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Acrossfault ground motions and their effects on some bridges in the 1999 ChiChi earthquake
Advances in Bridge Engineering volume 2, Article number: 8 (2021)
Abstract
Simplysupported bridges are vulnerable to surface fault rupture as evidenced by several faultcrossing bridges in the 1999 ChiChi earthquake. To investigate the seismic collapse mechanism of simplysupported bridges crossing the fault, acrossfault ground motions are firstly simulated in the present study. In particular, based on a previously developed fault model of the 1999 ChiChi earthquake, broadband acrossfault ground motions at six faultcrossing bridges are simulated using the hybrid deterministicstochastic method, in which the low and highfrequency components are computed using the deterministic Green’s function method and the stochastic finitefault modeling method, respectively. The simulation results indicate that the hybrid deterministicstochastic method can give reasonable predictions to the acrossfault ground motions. Furthermore, utilizing the explicit dynamic finite element (FE) code LSDYNA, behaviors of a threespan simplysupported bridge under a selected pair of acrossfault ground motions are numerically simulated. Numerical results indicate that the structural responses and collapse mechanisms are dominated by the lowfrequency ground motions. The large differential static offset across the fault is the main reason for the collapse of the simplysupported bridges. This study contributes understandings for the acrossfault ground motions and the collapse mechanism of some bridges in the 1999 ChiChi earthquake.
Introduction
On 21 September 1999, a devastating earthquake of M_{w} 7.6 occurred in central Taiwan. The epicenter was located at 120.82°E, 23.85°N, with a focal depth of 8 km, and the mainshock ruptured over 100 km along the Chelungpu fault with a shallow dip angle of about 30° to the east (Shin and Teng 2001). After the earthquake, extensive studies were performed to investigate the focal mechanism, rupture process and fault slip history (Chi et al. 2001; Ji et al. 2003; Ma et al. 2001; Wu et al. 2001). This earthquake caused significant damages to vital infrastructures including transportation bridges, roads, utilities and communication lines (Lee and Loh 2000). In particular, the surface fault rupture passed through seven highway bridges located along the Chelungpu fault. With either the main structure or the approach road traversed by surface fault rupture, these bridges suffered serious damages. For example, Fig. 1a shows the girder unseating of the BeiFeng Bridge due to the large ground displacement induced by fault dislocation; Fig. 1b shows the collapse of the TongTou Bridge due to the shear failure of the piers; Fig. 1c shows the severe shear failures in the columns and caissons of the WuShi bridge though the bridge did not collapse (Lee and Loh 2000; NCREE 2002). In addition to these cases, damages of faultcrossing bridges were repeatedly reported in the past earthquakes, e.g. the 1999 Kocaeli and Duzce earthquakes in Turkey, and the 2008 Wenchuan earthquake in China (Han et al. 2009; Kawashima et al. 2009; Yang and Mavroeidis 2018). Although the construction of a bridge crossing a fault should be avoided from the design point of view, it is difficult to avoid existing bridges to be traversed by potential active faults due to the complexity and uncertainty of earthquake faults, especially in seismic prone areas.
