# Feasibility Study on Tension Estimation Technique for Hanger Cables Using the FE Model-Based System Identification Method

Authors: Kyu-Sik Park; Taek-Ryong Seong; Myung-Hyun Noh
Journal: Mathematical Problems in Engineering
 (2015)

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## Abstract

Hanger cables in suspension bridges are partly constrained by horizontal clamps. So, existing tension estimation methods based on a single cable model are prone to higher errors as the cable gets shorter, making it more sensitive to flexural rigidity. Therefore, inverse analysis and system identification methods based on finite element models are suggested recently. In this paper, the applicability of system identification methods is investigated using the hanger cables of Gwang-An bridge. The test results show that the inverse analysis and systemic identification methods based on finite element models are more reliable than the existing string theory and linear regression method for calculating the tension in terms of natural frequency errors. However, the estimation error of tension can be varied according to the accuracy of finite element model in model based methods. In particular, the boundary conditions affect the results more profoundly when the cable gets shorter. Therefore, it is important to identify the boundary conditions through experiment if it is possible. The FE model-based tension estimation method using system identification method can take various boundary conditions into account. Also, since it is not sensitive to the number of natural frequency inputs, the availability of this system is high.


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## Body

## 1. Introduction

Recently, the number of long-span bridges built in countries around the world is increasing. Of these long-span bridges, the suspension bridge uses stiffening girders that are attached to the main cables to support the load. In Korea, starting from the completion of the Nam-Hae Bridge in 1973, Yeongjong, Gwang-An, Yi Sun-Sin, and many other suspension bridges have been constructed, and Ulsan Bridge is also under construction as a suspension bridge. Most long-span bridges, such as suspension bridges, support their loads by means of cables. Therefore, it is necessary to estimate the tension of the cables to ensure structural safety during the construction phase and maintenance work after completion.The most accurate means to estimate the tension on the cables is to use the load cells to collect the data directly. However, this is not an option in many cases due to the conditions in the field. Therefore, the most commonly used method is to extract the natural frequency from the measurements of acceleration signal and enter the extracted data into an equation that shows the relationship between the natural frequency and tension, and thus the cable tension can be estimated indirectly. The two most widely used methods are the taut string theory [1], which does not take the flexural rigidity into consideration, and the linear regression method [2], which regards the cable as a beam under the axial load and considers the flexural rigidity. Yun et al. [3] analyzed the influence of the effective length in the linear regression method, while Ahn et al. [4] used the static method, which requires the minimal amount of measurements compared to the dynamic methods, to calculate the tension on the hanger cables.The estimation methods for tension using the existing dynamic method put the natural frequency values to the equation on the natural frequency and tension. Therefore, if the mathematical model used differs significantly from the actual structure, a significant error is unavoidable. In particular, in the case of hanger cables that transfer the load applied to the stiffening girder to the main cable, they are, in most cases, short cables with higher flexural rigidity. Also, due to the influence from the clamps and boundary conditions, errors are significant when the tension is estimated using the existing methods [5–7].Therefore, to estimate the tension of shorter cables that are greatly influenced by flexural rigidity, like the hanger cables in a suspension bridge, some new methods are proposed that are based on the finite element model of the hanger cable. Kim et al. [6, 7] suggested formula-based inverse analysis method, which defines the errors between the calculated frequency using the analysis models and the frequency actually measured as the objective functions, and uses an optimized algorithm, the univariate search method and modal participation factor. Park et al. [5] suggested a vibration-based system identification technique. This method uses the measured frequency as the input variable and the sensitivity equation to estimate the tension force through repeated calculations. Here, for a precise system identification of the hanger cables, a 3D finite element model is created, in which the physical properties including the tension force and the rigidities of hanger cable and clamp are set as the identification variables. The tension estimation technique for the hanger cable using the formula-based inverse analysis method was applied to the Gwang-An Bridge [6, 7] while the tension estimation technique for the hanger cables based on the FE model-based system identification method was applied to the theoretical development [5], Yeongjong Bridge [6, 7], and the test sample [8].In this paper, through the hanger cables of Gwang-An Bridge, the reliability of the system identification method based on the finite element model, which has higher applicability in tensile force estimation for short cables that are more sensitive to the flexural rigidity, is compared with that of the existing tension estimation methods, and its applicability is verified.


