Research Article  Open Access
Qingxia Zhang, Łukasz Jankowski, Zhongdong Duan, "Simultaneous Identification of Moving Vehicles and Bridge Damages Considering Road Rough Surface", Mathematical Problems in Engineering, vol. 2013, Article ID 963424, 12 pages, 2013. https://doi.org/10.1155/2013/963424
Simultaneous Identification of Moving Vehicles and Bridge Damages Considering Road Rough Surface
Abstract
A method for the simultaneous identification of moving vehicles and the damages of the supporting structure from measured responses is presented. A twoaxle vehicle model with two degrees of freedom (DOF) is adopted. The extent of the damage and the vehicle parameters were chosen as the optimisation variables, which allow ill conditioning to be avoided and decrease the number of sensors required. The identification is performed by minimising the distance between the measured responses and the computed responses to given optimisation variables. The virtual distortion method (VDM) was used, such that the response of the damaged structure can be computed from comparison with the intact structure subjected to the same vehicle excitation and to the responsecoupled virtual distortions. These are related to the optimisation variables by the system impulse response matrix and are expressed by a linear system, which allowed both types of optimisation variables to be treated in a unified way. The numerical cost is reduced by using a moving influence matrix. The adjoint variable method is used for fast sensitivity analysis. A threespan bridge numerical example is presented, where the identification was verified with 5% root mean square (RMS) measurement, and model, error whilst also considering the surface roughness of the road.
1. Introduction
In structural health monitoring, accurate load and damage identification are indispensable to the maintenance of structural integrity, as well as providing the evidence for forensic engineering. Particularly, moving loads or moving vehicle parameter identification is important not only for prediction and analysis of the dynamic responses of bridges, but also in traffic studies, in design code calibration, for traffic control, and so forth. In recent decades, many investigations have been performed on either load identification or damage identification. However, in practice, both unknown system damage and unknown (moving) excitations usually coexist and together influence the system response in a coupled way. Therefore, their simultaneous identification is worthy of further exploration.
As opposed to local, highfrequency ultrasonic scanning, this paper considers only global or lowfrequency damage identification methods which are based on the structural vibrations. These methods are mainly categorised into two groups: frequency domain methods or time domain methods. In the frequency domain, damage is detected, located, and identified through measured changes in the related modal parameters or dynamic signature [1] such as natural frequency and mode shape. However, the modal parameters are obtained from the responses to a certain kind of excitation and these methods are limited to timeinvariant systems. Under the action of a moving vehicle, a coupled bridgevehicle system is time variant, and the system parameters are changing as the vehicles move [2]. The vibration caused by traffic is a nonstationary process that strengthens with decreasing span [3]. In this case, the analysis is most often performed in the time domain by the direct comparison of the simulated and measured responses [4]. However, this usually requires a known moving load or other such vehicle parameters. Sieniawska et al. [5] identify parameters of a linear structure from its responses to a moving load using a static substitution of the equation of motion, where the moving load is a known constant magnitude. Chang et al. [3, 6] present, and experimentally verify, a methodology for damage identification in bridges using a pseudostatic formulation based on coupling vibration with a moving vehicle, where the moving force is provided as a vector or calculated using the measured acceleration responses of the axles. Ling and Haldar [7] propose a linear system identification approach with unknown input, but they require a known dynamic response of all the degrees of freedoms; this is hard to perform on reallife, complex structures.