Damages of faultcrossing bridges are related to the nonuniform ground movements across the fault. Somerville (2002) concluded that the displacements across a fault are discontinuous, which can subject a bridge to significant differential displacements including both quasistatic displacements and dynamic motions between the bridge supports located on two sides of the fault. Over the years, forward modeling of strong ground motion has achieved considerable progress (Papageorgiou 2003). In particular, the hybrid deterministicstochastic method, which combines the lowfrequency and highfrequency ground motions computed by the deterministic method and stochastic approach respectively (Kamae et al. 1998), has been widely adopted and proven to show reasonable predictions to the nearfault ground motions (e.g. Ding et al. 2019). However, not many studies have adopted this technique to simulate acrossfault ground motions. Because the acrossfault ground motions are a pair of nearfault ground motions with the two very close observation points locating on two sides of the fault, the hybrid deterministicstochastic method is believed applicable to simulate acrossfault ground motions as well. It should be mentioned that some other approaches have been developed to simulate acrossfault ground motion recently. For example, acrossfault ground motion can be obtained by combining the parametrically determined lowfrequency pulse component and the highfrequency component of a strongmotion record (e.g. Yang et al. 2020; Zhang et al. 2020). Due to the assumption that the ground dislocation is distributed equally among the two sides of the fault, this method only applies to strikeslip fault scenario and cannot be used in dipslip fault scenario. As a different method, the improved empirical baseline correction approach based on the target final displacement also can be used to simulate the acrossfault ground motions (Lin et al. 2018, 2020a, b, 2021). However, this method requires real acrossfault ground motion records that are actually very rare and limited, which therefore confines the application. Because the hybrid deterministicstochastic method is based on the earthquake source model, the above limitations can be avoided. It is necessary to use this method to simulate acrossfault ground motions considering its potentional benefits for seismic performance analysis of the bridges crossing faultrupture zones.
Some research efforts were made on the seismic behavior of bridges crossing faultrupture zones. Goel and Chopra (2009a, b) proposed linear and nonlinear analysis methods based on structural dynamics. Saiidi et al. (2013) conducted a shake table test of a twospan girder bridge crossing strikeslip faultrupture zones. Anastasopoulos et al. (2008) proposed a methodology for the design of bridges against tectonic deformation. The Bolu Viaduct, which was traversed by the surface rupture and suffered severe damage, has been widely investigated as it survived in the 1999 Duzce, Turkey earthquake (Pamuk et al. 2005; Park et al. 2004; Roussis et al. 2003; Ucak et al. 2014). Hui (2015) did extensive investigations on the ground motion inputs, the bridge responses and the coping strategies against the effect of surface faulting. These studies primarily focused on the influence of strikeslip faults, while the responses of bridges traversed by dipslip faults have not been sufficiently investigated (Lin et al. 2020a). It should be mentioned that different fault mechanisms can induce very different ground movements across the fault. For a strikeslip fault, the two rock blocks on the two sides of the fault move horizontally and slide past one another, which induces a reversed ground motion waveform in the faultparallel direction but the same ground motion in the faultnormal direction on two sides of the fault. For a dipslip fault, the two rock blocks on the two sides of the fault move downward or upward relative to each other with a dip angle to the horizontal ground surface. Depending on the fault geometry and slip properties, the acrossfault ground motions of a dipslip fault are much more complicated compared to those of a strikeslip fault (Lin et al. 2020a). Therefore, it is imperative to investigate the bridge seismic behaviors with the considerations of crossing dipslip faults.
This paper presents a comprehensive study on the simulations of acrossfault ground motions and the seismic collapse analyses of the faultcrossing bridges in the 1999 ChiChi earthquake. Following the fault model developed by Wu et al. (2001), the low and highfrequency ground motions are computed using the deterministic Green’s function method and the stochastic finitefault modeling method respectively, and they are then combined into broadband acrossfault ground motions and validated against the ground motion prediction equations (GMPEs). Furthermore, using explicit finite element (FE) code LSDYNA, a case study of a typical simplysupported bridge is performed to investigate its seismic responses and collapse mechanism subjected to the acrossfault ground motions.