## 2. Tension Estimation Methods

### 2.1. Methods Using Mathematical Equation on the Natural Frequency and Tension

Many dynamic methods to estimate tensile force for cables have been developed considering dynamic characteristics and physical properties of cables. Among them, the flat taut string theory for cables that neglect both sag-extensibility and flexural rigidity is as follows:(1)T=4mL2fnn2,where fn denotes the nth natural frequency in Hz. The terms T, m, and L denote tension force, mass density, and length of cable, respectively. The computation of tension force is straightforward with given measured frequency and mode number. However, the application of this formula is strictly limited to a flat long slender cable because it can not consider both sag-extensibility and bending stiffness of cables.The modern cable theory [9] that takes account of the sag-extensibility without flexural rigidity requires additional information of the unstrained length of cable and involves solving a nonlinear characteristic equation by trial-and-error [10]. However, such additional information is often not available in practice, therefore the linear regression method [11] that considers cables as an axial load beam had been developed. This method considers the flexural rigidity but neglects the sag-extensibility as follows:(2)fnn2=14mL2T+n2π24mL4EI,where EI denotes the flexural rigidity of a cable. The unknown tension force and flexural rigidity can be identified through linear regression procedures with given measured frequency and mode number. This method is widely used by the field engineers because of its simplicity and speediness. To consider both sag-extensibility and bending stiffness, the practical formula [12] had been developed. But a priori data of the axial and flexural rigidities of the target cable system is required for the proper use of this practical method. However, the flexural rigidity of cable is often neither available nor valid because the shear and bending mechanisms of a cross section of cable could be different from those of beam.


### 2.2. Methods Using System Identification Approach Based on FE Model

In the process of estimating the tension using the finite element model based system identification method, the tensile force of cables is illustrated by the identification vector which is composed of several unknown parameters. In this study, the nine unknown parametersxp (p=1,…,9) are used for identifying the tensile force in the system identification procedure and the identification vector is defined as(3)x=x1x2⋯x9T=TEAEIyEIzGJEAcEIycEIzcGJcT,where T denotes the tensile force of a cable; EA, EIy (EIz), and GJ denote axial, flexural, and torsional rigidities for a cable, respectively; and EAc, EIyc (EIzc), and GJc denote axial, flexural, and torsional rigidities for a clamp, respectively.The identification vector for therth iteration in the sensitivity-based updating algorithm can be assumed as(4)xr=xr1xr2⋯xr9T=TrEArEIyrEIzrGJrEAcrEIycrEIzcrGJcrT,where xr mean the identification vector for the rth iteration.Then, the static displacement and tensile force distribution can be produced for the identification vector. In the next step, the natural frequencyωj (j=1,…,q) is determined from the finite element vibration analysis using the static displacement curve and tension distribution. Using the change in natural frequencies for different identification variables, the sensitivity matrix (S) with (q×p) size can be determined approximately as follows:(5)Sr=∂ωr1∂xr1∂xr1∂ωr1⋯∂ωr1∂xrp∂xrp∂ωr1⋮⋱⋮∂ωrq∂xr1∂xr1∂ωrq⋯∂ωrq∂xrp∂xrp∂ωrq.Then, from the produced natural frequency data, the rate of change (drω) for the eigenvalue can be obtained as(6)drω=ω1m-ωr1cωr1c⋯ωqm-ωrqcωrqcT,where ωqm and ωrqc denote the qth mode’s natural frequency measured from experiment or field test and the qth mode’s frequency calculated from nonlinear finite element vibration analysis using xpr in the rth iteration, respectively. Equation (6) can be rewritten in the vector form as(7)drωq×1=Srq×pdxrp×1.Equation (7) is referred to as a linear sensitivity equation, and the rate of change for the identification vector by using (7) can be expressed as(8)dxr=Sr-1drω,where Sr-1 means the pseudoinverse matrix for Sr and can be determined as(9)Sr-1=SrTSr-1SrT.Finally, thepth identification variable in the (r+1)th iteration can recalculated as(10)xpr+1=1+drxprxp,xr+1=Tr+1EAr+1EIyr+1EIzr+1GJr+1EAcr+1EIycr+1EIzcr+1GJcr+1T.From (4) to (10), the loop is repeated until the convergence condition is satisfied. The convergence condition for the repetition analysis uses the square roots of the sum of square (SRSS) in the following:(11)∑q=1nωqm-ωqcωqm×100stepr2-∑q=1nωqm-ωqcωqm×100stepr+12<0.01.Finally, tensile force is determined from the identification variables holding at the termination stage and relevant natural frequencies can be determined through the finite element vibration analysis with the identification variables.