Moving load identification has been studied extensively in the past two decades [8]. Techniques of indirect identification from measured responses have been investigated and can be performed more easily and at lower cost compared to methods requiring direct measurements of moving loads. Chan et al. and Law et al. have proposed four methods for indirect identification: the timedomain method (TDM) [9], the frequencytime domain method (FTDM) [10], interpretive method I (IMI) [11], and interpretive method II (IMII) [12]. All of them require, a priori, known model parameters for the bridge. Each method has its merits and limitations, which are compared elsewhere [13]. Load identification is an inverse problem, and numerical illconditioning seems to be the main factor that influences the accuracy of the identification results. The accuracy can be improved by some regularisation methods, such as Tikhonov regularisation [14]. However, the determination of the optimal value of the regularisation parameter is numerically costly and requires lengthy computation. Pinkaew and Asnachinda [15, 16] point out that the regularisation parameter turns out to be sensitive to properties of both the vehicle and bridge and is difficult to be precisely assigned: they propose, and experimentally verify, an iterative regularisation method called the updated static component (USC) technique to decrease the sensitivity of the regularisation parameter. Moving forces are usually treated as unknown quantities to be identified. This requires a number of sensors equal to or exceeding the number of unknown moving forces to obtain a unique solution. Jiang et al. [17] present a moving vehicle parameter identification method based on genetic algorithms, where each moving vehicle is modelled as a twoDOF system that comprises mass, spring stiffness, and damping. Zhang et al. [18] provide an approach of identifying moving vehicle parameters based on VDM using a dynamic influence matrix. In general, the identification of moving forces or vehicle(s) requires a known, welldefined, bridge model to establish the relationship between load and response.
For unknown coexistent load and structural damage, it is generally difficult to decouple the related identification problems and solve any one of them independently. Since the two factors have essentially different natures, Zhang et al. [19] present a method to identify load and damage simultaneously using Chebyshev polynomials to parameterise the unknown force, and thus all parameters related to the damage and excitation can be updated simultaneously in each iteration. Zhang et al. [20] present, and experimentally verify, a method for the simultaneous identification of nonmoving excitations and damage, which uses a VDM [21] to model structural damage and thus improve the identification efficiency thereof. In case of unknown moving loads, the vehiclebridge system is a coupled timevarying system. Zhu and Law [22] present a twostep iteration procedure to simultaneously identify the moving loads and the damage caused to an EulerBernoulli simply supported beam; the number of the sensors is one less than the number of the beam elements.
Zhang et al. [23] present a method for the simultaneous identification of structural damage and moving masses; moving masses and damage extents are used as its optimisation variables, which avoids the illconditioning problem present in traditional moving force identification and decreases the number of sensors required; damage is modelled using virtual distortions, and a dynamic influence matrix is introduced to reduce numerical analysis cost. This paper simulates the vehicle using a twoaxle, twoDOF, vehicle model, and the related parameters including mass, rotary inertia, spring stiffness, and damping are treated as unknowns together with the structural damage induced. The damaged bridge is assumed to be modelled by the decay of its mechanical properties and is often represented as a decreasing stiffness [24]. Based on VDM, the response of the damaged structure is modelled by the intact structure subjected to the same vehicle excitation and to the responsecoupled virtual distortions. Through the related system impulse response matrix (dynamic influence matrix in the terminology of VDM), the moving loads and virtual distortions are connected with the optimisation variables in a linear system. In this way, the optimisation variables related to the vehicle parameter, and to the damage, are treated in a unified way. Then, they can be optimised using any standard optimisation algorithm. The numerical cost is reduced by using the moving dynamic influence matrix. Moreover, rapid sensitivity analysis is performed using the adjoint variable method.
Sections 2 and 3 discuss the equation of motion of the system and simulation of the system dynamic response by moving vehicle and virtual distortions; Section 4 discusses the inverse identification problem. Section 5 verifies the proposed approach using a numerical example of a threespan frame structure considering road surface roughness. The approach and the results are discussed in Section 6.
2. Dynamic Analysis of a Coupled VehicleBeam System
2.1. Equation of Motion for a Moving Vehicle on a Bridge
A popular twoaxle, twoDOF, vehicle model [3] was adopted; see Figure 1, where and, respectively, denote the bounce and pitching motions of the vehicle. Exactly speaking,is the vertical displacement of the vehicle, which is measured vertically upwards from its vertical static equilibrium position before the vehicle reached the bridge andare its rotary displacement relative to the static position. Denoted by and , respectively, are the vehicle mass and the rotary inertia; denoted by and , respectively, are the spring constant and damping coefficient of the vehicle.
For theth moving vehicle on the bridge, the additional elongation of the left and right spring except the elongation caused by the weight is respectively denoted by , and , then where, denote, respectively, the distance from the left and right axle to the vehicle’s centre of mass;, , respectively, denote the vertical displacements of the bridge at the current position of the vehicle’s left and right axle;, denote the roadway surface roughness at the current respective position, which is also measured vertically upwards with reference to the deck level.
