$ (the prime denotes the differentiation) are the ODS and CODS of the beam at the frequency $\omega $, respectively. Eq. (1) implies that ${W}_{\omega}^{\text{'}\text{'}}$ can be approximately obtained by the secondorder central difference of ${W}_{\omega}$ with the sampling interval $h$.
Damage can change the $EI$, causing discontinuity in ${W}_{\omega}^{\text{'}\text{'}}$; in turn, this discontinuity is likely to manifest the presence, location, and even extent of the damage. Theoretically, the CODS provides a dynamic feature for indicating structural damage including hidden damage such as debonding. Nevertheless, the CODS has a noticeable drawback of being susceptible to noise, due to the secondorder differentiation involved in Eq. (1), which can amplify any slight noise involved in the ODS used to generate the CODS [1315].
2.2. WTCODS
The WT can be expressed as [19, 20]:
where $Wf(s,u)$ denotes the WT coefficient of a signal $f\left(x\right)$ with $s$ and $u$ being the scale and translation parameters, respectively; ${\stackrel{}{\psi}}_{s}\left(x\right)=1/\sqrt{s}{\psi}^{*}\left(x/s\right)$; ${\psi}^{*}\left(x\right)$ denotes the complex conjugate of $\psi \left(x\right)$; $f\otimes {\stackrel{}{\psi}}_{s}\left(u\right)$ denotes the convolution of $f\left(x\right)$ with ${\stackrel{}{\psi}}_{s}\left(x\right)$, with $\otimes $ denoting convolution.
Starting with the Gaussian function $g\left(x\right)={e}^{{x}^{2}}$, the Mexican hat wavelet $\psi \left(x\right)$ is derived as
by expanding the CODS ${W}_{\omega}$ in the wavelet domain using $\psi \left(x\right)$, WTCODS ${W}_{\omega ,s}^{*}\left(u\right)$ is derived as
$=\frac{1}{\sqrt{s}}{s}^{2}{\int}_{\infty}^{\infty}{W}_{\omega}\left(x\right)\left(\frac{{d}^{2}}{d{x}^{2}}{g}^{*}\left(\frac{xu}{s}\right)\right)dx={s}^{2}\left({W}_{\omega}\otimes \frac{{d}^{2}}{d{x}^{2}}{\stackrel{}{g}}_{s}\right)\left(u\right)$
$={s}^{2}\frac{{d}^{2}}{d{u}^{2}}({W}_{\omega}\otimes {\stackrel{}{g}}_{s})\left(u\right).$
Superior to the CODS, the WTCODS can suppress noise interference and intensify damage signature under the framework of the multiscale analysis: noise components can be suppressed and the damage signature can be intensified as the scale increases. When the scale reaches a certain value, the damage signature stands out clearly as a peak across scales, totally overwhelming the noise components. Moreover, the WTCODS inherits the merits of the CODS in characterizing damage with no need of prior knowledge such as the location and type of damage, or the material parameters and boundary conditions of the structure being inspected.
3. Experiment
A concrete slab of 2350 mm long in the $x$direction (beam length) reinforced externally with an Ishaped steel beam and internally with rebars, dismantled from a bridge model, is taken as the specimen [11]. Seven throughwidth debondings denoted D1D7 are scattered at the interface between the concrete slab and the steel beam, to simulate multiple debondings in a real bridge. A debonding is zoomedin for detailed display at the lower part of Fig. 1. The locations and sizes of the seven debondings are listed in Table 1. The concrete slab is simply supported at its two ends for testing.
A SLV is employed to measure the ODSs of the Ishaped component of the steel beam. Because its span is too long for laser scanning, the inspection region of the reinforced slab is divided into a left inspection region (3201325 mm) and a right inspection region (11452140 mm) with a small overlap covering the fourth debonding (D4). An electromechanical shaker is attached to the steel beam 480 mm from its left end to generate a transverse force excitation. ODSs of the left and right inspection regions of the steel beam are measured using the SLV under arbitrarily selected excitation frequencies, in this case, 800 and 1200 Hz. The ODSs, ${W}_{\omega}$, for the left and the right inspection regions at 800 Hz and 2000 Hz are shown in Figs. 2(a) and 2(b), respectively.
Fig. 1. Steelreinforced concrete slab with zoomedin view of debonding
Table 1. Locations and sizes of debonding zones
Debonding zones

Location (mm)

Relative span to length (%)