## 2.1. Methods Using Mathematical Equation on the Natural Frequency and Tension

Many dynamic methods to estimate tensile force for cables have been developed considering dynamic characteristics and physical properties of cables. Among them, the flat taut string theory for cables that neglect both sag-extensibility and flexural rigidity is as follows:(1)T=4mL2fnn2,where fn denotes the nth natural frequency in Hz. The terms T, m, and L denote tension force, mass density, and length of cable, respectively. The computation of tension force is straightforward with given measured frequency and mode number. However, the application of this formula is strictly limited to a flat long slender cable because it can not consider both sag-extensibility and bending stiffness of cables.The modern cable theory [9] that takes account of the sag-extensibility without flexural rigidity requires additional information of the unstrained length of cable and involves solving a nonlinear characteristic equation by trial-and-error [10]. However, such additional information is often not available in practice, therefore the linear regression method [11] that considers cables as an axial load beam had been developed. This method considers the flexural rigidity but neglects the sag-extensibility as follows:(2)fnn2=14mL2T+n2π24mL4EI,where EI denotes the flexural rigidity of a cable. The unknown tension force and flexural rigidity can be identified through linear regression procedures with given measured frequency and mode number. This method is widely used by the field engineers because of its simplicity and speediness. To consider both sag-extensibility and bending stiffness, the practical formula [12] had been developed. But a priori data of the axial and flexural rigidities of the target cable system is required for the proper use of this practical method. However, the flexural rigidity of cable is often neither available nor valid because the shear and bending mechanisms of a cross section of cable could be different from those of beam.


## 2.2. Methods Using System Identification Approach Based on FE Model

In the process of estimating the tension using the finite element model based system identification method, the tensile force of cables is illustrated by the identification vector which is composed of several unknown parameters. In this study, the nine unknown parametersxp (p=1,…,9) are used for identifying the tensile force in the system identification procedure and the identification vector is defined as(3)x=x1x2⋯x9T=TEAEIyEIzGJEAcEIycEIzcGJcT,where T denotes the tensile force of a cable; EA, EIy (EIz), and GJ denote axial, flexural, and torsional rigidities for a cable, respectively; and EAc, EIyc (EIzc), and GJc denote axial, flexural, and torsional rigidities for a clamp, respectively.The identification vector for therth iteration in the sensitivity-based updating algorithm can be assumed as(4)xr=xr1xr2⋯xr9T=TrEArEIyrEIzrGJrEAcrEIycrEIzcrGJcrT,where xr mean the identification vector for the rth iteration.Then, the static displacement and tensile force distribution can be produced for the identification vector. In the next step, the natural frequencyωj (j=1,…,q) is determined from the finite element vibration analysis using the static displacement curve and tension distribution. Using the change in natural frequencies for different identification variables, the sensitivity matrix (S) with (q×p) size can be determined approximately as follows:(5)Sr=∂ωr1∂xr1∂xr1∂ωr1⋯∂ωr1∂xrp∂xrp∂ωr1⋮⋱⋮∂ωrq∂xr1∂xr1∂ωrq⋯∂ωrq∂xrp∂xrp∂ωrq.Then, from the produced natural frequency data, the rate of change (drω) for the eigenvalue can be obtained as(6)drω=ω1m-ωr1cωr1c⋯ωqm-ωrqcωrqcT,where ωqm and ωrqc denote the qth mode’s natural frequency measured from experiment or field test and the qth mode’s frequency calculated from nonlinear finite element vibration analysis using xpr in the rth iteration, respectively. Equation (6) can be rewritten in the vector form as(7)drωq×1=Srq×pdxrp×1.Equation (7) is referred to as a linear sensitivity equation, and the rate of change for the identification vector by using (7) can be expressed as(8)dxr=Sr-1drω,where Sr-1 means the pseudoinverse matrix for Sr and can be determined as(9)Sr-1=SrTSr-1SrT.Finally, thepth identification variable in the (r+1)th iteration can recalculated as(10)xpr+1=1+drxprxp,xr+1=Tr+1EAr+1EIyr+1EIzr+1GJr+1EAcr+1EIycr+1EIzcr+1GJcr+1T.From (4) to (10), the loop is repeated until the convergence condition is satisfied. The convergence condition for the repetition analysis uses the square roots of the sum of square (SRSS) in the following:(11)∑q=1nωqm-ωqcωqm×100stepr2-∑q=1nωqm-ωqcωqm×100stepr+12<0.01.Finally, tensile force is determined from the identification variables holding at the termination stage and relevant natural frequencies can be determined through the finite element vibration analysis with the identification variables.