Simulation of acrossfault ground motions
Fault model
Extensive studies have been carried out to investigate the fault rupture process and slip distribution of the 1999 ChiChi earthquake, and many fault models have been developed which are useful for further analyses (Chi et al. 2001; Ji et al. 2003; Ma et al. 2001; Wu et al. 2001). In the present study, the finitesource rupture model developed by Wu et al. (2001) is utilized to further simulate the acrossfault ground motions. In particular, the entire fault plane is assumed as a rectangle with the dimensions of 84 × 44 km (length × width) and is then discretized at a grid interval of 1 km with 3696 pieces of subfaults. On the ground surface, the fault plane has a trace with a strike of N5°E and a dip angle of 30°. Figure 2 shows the detailed geometry of the fault model. Through an inversion using strongmotion data from 47 stations and global positioning system (GPS) data from 60 GPS stations, the fault rupture process including the slip, rake angle and rupture time of each subfault are obtained (Wu et al. 2001). Figure 2 also presents the slip distribution of the entire fault plane. It can be seen that the large slip occurs mainly in the shallow section of the faulting area in the northern part with the largest slip over 20 m. The inversion results indicated that the reverse component is dominant in most of the faulting area, while the rupture propagates to the deep northern part with strikeslip and dipslip components. Besides, long rise time and large slip are two significant features of the ChiChi earthquake from the inversion results (Wu et al. 2001). It should be mentioned that this fault model is obtained from the FiniteSource Rupture Model Database (Mai 2015), which is the simplest one (i.e. Model A) of the three models developed by Wu et al. (2001).
In this study, the aforementioned fault slip model is used to simulate the acrossfault ground motions based on the hybrid deterministicstochastic method. Because the acrossfault ground motions are predicted based on the fault model by using this method, some lowfrequency features incorporated in velocity pulse and permanent ground displacement at a specific site, which is strongly related to its local fault slip properties, can be accurately predicted. In addition, the discontinuity of the displacement across the fault at a specific site can also be reasonably predicted. The accurate prediction of fault dislocation features in the acrossfault ground motions is a major advantage of this method compared to the other methods of ground motion simulation. However, this method requires detailed information of a fault model including geometry properties, slip distribution, risetime, rupture process and plenty of computational parameters, and thus it may only be used based on a wellknown or validated fault model.
Faultcrossing bridges and observation locations
As mentioned in many earthquake reconnaissance reports for the 1999 ChiChi earthquake (e.g. Lee and Loh 2000; NCREE 2002), there were seven bridges traversed by the surface fault rupture. These bridges were all small or middle span simplysupported bridges, and they were constructed by Tshaped beams, singlecolumn or thinwall piers and elastomeric bearing pads. The damage modes of these bridges included unseating of the superstructure, shear failure and tilting of the piers and complete collapse of the structure. In particular, the unseating of the superstructure is very common and has been a major concern for the simplysupported bridges. Table 1 summarizes the locations, span arrangements and damage modes of these faultcrossing bridges.
These faultcrossing bridges are sequentially marked along the surface rupture as shown in Fig. 3a. Among them, six bridges (Site 2 to 7) located along the main rupture trace, while the ShiWei Bridge (Site 1) located at a secondary rupture segment bending towards the east. Along the surface fault rupture, the epicenter located between the MingTsu Bridge and the Bauweishan Viaduct. Except for the ShiWei Bridge, the rest six bridges distributed along the main rupture of the fault. Figure 3b shows the bridge locations (except for the ShiWei Bridge) along the assumed surface rupture for ground motion simulations, namely the assumed observation points. In particular, the locations along the surface rupture are calculated by the GPS coordinates as shown in Table 1. In the perpendicular direction of the surface rupture, the distance from the observation points to the surface rupture is set as 500 m (see Fig. 3b). It should be noted that for faultcrossing bridges, the bridge supports on the two sides of the fault may be very close to the surface rupture. However, a very small fault distance may induce abnormal results for the lowfrequency ground motions using the deterministic Green’s function method. The reason is that Green’s functions use r^{−4}, r^{−2}, and r^{−1} forms for the near, intermediate, and farfield terms respectively, where r is the distance from the observation point to the surface rupture, and thus the traction Greens’ functions will peak very sharply for a very small r (Spudich and Archuleta 1987). The fault distance of 500 m is believed a reasonable value that is enough close to the surface rupture for simulating the ground movements while avoiding the above computational issues.
