Research Article  Open Access
Yutao Pang, "Seismic Fragility Assessment of an Isolated Multipylon CableStayed Bridge Using Shaking Table Tests", Advances in Civil Engineering, vol. 2017, Article ID 9514086, 12 pages, 2017. https://doi.org/10.1155/2017/9514086
Seismic Fragility Assessment of an Isolated Multipylon CableStayed Bridge Using Shaking Table Tests
Abstract
In recent decades, cablestayed bridges have been widely built around the world due to the appealing aesthetics and efficient and fast mode of construction. Numerous studies have concluded that the cablestayed bridges are sensitive to earthquakes because they possess low damping characteristics and high flexibility. Moreover, cablestayed bridges need to warrant operability especially in the moderatetosevere earthquakes. The provisions implemented in the seismic codes allow obtaining adequate seismic performance for the cablestayed bridge components; nevertheless, they do not provide definite yet reliable rules to protect the bridge. To date, very few experimental tests have been carried out on the seismic fragility analysis of cablestayed bridges which is the basis of performancebased analyses. The present paper is aimed at proposing a method to derive the seismic fragility curves of multipylon cablestayed bridge through shake table tests. Toward this aim, a 1/20 scale threedimensional model of a 22.5 m cablestayed bridge in China is constructed and tested dynamically by using the shaking table facility of Tongji University. The cablestayed bridge contains three pylons and one side pier. The outcomes of the comprehensive shaking table tests carried out on cablestayed bridge have been utilized to derive fragility curves based on a systemic approach.
1. Introduction
In recent decades, cablestayed bridges are popular not only in China but also around the world due to appealing aesthetics, full and efficient utilization of structural materials, increasing stiffness over suspension bridges, and efficient and fast mode of construction [1]. Now, more than 400 cablestayed bridges have been constructed in China. Some of these bridges are located in high seismic zones according to the current seismic hazard map of China. From the structural dynamics point of view, cablestayed bridges exhibit flexible and low damping behavior in which the vertical, lateral, and torsional motions are strongly coupled that raises many concerns about their behavior under environmental dynamic loads such as wind and earthquakes [2]. If a cablestayed bridge collapses in an earthquake, it can cause tremendous loss of life and property.
Due to its complex behavior under seismic excitations, a number of previous works have been carried out to investigate the dynamic behavior of cablestayed bridge considering either a free vibration problem or a forced vibration problem due to seismic excitations [3–5]. Many numerical methods (i.e., the time domain analysis or frequency domain spectral method) have been proposed to assess both linear and nonlinear seismic responses of cablestayed bridges under uniform or multisupport ground motions [6–8]. Moreover, many works focused on seismic control strategy and fragility analysis for cablestayed bridges [9–11]. With regard to the shake table test of cablestayed bridges, few studies have proposed to investigate the seismic behavior of cablestayed bridges. Li et al. [12] conducted the shake table studies of seismic structural systems of a Taizhou Changjiang Highway Bridge model. Wang et al. [13] investigated the transverse seismic behavior of a mediumspan cablestayed bridge model with two concrete towers. Zong et al. [14] used the 1/100 scale model to study the seismic response on a multispan cablestayed bridge scale model under multisupport excitations.
Recently, the modern earthquake engineering has focused on the performancebased assessment of new designed structures or existing buildings and bridges. Seismic fragility, which defines the damage probability as a function of seismic intensity measures, is an important part of performancebased engineering framework [15]. Three main methods are used for development of fragility functions: () empirical approach [16]; () expert opinion; and () analytical methods [17]. The numerical method is the main method to conduct the seismic fragility analysis of structures. With regard to the seismic fragility analysis of cablestayed bridges, a few studies have been proposed recently to assess the seismic vulnerability of cablestayed bridges. Casciati et al. [9] assessed the seismic reliability of a benchmark cablestayed bridge with passive hysteretic devices using fragility curves. Barnawi and Dyke [10] developed the fragility curves of a benchmark cablestayed bridge equipped with three response modification systems, namely, active, semiactive, and passive devices. Pang et al. [11] generated the fragility curves of a shortspan cablestayed bridge using uniform design method considering different sources of uncertainties. Wu et al. (2016) proposed a userfriendly and efficient framework for establishing the system fragility functions of mediumspan concrete cablestayed bridge based on the assumption of the serial system. Zhong et al. (2016) proposed detailed procedures to generate the component and system seismic fragility curves of a longspan cablestayed bridge in China, including the selection of the optimal intensity measure and definition of the limit states of pylon sections. However, all these previous studies adopted numerical methods other than the experimental methods to develop the fragility curves. The cablestayed bridges adopted in the previous papers are twopylon cablestayed bridges, not the multipylon cablestayed bridge, which is a rather new structure, and its seismic performances are not fully understood yet. Moreover, no studies have been initiated to analyze the seismic performance of multipylon cablestayed bridge using the shake table testing so far.