## 3. Field Application: Hanger Cables of Gwang-An Bridge

### 3.1. Measurement of the Vibration Signal

Located in Busan, Gwang-An Bridge is 900 m in total length (center span = 500 m; 3 spans and 2 hinges with each side span = 200 m) and a width of 24 m. The height of the main tower (from sea level) is 116.5 m. The hanger cables of Gwang-An Bridge become shorter as they approach the center of the span from the location of the main tower. In this paper, we examined the two hanger cables located on the beach side, as shown in Figure1. At each sector, one hanger cable band holds two groups of hanger cables as shown in Figure 2. Of these, the acceleration signals of the hanger cable installed on the bridge side were measured.Figure 1
The locations of two hanger cables for measurement [6, 7].Figure 2
The groups of hanger cables [6, 7].On June 6, 2008, acceleration sensors were installed in a direction perpendicular to the hanger cables as shown in Figure3, to measure the acceleration vibration signals of the hanger cables. Here, the acceleration sensors were installed at the height of the guardrail on the bridge to avoid missing the low vibration mode and to install them easily. The measurements were taken on holidays, which resulted in smaller amounts of traffic. Therefore, to get more reliable acceleration signals, vibration signals that lasted about 5 minutes over two measurement attempts were measured. Figure 4 shows how the field measurements scene.Figure 3
The locations for accelerometers attached on hanger cables.Figure 4
Acceleration measurements for hanger cables.For the four hanger cables, the sampling rates at ambient vibration were 1000 Hz. To efficiently obtain vibration measurements, we used a 1 CH AnyLogger, a dynamic wireless logger manufactured by Korea Maintenance Co., Ltd. Figure5 shows the acceleration response signals obtained from the ambient vibrations in a direction perpendicular to the hanger cables and the PSD (power spectral density) of the response signal. When estimating the tensile force using the FE model-based system identification method, the order and natural frequency value of each vibration mode are important, while the absolute magnitude of acceleration signal and PSD do not significantly affect the results of tension estimation.Figure 5
Measured accelerations and PSD data of hanger cables: (a) acceleration signals and (b) power spectral density.
(a)
Acceleration signals
(b)
Power spectral density


### 3.2. Finite Element Model

For the tensile force estimation method using the system identification technique, the hanger cables were modeled using three-dimensional linear elements that support the axial load to analyze the changes in natural frequency due to changes in tensile force. Here, the mass matrix was that of the frame elements, while the stiffness matrix is the sum of the stiffness matrix (Euler beam) of the normal frame elements and the geometric stiffness matrix in consideration of the influence of the tension.The lengths and physical properties of the hanger cables of Gwang-An Bridge assuming hinges at both ends are as shown in Table1. Here, the diameter of the cable is the effective diameter equivalent to the effective cross-sectional area. The design tension was the tensile force mentioned in the design specifications of the hanger cable for the bridge and was assumed to be the initial tension when estimating the tension force using the FE model-based system identification method.Table 1
Geometrical and material properties of the hanger cables.
Cable number
Length (m)
Diameter (mm)
Young’s modulus (kN/mm2)
Weight (kN/mm3)
Design tension (kN)
29A
25.3234
49.52
1.3734
×
10
2
8.0
×
10
-
8
377.685
29B
24.9986
36A
9.0173
36B
8.8329As for the clamps, the rectangular part other than the lower fixed sockets was modeled. Also, the length of the cable at the upper part of the clamp in the hanger cables was set at 1 m without variation. The cable at the bottom of the clamp was assumed to be the length minus the height (0.5 m) of the fixed socket at the bottom of the clamp to consider that some part of the cable is fixed by the clamps.Figure6 shows the finite element model of cable 29A. The hanger cables on both sides were modeled in 30 elements each, while the clamps were modeled in 3 elements.Figure 6
The finite element model of the hanger cable (29A).


### 3.3. Extraction of the Natural Frequency

As shown in Figure5(b) the ambient vibration signals of the normal hanger cables are difficult to define due to the indistinctness of the measured vibration mode in many cases. Also in this study, only 1 instrument to measure acceleration at each hanger cable was installed. Therefore, it was not possible to extract the vibration mode through experiment. Therefore, the natural frequencies and the vibration mode were determined by comparing the results with measurements presented in the research by Kim et al. [6, 7]. The natural frequencies extracted in this way for the hanger cables are as shown in Table 2. In this case, the natural frequency is determined as the average of the two experiments to measure the natural frequencies that correspond to the symmetric mode of the hanger cables.Table 2
The natural frequencies of symmetric modes of the hanger cables.
Symmetrical mode
Measured frequency (Hz)
29A
29B
36A
36B
1st
3.20
3.05
9.38
9.20
2nd
6.42
6.10
15.91
15.46
3rd
9.60
9.11
23.15
22.90
4th
12.63
12.05
34.82
34.78
5th
15.32
14.54
49.14
48.28