Lowfrequency ground motion
The lowfrequency component of earthquake ground motion is deterministic, which can be simulated or predicted by using a theoretical seismology model. In seismology, the deterministic method is based on the elastodynamic representation theorem proposed by Burridge and Knopoff (1964) and further developed by Aki and Richards (1980). According to this theory, the ground motion at an observation point can be computed by a spatial and temporal convolution of the Green’s function with the fault slip function, which is given by
where c_{ijpq} is the elasticity tensor, v is a unit vector normal to the fault, Δu_{i}(ξ, τ) is the ith component of the slip on the fault, and G_{np}(x, t − τ; ξ, 0) is the Green’s function representing the nth component of the synthetic displacement at the observation point when an impulsive source in the pth direction is applied at x = ξ and t = τ.
In the present study, Green’s functions for wave propagation are computed using the discrete wavenumber representation method (Bouchon 1979; Bouchon and Aki 1977; Olson et al. 1984). This method includes the complete response of the earth structure so that all the P and S waves, surface waves and nearfield terms are considered. This method has been used by many researchers and proven yielding good predictions to the lowfrequency nearfault ground motions (e.g. Ding et al. 2019; Wu et al. 2001). In the present study, a horizontally layered velocity structure is assumed, which is tabulated in Table 2. This layered velocity structure model is obtained from the FiniteSource Rupture Model Database (Mai 2015) and is slightly different from the models provided by Wu et al. (2001) It should be mentioned that no special efforts are made to compare the results using different layered velocity structure models, nevertheless, this model is believed reasonable to predict ground motions.
For a finitesource rupture model, the slip on a subfault is timedependent and can be characterized by rupture onset time, slip rate and slip duration (i.e. risetime). The fault slip function can be given by
where Δu_{i}(ξ) is the final slip, and s(t, ξ) is the slip rate and risetime function. In the present study, a boxcar function is adopted as the fault slip ratetime function, which is shown in Fig. 4. The boxcar function has a simple form and can achieve permanent displacement due to its asymmetric form. When the fault rupture arrives at a given subfault, the corresponding slip at the subfault occurs. The slip trigger time of each subfault depends on the rupture propagation process. Previous studies concluded that the rupture velocity varies from 1.6 to 4.0 km/s in different regions of the fault plane with an average value of about 2.5 km/s (Chi et al. 2001; Ji et al. 2003; Ma et al. 2001; Wu et al. 2001). In this study, a constant rupture velocity of 2.5 km/s is assumed and used to determine the rupture onset time of each subfault. In addition to the Green’s function and the fault slip function, some other parameters are properly selected for simulating the ground motions. In particular, the maximum frequency for computing Green’s functions is set as 1.0 Hz, the seismic moment is set as 2.7 × 10^{20} N·m according to the solution from Wu et al. (2001) and the duration of the simulated ground motions is set as 90 s.
Figure 5 shows the simulation results of the lowfrequency acrossfault ground motions at each bridge site. For a straightforward demonstration, the acrossfault ground motions have been processed using a lowpass filter with the cutoff frequency of 0.50 Hz. It can be seen from Fig. 5 that the simulated lowfrequency ground motions are very different along the main fault rupture (from Site 2 to 7). In particular, the simulated ground motions in the northern regions (e.g. Site 2) shows larger peak ground accelerations (PGAs), peak ground velocities (PGVs) and peak ground displacements (PGDs) than those in the southern regions (e.g. Site 7), which can be explained by the following two reasons. The main reason is that the lowfrequency ground motions at these observation points are mainly dominated by the flingsteps, which are related to the local fault slip as shown in Fig. 2, in which the fault slip increases gradually from south to north. The other reason is that the epicenter located in the southern region, and with the fault breaking from south to north, forward directivity effect occurs when the rupture propagates to the northern regions, which further enhances the pulse components. It is also noted in Fig. 5 that the ground motions on the two sides of the fault are significantly different at a specific site. In particular, the ground motions on the hangingwall side show larger intensities compared to the corresponding ground motions on the footwall side due to the hangingwall effect. In addition, the permanent ground displacements on the hangingwall side are also significantly larger than the corresponding components on the footwall side, implying the ground movements mainly occur on the hangingwall, moving upwards relative to the footwall. Different permanent ground displacements on the two sides of the fault induce significant differential displacements across the fault. For example, the ground motions at the BeiFeng Bridge (No. 2) show permanent differential displacements of 5.7 m, 3.4 m and 7.4 m in the vertical, faultparallel and faultnormal directions respectively, which can be very dangerous for the faultcrossing bridges.