On the basis of the abovementioned motivations, the present paper illustrates the preliminary results of shake table tests carried out on a 1/20 scale multipylon cablestayed bridge equipped with typical isolation bearings in China. The results from previous studies are mainly based on numerical models other than the shake table tests. In the present paper, the fragility curves of different components are generated using the data from the shaking table tests. This study aims at investigating the seismic performance of multipylon cablestayed bridge, such as cables, isolated bearings, pylon, and piers through shaking table tests. An actual cablestayed bridge in Nanchang City in China is selected as a representative case study for the experimental assessment. Limit states were defined and identified for each components and the whole system. The recorded time histories of various components were used to develop the seismic fragility curves.
2. Test Setup
The shaking table tests of a multipylon cablestayed bridge are carried out by the earthquake simulator system available at the earthquake engineering laboratory of Bridge Engineering Department of the University of Tongji, China. The system consists of four 6 m × 4 m rectangle shake tables. Each table is characterized by three DOFs (longitudinal, lateral, and yaw). The maximum payload of each table is 700 KN with a frequency ranging between 0.1 and 50 Hz, acceleration peak equal to 1.5 g, velocity peak equal to 1 m/s, and total displacement equal to 500 mm. All four shake tables are utilized for the present experiment.
2.1. Scaling Method
A scale model of threepylon cablestayed bridge was designed (Figure 1) with the purpose of simulating the seismic behavior of this type of bridge and generating the fragility curves according to the predefined limit states. The bridge model is a 1/20scale geometric model of a real sixpylon cablestayed bridge in Nanchang City, China, based on a symmetric approach. The scaling factor is calculated based on dimensional analysis. Table 1 shows the scaling factors and corresponding dimensions and equations for the physical quantities of the shake table test. It can be seen from Table 1 that three parameters in bold are the key physical quantities, namely, length scale factor (), modulus of elasticity scale factor (), and acceleration scale factor (). Once three key physical quantities (length, time, and force) are determined, the rest quantities could be calculated by the listed equations. The reason for choosing these three quantities is that it is simple and convenient to control them during the early design stage of the tests.

is designed to be 1/20 considering the limit size of the test environment, cost of fabrication, and construction of model components. The mass scale factor, , which affects the scaled weight and dynamic characteristic of the bridge model greatly, is controlled by all three key quantities. In the prototype bridge, the mass of the girder is considerably large because the girder is prestressed concretebox girder with corrugated steel web. If and are both designed as 1, the mass of the model will be too large to be acceptable and there will not be enough space to put additional mass on the model. To get a reasonable mass of the bridge model, is expected to be reduced. Given that is determined, this goal could be achieved by reducing or enlarging . According to Wang et al. (2016), could be designed as small as 0.3 using microconcrete materials, yet the model mass will still be too large. Therefore, to further reduce the model mass, is fixed as 2.
2.2. Details of Bridge Model
The prototype bridge is Nanchang Chaoyang Bridge (Wang et al. 2015) located in Jiangxi Province, China. It is a symmetrical sixpylon extradosed cablestayed bridge in which the pylons are fixed to the girder and the girder is linked to the piers by bearings. The concretebox girder has a total length of 918 m. The RC pylon is designed in herringbone pattern in the longitudinal direction with a height of 45 m and has nine sets of double cable plane on each side to participate in reinforcing the girder. The average height of the RC piers is 23 m. Cablesliding friction aseismic bearings are utilized as isolation systems in the original construction design.