## 3.1. Measurement of the Vibration Signal

Located in Busan, Gwang-An Bridge is 900 m in total length (center span = 500 m; 3 spans and 2 hinges with each side span = 200 m) and a width of 24 m. The height of the main tower (from sea level) is 116.5 m. The hanger cables of Gwang-An Bridge become shorter as they approach the center of the span from the location of the main tower. In this paper, we examined the two hanger cables located on the beach side, as shown in Figure1. At each sector, one hanger cable band holds two groups of hanger cables as shown in Figure 2. Of these, the acceleration signals of the hanger cable installed on the bridge side were measured.Figure 1
The locations of two hanger cables for measurement [6, 7].Figure 2
The groups of hanger cables [6, 7].On June 6, 2008, acceleration sensors were installed in a direction perpendicular to the hanger cables as shown in Figure3, to measure the acceleration vibration signals of the hanger cables. Here, the acceleration sensors were installed at the height of the guardrail on the bridge to avoid missing the low vibration mode and to install them easily. The measurements were taken on holidays, which resulted in smaller amounts of traffic. Therefore, to get more reliable acceleration signals, vibration signals that lasted about 5 minutes over two measurement attempts were measured. Figure 4 shows how the field measurements scene.Figure 3
The locations for accelerometers attached on hanger cables.Figure 4
Acceleration measurements for hanger cables.For the four hanger cables, the sampling rates at ambient vibration were 1000 Hz. To efficiently obtain vibration measurements, we used a 1 CH AnyLogger, a dynamic wireless logger manufactured by Korea Maintenance Co., Ltd. Figure5 shows the acceleration response signals obtained from the ambient vibrations in a direction perpendicular to the hanger cables and the PSD (power spectral density) of the response signal. When estimating the tensile force using the FE model-based system identification method, the order and natural frequency value of each vibration mode are important, while the absolute magnitude of acceleration signal and PSD do not significantly affect the results of tension estimation.Figure 5
Measured accelerations and PSD data of hanger cables: (a) acceleration signals and (b) power spectral density.
(a)
Acceleration signals
(b)
Power spectral density


## 3.2. Finite Element Model

For the tensile force estimation method using the system identification technique, the hanger cables were modeled using three-dimensional linear elements that support the axial load to analyze the changes in natural frequency due to changes in tensile force. Here, the mass matrix was that of the frame elements, while the stiffness matrix is the sum of the stiffness matrix (Euler beam) of the normal frame elements and the geometric stiffness matrix in consideration of the influence of the tension.The lengths and physical properties of the hanger cables of Gwang-An Bridge assuming hinges at both ends are as shown in Table1. Here, the diameter of the cable is the effective diameter equivalent to the effective cross-sectional area. The design tension was the tensile force mentioned in the design specifications of the hanger cable for the bridge and was assumed to be the initial tension when estimating the tension force using the FE model-based system identification method.Table 1
Geometrical and material properties of the hanger cables.
Cable number
Length (m)
Diameter (mm)
Young’s modulus (kN/mm2)
Weight (kN/mm3)
Design tension (kN)
29A
25.3234
49.52
1.3734
×
10
2
8.0
×
10
-
8
377.685
29B
24.9986
36A
9.0173
36B
8.8329As for the clamps, the rectangular part other than the lower fixed sockets was modeled. Also, the length of the cable at the upper part of the clamp in the hanger cables was set at 1 m without variation. The cable at the bottom of the clamp was assumed to be the length minus the height (0.5 m) of the fixed socket at the bottom of the clamp to consider that some part of the cable is fixed by the clamps.Figure6 shows the finite element model of cable 29A. The hanger cables on both sides were modeled in 30 elements each, while the clamps were modeled in 3 elements.Figure 6
The finite element model of the hanger cable (29A).


## 3.3. Extraction of the Natural Frequency

As shown in Figure5(b) the ambient vibration signals of the normal hanger cables are difficult to define due to the indistinctness of the measured vibration mode in many cases. Also in this study, only 1 instrument to measure acceleration at each hanger cable was installed. Therefore, it was not possible to extract the vibration mode through experiment. Therefore, the natural frequencies and the vibration mode were determined by comparing the results with measurements presented in the research by Kim et al. [6, 7]. The natural frequencies extracted in this way for the hanger cables are as shown in Table 2. In this case, the natural frequency is determined as the average of the two experiments to measure the natural frequencies that correspond to the symmetric mode of the hanger cables.Table 2
The natural frequencies of symmetric modes of the hanger cables.
Symmetrical mode
Measured frequency (Hz)
29A
29B
36A
36B
1st
3.20
3.05
9.38
9.20
2nd
6.42
6.10
15.91
15.46
3rd
9.60
9.11
23.15
22.90
4th
12.63
12.05
34.82
34.78
5th
15.32
14.54
49.14
48.28