The forces of theth moving vehicle are shown in Figure 2, which includes the inertial forces. Based on the dynamic balance, the equation of motion of theth moving vehicle can be formulated as where,,,,,.
In this study, the random roughness of the road surfaceis simulated by a zeromean, realvalue, stationary Gaussian process as described in the following [17, 25]: whereis the amplitude of the cosine wave,is the spatial frequency (in cycle/m),is a random phase angle with uniform probability distribution in the interval ,is the position measured from the left end of the bridge, andis the total number of the cosine waves which are used to construct the roughness. Parameteris computed by whereis the power spectral density function of the road surface and related to the ground flatness coefficientin the form as [26] wheredepends on the classification of road surface condition.and, are respectively, lower and upper cutoff spatial frequencies, and the power spectral density functionis defined within the interval of. For the vehicle velocity between 70 km/h and 120 km/h on expressway, the power spectral density is most meaningful in the frequency interval of [0.0221 m^{−1}, 1.4142 m^{−1}].
2.2. Equation of Motion for a Bridge under Moving Vehicles
The bridge is idealized as a beam, which suffers the traffic excitations. Denoted byand, respectively, are the interaction forces of theth moving vehicle at its left and right wheel, and through the dynamic balance analysis, they can be expressed using the additional elongation of the spring and the gravity of the vehicle,
The equation of motion for the bridge can be formulated as follows: where,, andare, respectively, the mass, stiffness, and damping matrices of the bridge,represents the displacement vector, and ,,, , are respectively, the timevarying load distribution vector in global coordinates with regard to the left and right wheels. Thus,, can be formulated using the shape function of the beam element in finite element (FE) analysis, and their elements are zeroed when the corresponding wheel is off the bridge during the sampling time.
2.3. Dynamic Response of the Coupled VehicleBridge System
In the equation of motion for the moving vehicle and bridge ((2) and (7)), it can be seen that the system is coupled: the vibration of the bridge influenced the vibration of the moving vehicle (2), and the vehicle in return interactively influenced the vibration of the bridge (7). The equation of motion for the coupled system can be expressed as follows: where,, .
Equation (8) shows that the system is time variant with the vehicle’s motion, and this indicated that the vibration of the bridge caused by the traffic was nonstationary. Therefore, the performance of damage identification in this case may have similar limitations to those pertaining to methods subjected to a stationary assumption, for example, modal based methods in the frequency domain. In contrast, timedomain analysis for identification is more accurate and appropriate. Then, the key procedure is the estimation of the system response to damage. However, if the response is computed in the traditional way by using the system motion equation, it will need to reassemble the varying system parameter matrix at each sampling timestep, which will be timeconsuming, especially for bridges with complex structures. Aiming at solving this problem, the following section presents a fast reanalysis, VDMbased method.
3. Fast Reanalysis of the Damaged System
3.1. Dynamic Response of the Damaged Structure under Known Excitation
Denoted bythe damage extent of theth finite element, which is quantified by the ratio between its original stiffness matrixand the damaged stiffness matrix,
Then, the stiffness matrix of the damaged bridge can be expressed by
Substitute (10) into the equation of motion of the damaged beam to obtain
Compared with the intact structure, remove the modified part of the stiffness matrix on the righthand side of (11); then the equation is transformed into the equation of motion of the distorted structure (in the terminology of VDM); that is, the intact structure was subjected to the same external excitation and to a certain response coupled pseudoload, where the pseudoloadis related to the extent of the damage by
In VDM, virtual distortion is more often adopted to simulate stiffnessdegrading damage, which is related to the pseudoload as follows: whereis the local pseudoload applied on theth element expressed in the local DOFs,is the stiffness matrix of theth element in its local coordinate,is theth virtual distortion of the th element,is theth nonzero eigenvector to theth nonzero positive eigenvalueof the stiffness matrix, andrepresents theth local unit distortion,is the timevarying combination coefficient of the correspondingth local unit distortion.is the nodal displacement of theth element in its local coordinate system, which shows thatis coupled with the system vibration.