D1

400430

1.3

D2

650690

1.7

D3

890940

2.1

D4

11601230

3.0

D5

14501500

2.1

D6

17051745

1.7

D7

19501980

1.3

Fig. 2. ODSs for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively
a)
b)
4. Debonding detection
4.1. CODS
The CODSs, ${W}_{\omega}^{\text{'}\text{'}}$, obtained by Eq. (1), are presented in Figs. 3(a) and 3(b). It can be seen in Fig. 3 that noise interference masks any debondingcaused changes, from which no debonding can be identified.
4.2. WTCODS
In contrast, the WTCODS, ${W}_{\omega ,s}^{*}$, obtained by Eq. (5), are shown in Figs. 4(a) and 4(b), where four singular peaks stand out, definitely indicating the presence of the four debondings in each inspection section. In planforms of the ${W}_{\omega ,s}^{*}$ (Figs. 5(a) and 5(b)), four singularity peaks that arise across scales in the $s$axis distinctly pinpoint the debonding of each inspection region. It should be noted that the fourth peak of the left inspection region (Fig. 5(a)) and the first peak of the right inspection region (Fig. 5(b)) indicate the same debonding, as the two inspection regions have an overlap covering the fourth debonding.
Fig. 3. CODSs for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively
a)
b)
Fig. 4. WTCODSs for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively
a)
b)
Fig. 5. Planforms of WTCODSs for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively
a)
b)
4.3. Multiscale effect of WTCODS
${W}_{\omega ,s}^{*}$ at a scale $s$ is a slice of ${W}_{\omega}^{*}$. Variation of ${W}_{\omega ,s}^{*}$ with the increase of $s$ is investigated to clarify the multiscale effect of WTCODS on the characterization of debonding. ${W}_{\omega ,s}^{*}$ with respect to $\omega =$ 800 Hz for the left inspection region at $s=$10, 20, 30 are extracted from ${W}_{800Hz,s}^{*}$, leading to ${W}_{800Hz,10}^{*}$, ${W}_{800Hz,20}^{*}$, and ${W}_{800Hz,30}^{*}$ (Figs. 6(a), 7(a), and 8(a)), respectively. Similarily, ${W}_{\omega ,s}^{*}$ with respect to $\omega =$ 2000 Hz for the right inspection region at $s=$10, 20, 30 are obtained from ${W}_{2000Hz,s}^{*}\text{,}$ giving ${W}_{2000Hz,10}^{*}\text{,}$${W}_{2000Hz,20}^{*}\text{,}$ and ${W}_{2000Hz,30}^{*}$ (Figs. 6(b), 7(b), and 8(b)), respectively. In Figs. 68, the actual location of each debonding is bounded by a pair of dashed red lines. In the case of $s=$10, noise components dominate ${W}_{800Hz,10}^{*}$ and ${W}_{2000Hz,10}^{*}$, from which it is difficult to discriminate the debondingcaused singular peaks (Fig. 6); in the case of $s=$20, noise interference is largely alleviated in ${W}_{800Hz,20}^{*}$ and ${W}_{2000Hz,20}^{*}$, from which the singular peaks can basically imply debondings except for some uncertainty about the debonding D4 (Fig. 7); in the case of $s=$30, noise components are entirely removed from ${W}_{2000Hz,30}^{*}$${W}_{800Hz,30}^{*}$, and the singular peaks unambiguously delineate the locations of the debondings (Fig. 8), in fair agreement with the actual debonding location bounded by each pair of dashed red lines.
The variations of the peak value indicating debonding and the signaltonoise ratio (SNR) with the increase of s from 10, 20 to 30 are tabulated in Tables 2 and 3, respectively. Clearly, in Table 2 the peak value increases with the increase of the scale, signifying the intensification of the debonding signature; in Table 3, the SNR increases with the increase of the scale, indicating the gradual suppression of noise interference. These observations indicate the multiscale effect of the WTCODS, which endows the method with distinct merits in characterizing debonding in the steelreinforced concrete slab.
Fig. 6. WTCODSs at scale of 10 for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively, with actual debonding locations indicated by pairs of dashed red lines
a)
b)
Fig. 7. WTCODSs at scale of 20 for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively, with actual debonding locations indicated by pairs of dashed red lines
a)
b)
Fig. 8. WTCODSs at scale of 30 for a) left and b) right inspection regions at 800 Hz and 2000 Hz, respectively, with actual debonding locations indicated by pairs of dashed red lines
a)
b)
Table 2. Variation of peak value with the increase of scale
WTCODSs and debondings

Peak value (10^{9})


$s=\mathrm{}$10

$s=\mathrm{}$20

$s=\mathrm{}$30


${W}_{800Hz,s}^{\mathrm{*}}$

D1

0.109

0.284

0.527

D2

0.187

0.746

1.683


D3

0.209

0.765

1.673


D4

0.135

0.321

0.640


${W}_{2000Hz,s}^{\mathrm{*}}$

D4

0.100

0.418

1.030

D5

0.154

0.369

0.653


D6

0.113

0.358

0.756


D7

0.076

0.314

0.723

Table 3. Variation of SNR with the increase of scale
WTCODSs

SNR


$s=$10

$s=$20

$s=$30


${W}_{800Hz,s}^{*}$

42.81

57.41

64.95

${W}_{2000Hz,s}^{*}$

43.00

58.17

65.97

5. Conclusions
This study proposes a new damage feature, WTCODS, for identification of hidden damage in beamtype structures. The capability of the WTCODS to detect hidden damage is validated by identifying multiple debondings in a steelreinforce concrete slab dismantled from a bridge, with the ODSs acquired using a SLV. Some appealing observations about the proposed WTCODS in characterizing hidden damage are as follows.
1) The multiscale analysis properties of the WT transmit the superior characteristics of the WTCODS to the CODS in portraying debondings of steelreinforced concrete slab.
2) The WTCODS can eliminate noise components while intensifying damage features as the scale increases, whereby damage can be identified under noisy conditions.
3) The WTCODS inherits the merits of the CODS in characterizing damage while requiring no prior knowledge of features such as the location and type of the damage and the material parameters and boundary conditions of the structure under inspection.
4) With the aid of longdistance laser measurement, the WTCODSs relying on lasermeasured ODSs have the potential to identify multiple hidden damage such as debonding in real largescale bridges.
Acknowledgements
The authors are grateful for the partial support provided by the Natural Science Foundation of China (No. 51508156) and the Qing Lan Project of Jiangsu Province (No. 2014035).
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