The scale bridge with many scale components was built according to the above scaling method. Figure 2 shows the detailed dimension of the model components. To simulate the antisymmetric boundary condition, a special boundary device was designed at the north side of deck and manufactured as shown in Figure 3(a), to allow longitudinal displacement, while the rest of deck was supported by the socalled cablesliding friction bearing [18] in Figure 2(b) on the four reinforced concrete (RC) piers. In order to simplify the cross section of deck, it is designed to be a streamlined, flat, thinwalled steel box as shown in Figure 3(c). The stay cables in the model are fiber core steel wire ropes. The constraints of cables were simulated by using the anchor holes at both the pylon and deck in Figure 3(d). Given that the pylons and girder are fixed, the steel is used to fabricate the three pylons to facilitate construction, also shown in Figure 3(d). The bridge piers were constructed using the reinforced concrete with several boxes which was applied to equip the additional masses in Figure 3(e). In the bridge model, additional masses were attached to the bridge model to increase the material density of the structure and generate realistic inertial forces, which were distributed along the deck, pylons, and piers, as listed in Table 2. Additional masses of the pylons, the piers, and the girder of the side span bridge of the scale model are concentrated in several boxes, as shown in Figure 3(f).

(a) Main pier
(b) Pylon
(c) Side pier
(d) Girder
(a) Boundary device
(b) Isolation system
(c) Boxsection girder
(d) Isolation system
(e) RC piers
(f) Additional masses
The microconcrete was used to substitute the prototype material for the four piers, which needed to be designed as 0.3 of the prototype material. Before the shaking table tests, material tests of 9 microconcrete blocks were conducted, and the average value of tested elastic modulus was 11.3 GPa the elastic modulus. For three pylons, the same steel was used as that of the prototype, fluctuating around the adopted scale factor (0.3) of elastic modulus of the prototype material. The actual yield and ultimate strength of the steel bars used as longitudinal reinforcements are 400 and 525 MPa, respectively. Those of the galvanized wires used as reinforcement stirrups are 330 and 415 MPa, respectively.
2.3. Input and Testing Protocol
To investigate the seismic behavior of the multipylon cablestayed bridge, a suite of four recorded ground motions and four artificial ground motions were used as input uniformly for longitudinal shakings (Figure 4). The four asrecorded ground motions were selected based on the following criteria: (a) magnitude is between 5.5 and 8 and (b) Vs30 ranges from 250 to 500 m/s to represent the soil class II in the Chinses guideline for bridge [19]. The recorded ground motions are the 1940 Imperial Valley earthquake (Station El Centro Array #9), the 1999 ChiChi earthquake (Station TCU052), the 1980 Mammoth Lakes earthquake (Station Convict Creek 90), and the 1986 Chalfant Valley earthquake (Station Benton 270). It should be noted that because the scaling method of ground motions was used in the shaking table tests, the compatibility with the target spectrum [19] was not done for recorded ground motions. The artificial ground motion includes two Nanchang waves and two ETA waves. The Nanchang waves were generated using the design target spectrum and provided by the bridge site seismic evaluation report (“Seismic Safety Evaluation Report for Nanchang Chaoyang Bridge Construction Site,” Earthquake Disaster Mitigation Engineering Research Institute of Jiangxi Province, unpublished report, 2012). The two ETA waves were also generated based on the design target spectrum using the algorithm proposed by HaririArdebili et al. [20]. Figure 5 shows the spectra of 8 ground motions considered in this study.
Each ground motion wave was applied to the bridge model using scaling method in the longitudinal direction. The PGA of each wave varies from 0.05 to 0.8 g. Before the application of each accelerogram, a white noise wave was used to monitor the change in the dynamic characteristics of the bridge models. Six cases with different PGA, namely, 0.05 g, 0.1 g, 0.2 g, 0.4 g, 0.6 g, and 0.8 g, for each wave were considered.
Recorded demands of pier, pylon, bearing, and girder were measured by 215 transducers collecting data from the bridge model with a sampling frequency of 256 Hz using NI data acquisition system in Figure 6. The displacements and acceleration for the decks, pylons, and piers were measured by 37 displacement transducers and 48 accelerometers, respectively. The strains in the longitudinal and transverse reinforcement at critical sections of the pylons and piers were measured by 128 strain gauges. The critical sections are the bottom sections of the piers and pylons and the pylon sections just above the lower cross beams.