Denoted byis the local nodal load applied on theth element; then it can be similarly expressed by whereis theth actual distortion of theth damaged element and the combination coefficienthas the relation to the coefficientas follows [23]:
Based on (12), by virtual distortions, the response of the damaged bridge under moving vehicles can be expressed by
Here, it assumed zero value initial conditions andwas the response of theth measurement, which is modelled as the sum of the linear responses of the intact structure to a known excitationand to certain virtual distortions.denoted the impulse response of the intact structure at time to unit impulsive excitation applied at timeat the respective locations of the excitation. It is worth noticing that the excitation location is changing with the vehicles.denotes the impulse response (in the scope of the VDM, it is called the dynamic influence matrix) to an impulse unit distortionof theth element which is equivalent to a local impulsive load.
Similarly to (17), the distortion responseof the damaged structure can be formulated as whereis theth distortion of theth damaged element at timeto unit impulsive excitation applied at timeat the respective location of the excitation, andis theth distortion of theth damaged element to an impulse unit distortionof theth damaged element.
Substitute (16) into (18) to obtain
If combined, all the damaged elementsand the distortions form a system of Volterra integral equations of the second kind, which is always well posed and thus uniquely solvable (Kress 1989 [27]). Then, the responsecan be computed by (17) with the obtained virtual distortions.
3.2. Response of the Damaged Structure under Moving Vehicles
In practice, the interaction between the moving vehicle and the bridge, (see (6)), is time varying and coupled with the system vibration, which is usually hard to measure in advance for monitoring and identification of the extent of damage in a bridge. While the vehicle parameters, such as mass, stiffness, and damping, can be obtained more easily through traffic count statistics on the bridge, in this case, the gain of the moving excitation, besides the virtual distortion, is the key procedure, by which the response of the damaged structure in (17) is computed. Equation (6) shows that the interaction was related to the vibration of the moving vehicle; that is,, , and the vertical response of the bridgeat the contact location of the vehicle wheels, as well as their corresponding vibration velocity: the solutions are discussed in the following paragraphs.
For the response, it can be formulated in a manner similar to whereis the number of the contact point of theth wheelof theth moving vehicle.is the impulse response at the location of contact pointto unit moving impulsive excitation applied at timeat the location ofand to an impulse unit distortionof theth damaged element. It is worth noticing that position ofchanges with vehicle move. Matrix consisting ofis thus called moving dynamic influence matrix.is the impulse response corresponding to an impulse unit distortionof theth damaged element.
Similarly to (20), the velocity response of the bridgecan be expressed as follows: whereandare the respective velocity impulse responses.
Using the equation of motion of the moving vehicle (2), the dynamic response of the moving vehicle can be expressed by the convolution integral between the impulse response and the excitation (the righthand side of (2)) whereconsists of the impulse response with respect to each DOF of the vehicle. For example,is the impulse response along the vertical direction to unit impulsive excitation along the rotational direction: the velocity of the vehicle vibrationis formulated as where matrixconsists of the corresponding velocity impulse response.
Then, given damage extents and the moving vehicle parameters, the moving excitation, and virtual distortions, can be computed by solving the combined equations (6), (19), (20), (21), (22), and (23), where the relevant impulse matrices of the intact bridge and of the vehicles are required. Then, substitute excitationand virtual distortionsinto (17); the responses of the damaged structure can be rapidly computed.
3.3. Discretization
In applications, the responses are usually measured or obtained by numerical simulation and are thus discrete. Collect the dynamic responsesfor all the time steps and arrange them in a certain sequence, and the discrete matrix form of (17) becomes where vectors, , , respectively, consist of the discrete responses (of all the considered sensors), discrete excitations, discrete virtual distortions (of all the damaged elements) for all time steps, and thus they are of respective lengths, , and , wheredenotes the measured time step, anddenotes the number of sensors, and denotes the considered number of virtual distortions. Matricesandare block matrices and, respectively, consist of the corresponding discrete integral operators in (17) with lowertriangularblocks. Thereinto, the submatrix ofis Toeplitz matrix.