## 4. Results of Tension Estimation

In this study, the procedure for tension estimation using the FE model-based system identification method considered is shown in Figure7. Further details can be found in Park et al. [5]. The identification variables in the FE model-based system identification method were the tensile force, axial stiffness, bending stiffness, and torsion stiffness of the cable and the clamp. A total of 9 variables were assumed.Figure 7
The procedure for tension estimation using the FE model-based system identification method.Figure8 shows the symmetrical mode of the final finite element model of the 36B hanger cable in the FE model-based system identification method. Table 3 shows the tension of each cable according to the estimation methods. Here, the methods by Kim et al. [6, 7] assumed the boundary conditions fixed at both sides and conducted formula-based inverse analysis in consideration of the mode participation factor, while, for the estimation of the tension using the FE model-based system identification method, the boundary condition was defined as fixed at both sides. The 5 symmetrical modes’ natural frequencies were used as the input measurement values as well. The taut string theory and linear regression method showed the estimation results of the tension force using (1) and (2), respectively. In this case, the taut string theory used the first symmetrical mode.Table 3
The tensions (kN) of each hanger cable according to the estimation methods.
Tension estimation methods
Cable number
29A
29B
36A
36B
Design tension
377.685
FE model-based system identification method
355.82
309.92
287.79
256.58
Formula-based inverse analysis method
393.45
342.75
384.45
349.86
Taut string theory
402.35
355.54
412.60
382.73
Linear regression method
397.75
348.68
321.70
294.74Figure 8
Symmetrical mode shapes of the final finite element model.As shown in Figure8, in the case of 36B cable, the 1st, 3rd, 5th, and 7th vibration modes in the perpendicular direction are the 1st, 2nd, 3rd, and 4th symmetrical vibration modes, respectively. When estimating tension using the FE model-based system identification method, as shown in (4) not only the tension of the cable but also other variables, such as the axial, flexural, and torsional rigidities, could be estimated. However, for the hanger cables, variations in the tension force are the main cause of changes to the natural frequency. The influences from other variables are not significant. This was confirmed by the sensitivity analysis of each variable by Park et al. [5]. Estimation of variables other than the tension using the cables of Gwang-An Bridge shows a similar result, too. Therefore, in this paper, the results of the tension estimation other than the other variables are only presented. In Table 3, for the four hanger cables, the estimated tension by the FE model-based system identification method is smaller than those estimated by other methods. This phenomenon is even more significant with the shorter 36B cable. As the length of the cable gets shorter, the estimated tension also appears to be smaller. On the other hand, the formula-based inverse analysis method estimates the tension consistently regardless of the length of the cable. However, the cable tension of A group is estimated to be bigger than that of B group. The taut string theory method shows a similar pattern with the formula-based inverse analysis method but the deviations of the estimated tension between A and B group are significant. The linear regression method shows a reduction in the estimated tension as the cable became shorter as was the case with the FE model-based system identification method.To check the reliability of the tension force measured by each of these methods, it would be necessary to use load cells to take actual measurements, which would then be compared to the estimations. However, since there are no load cells installed on the hanger cables numbers 29 and 36, it was not possible to determine the exact tension values at the time of the experiment. However, for methods of estimating the tension using inverse analysis and system identification techniques, the accuracy of estimated tension could be checked indirectly by means of the SRSS errors of the natural frequencies.Figure9 shows the errors in the natural frequencies for the tension estimation using the FE model-based system identification method for each of the hanger cables. As seen in the figure, hanger cable number 29 shows a relatively small error between the measured and calculated natural frequencies. However, the deviation for hanger cable number 36 appears to be significant. Therefore, the tension estimation results for the hanger cable number 36, where the error of the natural frequency is greater, are less reliable. This is because of the lower reliability of the measured natural frequencies, or the finite element model and the boundary conditions of the hanger cables are different from the actual conditions. However, measurement of the natural frequency can be relatively accurate compared to the results of Kim et al. [6, 7]. The only physical difference between cables numbers 29 and 36 is the length, which causes the natural frequency to change. The change here is sensitive to the boundary conditions. Therefore, the influence from the boundary conditions should be assumed to be the cause of the relatively bigger error with cable number 36, and the influence of the boundary conditions should be analyzed.Figure 9
Errors in the natural frequencies for the tension estimation using the FE model-based system identification method: (a) cable 29A (SRSS = 4.70%); (b) cable 29B (SRSS = 5.19%); (c) cable 36A (SRSS = 15.73%); and (d) cable 36B (SRSS = 16.07%).
(a)
Cable 29A (SRSS = 4.70%)
(b)
Cable 29B (SRSS = 5.19%)
(c)
Cable 36A (SRSS = 15.73%)
(d)
Cable 36B (SRSS = 16.07%)