Highfrequency and broadband ground motions
The highfrequency component of the ground motion is fundamentally different from the lowfrequency component, showing strong stochastic behavior, which is random and difficult to be depicted by the theoretical seismology model. In the present study, the highfrequency ground motions are simulated based on the stochastic method described by Boore (1983, 2003) In this method, the primary consideration is to determine the spectrum of the ground motion, which can be given by
where M_{0} is the seismic moment; E(M_{0}, f) is the source spectrum function, and its amplitude can be determined by M_{0}; P(R, f) represents the path effect function that accounts for the geometrical spreading, attenuation, and the general increase of duration with distance due to wave propagation and scattering; G(f) is the local site effect function, which is used to consider the amplification due to local site geology and the attenuation due to pathindependent loss of energy; I(f) is an operator determining the type of the output ground motion (i.e. acceleration, velocity or displacement output). This method is also referred to as the stochastic pointsource method.
In a large earthquake, the source properties including fault geometry, slip distribution and directivity, etc., can significantly influence the ground motion at the observation point near the fault. To incorporate these factors, a large fault can be divided into N pieces of subfaults with each one considered as a small point source. The rupture spreads radially from the hypocenter and triggers slips on subfaults sequentially. The ground motions induced by each subfault is calculated by the stochastic pointsource method, and these ground motions are summed with a proper time delay to obtain the ground motion for the entire fault (Motazedian and Atkinson 2005), which can be given by
where N_{l} and N_{w} represent the number of the subfaults along the length and width of the fault plane, respectively (N_{l} × N_{w} = N); ∆t_{ij} is the relative delay time for the radiated wave from the ijth subfault to reach the observation point; a_{ij} is the ground motion at the observation point due to each subfault, which is calculated by the stochastic pointsource method. This stochastic finitefault modeling technique has been a useful tool for the prediction of nearfault ground motions of a large earthquake. In the present study, the highfrequency ground motions are simulated using the sourcebased stochastic finitefault code EXSIM developed by Motazedian and Atkinson (2005) This computer code has been widely used to predict the nearfault ground motions with fair accuracy in the highfrequency range (e.g. Sun et al. 2015).
Some studies have been performed to predict the ground motions in the 1999 ChiChi earthquake using the stochastic finitefault modeling method (e.g. D’Amico et al. 2012; Lekshmy and Raghukanth 2019; Liu et al. 2012; Roumelioti and Beresnev 2003). In the present study, the fault model for computing highfrequency ground motion is consistent with that used in the lowfrequency ground motion simulation as demonstrated in Section 2.1. The modeling parameters used in EXSIM are mainly from D’Amico et al. (2012) as tabulated in Table 3. In particular, the parameters regarding the crustal properties, attenuation and geometric spreading, etc., have been validated against the observation results. The crustal amplification is considered using the NEHRP site class C (V_{s30} = 520 m/s) as given by Boore et al. (1997).
It should be mentioned that the EXSIM program is primarily developed to simulate the horizontal earthquake ground motions, with no special intention for the vertical ground motions. In the present study, the vertical ground motions are obtained through scaling the horizontal ground motions by an empirical vertical to horizontal (V/H) ratio of 0.64. This scale factor is determined by the average V/H ratios of 130 strongmotion records from the 1999 ChiChi earthquake (Wang et al. 2002). It should be noted that this simplified approach to obtain the vertical ground motions has no significant influence on the simulation results.