Similarly, the discrete response,and the discrete distortionsdepend on the discrete excitationand discrete virtual distortionsin the following way: which is an aggregated discrete version of (20), (21), and (18).
The discrete version of vehicle vibration in (22) and (23) is as follows: where, , ,,,,is a unit matrix with dimension.is a square matrix with dimension, of which only elementhas value 1, and all other elements have zero values.
Equation (27) shows the expression of discrete excitation: where, andis the vector of Earth’s gravities., .
Further, the discrete version of (16) is as follows: whereis a block diagonal matrix of respective dimensions with diagonal blocks.
Finally, the previous discrete equations (25), (26), and (27) are combined and generate the following large linear system: where,,,,,,.
The block matrices in (29) store all the necessary information about the dynamics of the systems and are independent of the damage. Thus, given the values of the moving vehicle parameters, , and the extent of the damage, the system (29) can be quickly assembled and then solved to obtain the moving excitations and virtual distortions, which can then be used in (24) to compute the response of the damaged structure to the moving vehicles.
However, in application there are different vehicles passing over any given bridge, and it was necessary to set up the corresponding impulse frequency matrix of the vehicle(s),in (29), repeatedly. Based on the reanalysis concept of VDM, the problem can be improved. Denote, , , as the initial vehicle system parameters of theth moving vehicle, and denote, , , , respectively, as the ratios between the actual, and initial, values; that is,
Substitute (30) into (2), and shift the modified counterpart compared to the initial vehicle value to obtain where.
Then, through the use of the impulse response matrix of the initial vehicle system, the vibration of the vehicle can be reformulated as follows: where matrices,,have a similar form to matrices,,, as did,, and., , , ,
Meanwhile, if, in (32), is replaced by, it yields the expression forand using the reformulated expression for the vehicle vibrationand, (29) becomes where, , ,,.
Equation (33), like (29), is a large linear system with full rank, and its solution is well conditioned. There, the block matrices, such as the related influence matrix or initial system matrices, are generated by the FE model, which is noiseless and only needs to compute once for each set of moving vehicle and damage parameters. Therefore, it provides a fast reanalysis approach to the estimation of the dynamic responses and the moving excitation, which makes the optimisation of the structural damage identification and vehicle parameters feasible.
4. Identification of Moving Vehicles and Damages
The analysis in Section 2.3 shows that the coupled vehiclebridge system is time variant, and the response is nonstationary. Timedomain analysis is the proper identification of unknown structural systems and moving vehicles.
4.1. Objective Function and the Optimization Variables
Equation (24) shows that the dynamic response of the damaged bridge was a function of the moving excitation and virtual distortions, which were in a onetoone correspondence to the moving vehicle parameters and structural damage. Thus, here the inverse problem of identification of unknown vehicle and damage extent was stated as an optimisation problem involving the minimisation of the normalised meansquare distance between the measured structural responseand the computed response y. The optimisation variables are the modifying factors of vehicle parameters, , , , and damage extentwhich takes advantage of two aspects: on one hand, the magnitudes of the adopted optimisation variables were much less than the magnitudes between the vehicle parameters and bridge damage extents, for the latter can seriously impair the accuracy of many optimisation procedures: the damage extentsbelong to the interval, but the vehicle parameters might be as large as tens of tonnes, and so forth. Moreover, this makes the direct adoption of (33) to obtain the moving excitation and dynamic response of the damaged bridge to given optimisation variables with the prerequisite of the initial system matrices which only are computed once.
Therefore, the initial vehicle parameters were firstly computed using the measured responses of the damaged structure while assuming that the bridge was intact and was under the action of moving excitations which equal the weight forces of the vehicles with initial mass, for which the corresponding responses equal the measured responses, therefore giving rise to the following expression: whereandare known, and matrixcan be constructed using the intact bridge system, matrix vectorconsisting ofis the unknown to be solved. For the number of the required sensors is bigger than the number of vehicles, (34) is an overdetermined system and the initial masscan be computed via the leastsquare method.