## 5. Sensitivity Analysis of the FE Model-Based System Identification Method Depending on the Input Conditions

When estimating the tension force using the FE model-based system identification method, basically, the errors in the natural frequency are minimized using the measured natural frequency and the calculated natural frequency from the finite element model. Therefore, it is exposed to the influence from the boundary conditions of the finite element model. In fact, to identify the boundary conditions of the hanger cables, it is necessary to extract the vibration modes experimentally. However, in this study, there were several limitations that forced us to install only one instrument to measure the acceleration on the hanger cable. Therefore, it was not possible to extract the forms of the vibration modes through experiments.Table4 shows the results of the tension estimation using the FE model-based system identification method when the boundary condition of the hanger cable was assumed as hinges at both sides.Table 4
Results of the tension estimation using the FE model-based system identification method (hinges at both sides).
Cable number
Frequency
1
2
3
4
5
SRSS(%)
Tension(kN)
29A
Measured (Hz)
3.20
6.42
9.60
12.63
15.32
2.73
381.96
Calculated (Hz)
3.18
6.36
9.53
12.66
15.68
Error (%)
0.79
0.91
0.73
0.25
2.33
29B
Measured (Hz)
3.05
6.10
9.11
12.05
15.54
3.03
334.38
Calculated (Hz)
3.02
6.04
9.06
12.05
14.93
Error (%)
1.04
0.87
0.52
0.00
2.66
36A
Measured (Hz)
9.38
15.91
23.15
34.82
49.14
8.31
363.89
Calculated (Hz)
9.12
16.77
23.90
24.28
47.00
Error (%)
2.82
5.40
3.27
1.53
4.35
36B
Measured (Hz)
9.20
15.46
22.90
34.78
48.28
7.96
331.92
Calculated (Hz)
8.94
16.37
23.45
33.93
46.83
Error (%)
2.83
5.87
2.42
2.44
3.00As seen in the table, compared to the cases of fixed condition at both sides, errors in the natural frequency and SRSS are reduced, while the estimated tension force is similar to that of the formula-based inverse analysis method. In particular, errors are reduced significantly with the number 36 hanger cable, which is shorter. This results in a subsequent larger change in the estimated tension force because the shorter cable is more sensitive to the boundary conditions compared to longer cables. Figure10 shows the symmetrical mode shapes and natural frequency by the boundary conditions of 36B cable.Figure 10
Symmetrical mode shapes according to the boundary conditions.As seen in the figure, the boundary condition influences the vibration mode and natural frequency significantly. Therefore, from the results of the tension estimation using the FE model-based system identification method, it is rationally assumed that the boundary conditions for this study with the hanger cables of Gwang-An Bridge should be hinges at both sides. This is different from the boundary condition of the inverse analysis, which was fixed at both sides. The reason for this difference is believed to be the differences in the finite element model, the input natural frequency value, and their numbers. Therefore, to identify the boundary conditions of the hanger cables more precisely, a number of acceleration measurement instruments to extract the vibration mode should be used and the boundary conditions be identified experimentally.The tension estimation method using the FE model-based system identification method is affected not only by the accuracy of the finite element model, but also by the input natural frequency. Therefore, to consider natural frequency influence, the following method shown in the following is considered:(12)EMM%=ϕiTM1/ϕiTMϕiMtotal×100,where each of the natural frequencies and effective modal mass (EMM) are calculated to use the natural frequency of the modes with higher effective modal mass in a sequential order. Then, the estimated tension force and the calculated natural frequency are analyzed.Figure11 shows the 10 natural vibration modes and their effective modal masses with cable 29A under the boundary condition of hinges at both sides and the design tension. As seen in the figure, the effective modal mass of the unsymmetrical mode was close to 0. Therefore, the effective modal mass of each mode is considered and the results after applying 1, 2, 3, 4, and 5 natural frequencies starting from the one with the largest effective modal mass are compared. Table 5 shows the effective modal masses of vibration modes under hinges at both sides as the boundary condition and the design tension.Table 5
Effective modal masses (%) of each vibration mode.
Mode
29A
29B
36A
36B
1 (1st symmetrical mode)
25.9265
25.9176
27.1070
27.2265
2 (1st unsymmetrical mode)
0.0000
0.0000
0.0000
0.0000
3 (2nd symmetrical mode)
0.0237
0.0250
1.2822
1.2983
4 (2nd unsymmetrical mode)
0.0000
0.0000
0.0000
0.0000
5 (3rd symmetrical mode)
3.5729
3.5950
3.5551
3.4151
6 (3rd unsymmetrical mode)
0.0000
0.0000
0.0001
0.0001
7 (4th symmetrical mode)
0.1392
0.1473
0.1101
0.1227
8 (4th unsymmetrical mode)
0.0000
0.0000
0.0002
0.0002
9 (5th symmetrical mode)
1.9872
2.008
0.4461
0.4355
10 (5th unsymmetrical mode)
0.0000
0.0000
0.0003
0.0004Figure 11
Mode shapes according to the boundary conditions.As seen in Table5, shorter cables have greater effective modal masses under the unsymmetrical mode, though the increase is not significantly large. For the symmetric mode, cable number 29 is bigger in the effective modal mass by the order of 1st, 3rd, 5th, 4th, and 2nd modes. However, for cable number 36, the effective modal mass is the largest in the order of 1st, 3rd, 2nd, 5th, and 4th. That is, the longer and shorter cables are generally similar in terms of overall effective modal masses. However, there are tiny differences depending on the influence from the unsymmetrical mode or the order of size of the effective modal masses.Figures12 and 13 show the natural frequencies, the SRSS errors in the natural frequency, and the estimated tension of the 5 symmetric modes of the final finite element model according to the input natural frequency for the FE model-based system identification method. As seen in the figure, the changes in terms of the natural frequency of the final finite element model by the number of input natural frequencies in the FE model-based system identification method are not significant. In this case, as for cables 29A, 29B, 36A, and 36B, they show about 10% deviations for the design tension, which are 8.08, 9.34, 38.94, and 34.24 kN, respectively. Therefore, if the tension is estimated using the FE model-based system identification method, it is possible to reliably estimate the tension using only the natural frequency of the small number of vibration modes with higher effective modal masses, which could be an advantage to using this method.Figure 12
Changes of the natural frequencies according to the number of the input natural frequency.
(a)
Cable 29A
(b)
Cable 29B
(c)
Cable 36A
(d)
Cable 36BFigure 13
Changes of the SRSS errors in the natural frequency and the estimated tension according to the number of the input natural frequency.
(a)
Cable 29A
(b)
Cable 29B
(c)
Cable 36A
(d)
Cable 36B