The broadband acrossfault ground motions are obtained by combining the corresponding low and highfrequency ground motions in the time domain, and a matched low and highpass filters at the cutoff frequency of 0.50 Hz is used. Figure 6 shows the broadband acrossfault ground motions at the selected six bridge sites. It can be seen that the simulated broadband acrossfault ground motions are very different on the two sides of the fault. In particular, the PGAs on the hangingwall side are on average 24% larger than those on the footwall side due to the hangingwall effect. In addition, while the acrossfault ground motions at different sites along the fault rupture show varying PGAs, the northern observation points generally show greater PGAs than those in the southern areas. The reason is that very large slips occur in the northern areas (see Fig. 2), where the effect of forward directivity is also more prominent compared to the southern areas. It also can be observed from Fig. 6 that the broadband acrossfault ground motions exhibit some differences in the PGVs and PGDs when compared to the corresponding lowfrequency ground motions as shown in Fig. 5. However, the waveforms of the velocity pulses are not significantly affected and the displacement time histories are almost unchanged, implying the velocity and displacement time histories of the acrossfault ground motions are primarily dominated by the lowfrequency components.
It should be mentioned that as observed in Section 2.3, differential displacements exist across the fault, which is also incorporated in the broadband acrossfault ground motions. Thus, for the thrust fault considered in this study, the hangingwall effect and the permanent differential displacements across the fault are two main characteristics of the acrossfault ground motions, which may have significant impacts on the faultcrossing bridges. As will be presented in Section 3, simply supported bridges can be very vulnerable and may suffer structural collapse due to surface faulting movements.
Comparison to groundmotion prediction equations
Since there are hardly any available ground motion records at or very close to the faultcrossing bridges, the simulated acrossfault ground motions are compared to the GMPEs. In the present study, the GMPE proposed by Abrahamson et al. (2014), namely ASK14, is used for comparison. In particular, ASK14 allows the regionalization of V_{s30} scaling and the anelastic attenuation for Taiwan, and also considers the scaling for the hangingwall effect. The input parameters for ASK14 are all consistent with the previously described fault models, and they are tabulated in Table 4.
Figure 7 compares the elastic pseudoacceleration response spectra (5% damping) between the simulated horizontal acrossfault ground motions and the GMPE ASK14. It can be seen that the mean value of the simulations (blue dashed line) is close to the ASK14 predicted results (bold red line). The simulation results (12 horizontal ground motions on the hangingwall and footwall respectively) are generally within the range between the predicted value plus or minus one standard deviation. Therefore, it is believed that the simulation results can give reasonable predictions to the acrossfault ground motions.
It should be mentioned that as can be observed from Fig. 7, some simulation results exceed the predicted range (i.e. the predicted value plus or minus one standard deviation) in the long period range. This is expected since the simulated acrossfault ground motions are from the observation points located very close to surface rupture, where large longperiod components are prominent due to the flingstep effect. However, the strongmotion records for the regression of ASK14 distributed over a large seismic area and can not accurately reflect the local situation very close to the fault.
Bridge collapse analyses
Bridge details
In this section, a case study is presented to investigate the collapse failure mechanism of the faultcrossing bridges in the 1999 ChiChi earthquake. As mentioned in Section 2.2, most of the faultcrossing bridges were multispan simplysupported bridges (see Table 1). Thus, a threespan simplysupported girder bridge with a similar engineering background is considered herein. Figure 8 shows the geometry of the bridge. In particular, the superstructure consists of three spans of simplysupported reinforcedconcrete box girders with a length of 30 m for each span (see Fig. 8a and b). The bridge piers are singlecolumn reinforced concrete bents with a height of 12 m and a rectangular crosssection of 4.2 × 1.75 m (see Fig. 8d), and they support the bridge girders through two rows of rubber bearings beneath the girder end of each span. Ltype abutments are placed at the two ends of the entire bridge (see Fig. 8c) to confine the longitudinal movement of the bridge superstructure. Expansion joints with a gap of 50 mm are introduced between the adjacent girders and abutments where seismic poundings may occur. With a similar engineering background compared to the faultcrossing bridges in the ChiChi earthquake, it is believed that this bridge model can reflect some essential characteristics of this type of bridge with respect to structural responses and damage modes under the acrossfault ground motions.