Then, the rest of the initial parameters for the vehicles are determined by their empirical relationships to the vehicles’ masses. Given the initial parameters, the optimisation variables can be represented by the following dimensionless variables, is the number of the potential damaged elements. Denote, there is
All the optimization variablesare of the same magnitude and have the natural initial value of 1 for the optimization. The objective function is thus built as whereis the computed response of the structure to the given optimization variables by (35), (33), (27), and (28).
4.2. Sensitivity Analysis
For the optimization of the objective function (36), it can be performed quickly using the gradientbased algorithms provided that the gradient can be computed at a reasonable cost. The formulation based on (24), (27), (28), and (33) allows the discrete adjoint method to be used, which is quicker by one order of magnitude compared with the standard differentiation method [28].
Denote,; then the first derivative of (36) with respect to the variableis stated as
Here and below, the subscriptin each variable stands for its first derivative to the variable.
In order to obtain the expression of , (27) is firstly reformulated as follows: where, , .
Then
Equation (28) is differentiated to obtain where.
The combination of (39) and (40) generates the following expression: where,,.
Vector represents the parameters in (33) required to be solved. By reformulating (33) as the form, the first derivativesatisfies the following relationship:
Substitute (41) into (37); there is which includes the first derivatives. The discrete adjoint method adds the scalar product of the adjoint vectorwith (42) to (43), to obtain
In this way, the gradient of the objective function can be expressed as where the adjoint vectoris computed only at the cost of a single solution of the adjoint equation
4.3. Remarks
If a small number of time steps are used, then the system matrix in (33) can be computed and used directly. However, for offline identification, in the case of a dense time discretization or a longer sampling time, the system can become prohibitively large and computationally hardly manageable. To reduce the numerical costs, the system matrix, which is a block matrix composed of lower triangular matrices, can be rearranged into a lower triangular block form; then the system can be solved by a specialized linear solver, like block forward substitution [29]. Due to the fact that all the data in the system (33) are computed based on the ideal FEM model and are away from any measurement noise pollution, the unknown vectors can be computed stepwise precisely.
If the bridge is undamaged, the virtual distortions in (24) vanish; that is, the value of damage extent equals one in related Equations, and the proposed method can be also used for identification of moving vehicles only.
5. Numerical Example
A multispan frame was used to illustrate and verify the proposed methods for simultaneous identification of moving vehicles and damage. Measurement error and model error were taken into account to test the robustness of the method.
5.1. Structural and Moving Vehicles
The frame, shown in Figure 3, is made of steel with Young’s modulus 2.15 × 10^{11} Pa, and a density of 7.8 × 10^{3} kg/m^{3}. It has a uniform mass distribution of 15.3 × 10^{3} . The beam is 200 m long with a simplified rectangular crosssection of m × 2.21 m, so that the inertial moment of the area is 0.8 m^{4}; each of the two side spans is 50 m. Each pier is 20 m high with inertial moment of 0.16 m^{4}.
The road surface condition is considered to be good, and the roughness coefficient is 16 × 10^{−6 }m^{3}. According to the vehicle velocity, m^{−1}, m^{−1}; then the length of the shortest effective pavement is m, so the effective pavement can be the whole length of the bridge. In this way,m^{−1},= 278. Figure 4 shows the simulated road surface roughness via (3).
Two moving vehicles passed through the bridge from opposite direction, with respective constant velocities m/s, m/s. A twoaxle, twoDOF, vehicle model was adopted. The vehicle masses were kg, kg. The other vehicle parameters such as the rotary inertia, stiffness, and damping are provided by multiplying the vehicle mass by a certain coefficient according to the literature [30]. The rest of the parameters of the two vehicles were defined, respectively, as N/m, ; the rotary inertia. The distance between the centre of mass and either of the two axles was 3 m. Denoted by m, m, respectively, were the initial centroidal points of each vehicle’s mass.
Two sensors are employed: S1 at the location of 65.2 m and S2 at the location 145.2 m as shown in Figure 3. The sensors are placed at bottom surface of the beam.
5.2. Identification Cases
For the identification purpose, the beam is divided into 20 elements, and each of the piers is divided into two elements. Measurements are simulated with an uncorrelated Gaussian noise. Besides the measurement error, the influence of the model error is tested by using a different finite element (FE) model of the structure; that is, the theoretical FE model of the intact structure is modified as the actual intact structure.