(a)
(b)
2.4. Damage Definition
In seismic fragility analysis, the damage states of various components are very important due to the reason that the fragility functions are associated with the component capacity. Thus, a damage scheme is defined in this study so that the visual damage inspected in the shaking table tests can be relevant with one damage state. For example, the minor crack of concrete at the base of the pier, which was observed in the tests, can be related to slight damage state of piers. In order to prevent the shake table devices to be damaged by the collapse of the bridge model, only two damage states of components are considered and defined, that is, damage state 1 (DS1) and damage state 2 (DS2). The DS1 implies the initial or slight damage of each component comparing to their original conditions. The DS2 means the moderate damage of components which could cause significant change on dynamic characteristic of the whole bridge. The damage of components in the bridge was usually defined based on the seismic demands or visual damage, such as the concrete crack or the residual displacement of components, which can be seen by the inspection after each test. The inspected visual damage in each component of bridge can be then related to one specific damage state which is defined in Table 3. It should be noted that, after each test, if the bridge had residual displacement or minor crack, the bridge should be relocated or repaired to its original state.
 
Note. N/A means that this type of damage state is not defined. 
In Table 3, the broken anchors of cables were defined as the moderate damage (DS2). The slight damage of cables can be referred to the yield forces of cables. However, due to the limited number of transducers, the cable forces were not measured in the test. Thus, cable damage at DS1 was undefined. The damage of the pylon was defined based on the drift ratio of top pylon. In the design practice of cablestayed bridge, the capacity drift ratio for pylon is usually among 3%–5%. For the cablestayed bridge considered in this study, the pylon height was relatively short. Thus, 0.3% and 1.5% were assumed for the DS1 and DS2, respectively. For bridge piers, the DS1 damage of piers was defined by the minor crack of concrete. The top acceleration of piers was used for DS2. The value was calculated through the yield shear force (11,920 kN) of the original base section of the pier. The damage of deck and bearing damage were defined only for DS2. This is because both of them are the accessory components. The damage of accessory components may not lead to significant effect of globe system, which means that it can be replaced or relocated after the earthquakes. In this study, the cablesliding friction aseismic bearings with 1 cm free distance were used as isolation bearing. After 1 cm sliding distance, the cable in the bearing could begin to restrict the displacement of deck. Thus, the peak displacement 1 cm was used as the value of DS2. The uplift of top slab was also observed in the test, so it was also used as the criterion of bearing damage at DS2. Moreover, the residual displacement was used to define the damage of the deck. The value was assumed to be 0.7 cm considering its influence on the relocation after the tests.
3. Results and Discussion
3.1. Dynamic Identification
The damping ratios corresponding to the fundamental frequency from the shake table tests were identified using the results of the white noise excitations. The damping ratios were obtained by the halfpower bandwidth method. For the bridge model used in this paper, damping ratio of 2.45% was obtained. Both white noises and sweep tests were performed in order to dynamically identify the dynamic characteristic of multipylon cablestayed bridge. The transfer function has been adopted to evaluate the natural frequency of the different components. In the transfer curve method, the acceleration timehistory recorded on the deck is used to evaluate the natural frequency of the bridge. The vibration period was equal to 0.21 s.
3.2. Test Results
Earthquake shakings are performed according to the test program described in Section 2.2. Due to the fact that the scale model of bridge was put upon four different shake tables, these four shake tables need to move simultaneously during the shaking table tests. Therefore, after each test, the compatibility of the shaking acceleration from four shaking tables is checked and verified. Figure 7 shows the compatibility verification for four shake tables when conducting the shaking test using artificial ground motion (ag1) with PGA 0.4 g.
In the shaking table tests, timehistory responses of four components in the longitudinal direction of multispan cablestayed bridge, namely, pier acceleration, top pylon displacement, bearing displacement, and residual displacement of girder, are recorded. During the tests, the videos are recorded in order to confirm the results of the “visual” damage detection. Figure 8 provides the timehistory responses of four components (pier, pylon, bearing, and girder) at the EICentro wave (0.8 g). It can be seen from Figure 8 that different bridge components have different maximum seismic responses. It is also evident from Figure 8 that bearing displacement and girder displacement have similar time to obtain maximum responses. If there is a large bearing displacement response, a momentary increase in pier top acceleration and pylon displacement occurs. In the EICentro wave (0.8 g), the momentary increase occurs at around 4 s.