## 6. Conclusion

In this paper, the finite element model based method was applied to estimate the tension of hanger cables on Gwang-An Bridge, and its reliability and applicability are investigated. The conclusion is as follows.The taut string theory and the linear regression method, which are used to estimate the tension of normal cables, could render similar estimation results like the formula-based inverse analysis method and the system identification method based on the finite element models for cable number 29. However, for cable number 36, the results from these two methods differed significantly. Also, the existing methods could not be applied to various boundary conditions of cables, and it was not possible to verify the reliability unless the tensions were measured directly using load cells. On the other hand, the system identification technique allowed the boundary conditions to be taken into consideration easily, and the reliability of the tension estimation could indirectly be assessed by means of errors in the calculated natural frequency from actual measurements of the natural frequency. In addition to the tension, estimates could be made for variables such as the rigidities for cables and clamps. Since it is not sensitive to the number of the natural frequency inputs, the utility of this method is high.The key to creating a finite element model is to introduce an appropriate boundary condition. Shapes of the vibration mode due to the change of the boundary condition are the same, but the size of the relative vibration mode at each node is different. Therefore, the vibration mode varies depending on the boundary conditions, and this difference becomes larger as it approaches the support. However, changes in the frequencies caused by the boundary conditions did not have a fixed tendency and varied in accordance with the order of the natural frequency. As the cable becomes shorter, it is influenced more by the boundary conditions. Therefore, it is necessary to extract the vibration mode to judge the boundary conditions experimentally.For this reason, when the length of the cable was longer, not only the existing methods, but also the methods based on the finite element models for the hanger cables could be used. However, as the length decreased, the increase in errors in the existing method is inevitable, and the reliability of the tension estimation based on the finite element model is higher. However, the model-based tension estimation method is seriously influenced by the accuracy of the finite element model that includes the boundary conditions. Therefore, it is important to create an appropriate finite element model.



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*Source: 512858-2015-06-01.xml*