Two following identification cases are discussed.
Case 1. Measurement error is simulated at 5% RMS level. No model error is assumed. Assume that two pier elements (Nos. 21 and 23) are damaged with the damage extentsand.
Case 2. As in Case 1, but the model error is additionally simulated. It considers the modification of the stiffness of all the elements. More precisely, uncorrelated Gaussian modifications with mean −2% and standard deviation 5% are used; see Figure 5, for the stiffness modifications. Then, the actual damage extents are slightly different from that listed in case 1, which include the model error besides the real damage.
In both of the two cases, it was assumed that the damage location was limited to the four pier elements. Two moving vehicles were identified simultaneously as being causally linked to the extent of the damage. Four stiffness modification coefficients were used in the optimisation, besides the eight variables related to the masses, rotary moments, stiffness, and damping of the two vehicles. In this way, the damage extent and its location, as well as vehicle parameters, were treated as unknowns and thus identified. Meanwhile, the dynamic interaction of the coupled vehiclebridge system was established.
5.3. Moving Vehicle and the Damage Identification
Responses of the two sensors are used for vehicle and damage identification. In each case, the dynamic responses are calculated using the discrete FE model and the Newmark integration method with the parametersand. The first two damping ratios are 0.01 and 0.015. The integration time step equals 0.01 s (100 Hz sampling frequency). A total of 100 time steps is used; hence, the measured time is 1 s. The simulated responses with measurement noise in Case 1 are show in Figure 6. Table 1 shows the natural frequencies of the original and damaged bridge model.

The damage was limited to the two piers, that is, to the four pier elements. Together with two known vehicles (eight modification coefficients), there were twelve variables to be optimised by minimising the objective function (36). Responses from two sensors were used for this purpose. The initial trial mass values were estimated using (34). Then, the other initial vehicle parameters were provided based on their masses.
The identification results for the two vehicle parameters are listed, respectively, in Table 2 (Case 1) and Table 3 (Case 2).


The identified extents of the structural damages in the two cases are listed, respectively, in Table 4 (Case 1) and Table 5 (Case 2).


The parameter identification results were assessed by their relative accuracy, while the damage identification results were more naturally assessed in terms of their absolute accuracy. It showed that, even with all the simulated errors, the parameters of the two vehicles and four potential damage identifiers could be identified acceptably. Since only two damages were actually assumed, the optimisation allowed their number and location (limited to the four considered pier elements) to be identified as well.
With the identified vehicles and structural damage, the moving loads can be computed meanwhile by using (27). Figure 7 shows the estimated results which have reasonable accuracy. The relative error was 2.6% even under both 5% RMS measurement noise and model error in Case 2.
(a) Moving loads of vehicle 1
(b) Moving loads of vehicle 2
6. Conclusion
This paper presented an effective method for the simultaneous identification of moving vehicles and structural damage based on a virtual distortion method. The vehicle parameters and the structural damage were treated as optimisation variables. Through the use of a moving dynamic influence matrix, the response of the damaged system to given optimisation variables could be computed quickly without the need of a numerical simulation and the repeated assembly of the timevariant system parameter matrix at each timestep. This reduced the numerical cost significantly. The adjoint method was adopted for the fast sensitivity analysis of the objective function. A numerical example of a threespan beam was presented to verify the proposed method, where two vehicles (eight variables) and two damaged piers (four damage instances) were identified using only two sensors. Even with both the pollution of 5% RMS measurement error and a certain model error, the maximum identification error was 13.82%. Moreover, the moving excitation effects were estimated accurately.
Acknowledgments
The authors gratefully acknowledge the support of National Science Foundation of China (NSFC) (51108066, 51108067), of the Fundamental Research Funds for the Central Universities (China) (DC13010316), of the Dr. Startup fund of Dalian Nationalities University (20116207), and of the Project of Housing and UrbanRural Development (K2201243, 2013k27). Financial support of Structural Funds in the Operational ProgrammeInnovative Economy (IE OP) financed from the European Regional Development FundProject “Modern material technologies in aerospace industry” (POIG.0101.0200015/08) is gratefully acknowledged.
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