(a)
(b)
(c)
(d)
Recorded maximum demands of four components, namely, pier acceleration, top pylon displacement, bearing displacement, and residual displacement of girder, are reordered. Figure 9 shows the maximum responses of four components. In Figure 9, the pier amplification which is defined as the ratio between the peak pier acceleration and the peak shake table acceleration is plotted versus the peak shake table acceleration. The pylon drift is defined as the ratio between the top pylon displacement and pylon height above the deck. From Figure 9(a), it can thus be seen that the pier amplification is in the range between 1 and 3 for low intensity shakings, that is, peak shake table acceleration less than 0.3 g. As the shake table input intensity increases, the general trends of pier amplification increase. From Figures 9(b) and 9(c), it can be seen that the pylon drift and bearing displacement for the artificial ground motions are larger than those for the asreordered ground motions, except for the ChiChi ground motions due to high magnitude of ChiChi earthquake. Indeed, for the pier amplification, the values for ChiChi ground motion are larger than other earthquakes. From Figure 9(d), it can be seen that residual displacements of deck for different ground motions are different. In general trends, in the low intensity shaking, the residual displacement of deck is relatively small comparing to the displacement in the moderatetohigh intensity shaking.
(a)
(b)
(c)
(d)
3.3. Fragility Curve Generation
The ground motions used in Section 2.2 are unidirectional. Thus, it is assumed in the present study that the simultaneous effects of the two orthogonal motions are neglected. In order to correlate the selected EDPs (e.g., pier acceleration, top pylon displacement, bearing displacement, and residual displacement of girder) to the two defined damage states, the results of shaking table tests under 8 ground motions using IDA method are combined in order to generate regression analysis between EDPs and PGA. Table 4 shows the results from the regression analysis. It should be noted that the damage states of cable forces are omitted due to the reason that the cables have no damage phenomena during shaking table tests.

According to the data in Table 4, the fragility curves are evaluated based on the procedures. The fragility parameters are computed as follows:where is the number of ground motions, is the EDP of four components at which a given damage state occurs in the test model, and equals 0.25, taking into account the capacity variation when the number of the tested specimens is less than 5. The fragility curves that fit the experimental data are clearly evidenced with respect to the ones with the larger dispersion in Figure 10. The latter also takes into account the logarithmic standard deviation .
(a)
(b)
(c)
(d)
In this paper, the randomness of ground motions is taken into account to generate the fragility curves of components of multispan cablestayed bridge. Firstly, empirical probability is estimated by the inspection observations during the shaking table test. Then, the fitted fragility curves are developed based on the Lilliefors goodnessoffit test [21] with a 5% confidence level. Figure 10 shows the results of generated fragility curves of four components. As shown in Figure 8, the fitted fragility curves are compared well with the empirical probability.
4. Conclusions
The research study presented in this paper is motivated by the needs to investigate the seismic performance of multispan cablestayed bridge. The preliminary results of shake table tests on a 1/20 scale model equipped with typical isolated bearings are discussed. A real multispan cablestayed bridge is selected as representative layout for the experimental seismic performance assessment. A suite of 8 ground motions is used with six different PGA levels for seismic input. A total of 48 shakings are performed during the whole test campaign. After the test, the following is concluded:(1)The pier amplification is in the range between 1 and 3 for low intensity shakings, that is, peak shake table acceleration less than 0.3 g. As the shake table input intensity increases, the general trends of pier amplification increase.(2)In general, the pylon drift and bearing displacement for the artificial ground motions are larger than those for the asreordered ground motions, except for the ChiChi ground motions. In the low intensity shaking, the residual displacement of deck is relatively small comparing to the displacement in the moderatetohigh intensity shaking.(3)Empirical probability is estimated in this paper by the inspection observations during the shaking table test. The fitted fragility curves are developed based on the Lilliefors goodnessoffit test with a 5% confidence level, which are compared well with the empirical probability.
Conflicts of Interest
The author declares no conflicts of interest.
Acknowledgments
This research is supported by the Fundamental Research Funds for the Central Universities, China University of Geosciences (Wuhan) under Grant no. G1323521673, China Postdoctoral Science Foundation under Grant no. 2016M592407, and the Natural Science Foundation of China under Grant no. 51708527.
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Copyright
Copyright © 2017 Yutao Pang. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.