Explicit dynamic FE model
Element and material properties
A detailed 3D explicit dynamic finite element model of the bridge is developed using ANSYS/LSDYNA (LSTC 2016). The main structure of the bridge is constructed by constant stress 8node solid element, and the reinforcements are modeled by beam element. The material models MAT_CONCRETE_DAMAGE_REL3 (MAT_072R3) and MAT_PIECEWISE_LINEAR_PLASTICITY (MAT_024) are adopted to model the concrete and reinforcements respectively at the end regions of the bridge girder, as well as the potential contact sides of the abutments, with a fine mesh size of 60 mm. This modeling can simulate very detailed damages at the local regions where seismic poundings may occur. The material model MAT_PSEUDO_TENSOR (MAT_016) is used to model the reinforced concrete of the other parts of the bridge, namely a smeared model with a coarse mesh is used. The combination of these two modeling techniques for reinforced concrete can achieve satisfied simulation results with a relatively low cost of computational effort, which have been used by many researchers and proven yielding good results (e.g. Bi and Hao 2013; Lin et al. 2020a; Tang and Hao 2010). The elastomeric bearing pads supporting each span are modeled by the material model MAT_VISCOELASTIC (MAT_006). The material properties of the bridge model are tabulated in Table 5. In addition, MAT_ADD_EROSION is introduced to delete highly deformed elements when the maximum principal strain reaches 0.15.
The strengths of the structural materials can be enhanced due to the strain rate effect under dynamic loads. Therefore, the dynamic increase factor (DIF), i.e. a ratio of the dynamic to static strength against strain rate to account for the material strength enhancement with strain rate effect, is utilized to account for the material strength enhancement effect for both concrete and reinforcement materials. In the present study, the bilinear relationship developed by CEB code (Beton CEId 1990) and Malvar and Ross (1998) are applied for the concrete compression and tensile strength enhancement respectively, and the K&C model (Malvar 1998) is utilized to determine the DIF for the reinforcement bars.
Boundary conditions and input ground motions
Contacts between the bridge members are considered in the FE model. In particular, these contacts include the poundings between the adjacent girder segments, the sliding between girders and bearings, and the frictions between girders and piers. In addition, the ground surface is modeled with a rigid plane so that the impact between the bridge girder and the ground surface can be simulated when girder unseating occurs. The contact algorithm CONTACT_AUTOMATIC_SURFACE_TO_SURFACE is employed for all the potential contact interfaces. By using this contact algorithm, the Coulomb friction needs to be specified, which is set to be 0.5 in this study (Jankowski 2012).
The bridge model is assumed to cross the surface fault rupture in the normal direction (see Fig. 9), namely a faultcrossing angle of 90° is considered, and the longitudinal and transverse directions of the bridge point to the faultnormal and faultparallel directions, respectively. The surface fault rupture locates beneath the middle span, and the left (i.e. Abutment 1 and Pier 1) and right spans (i.e. Abutment 2 and Pier 2) are located on Sides 1 and 2, respectively (see Fig. 9). All the bridge supports are fixed on the ground, namely earthquake excitations are directly applied to all the piers and abutments. Without loss of generality, a typical pair of acrossfault ground motions simulated at Site 5 (see Fig. 6) is selected as the seismic inputs, with 60 s of strongmotion duration extracted as shown in Fig. 10. This pair of acrossfault ground motions have moderate PGAs and can simulate the quasistatic ground movements of a thrust fault. In particular, the differential displacements in the longitudinal, transverse and vertical directions are 3.03 m, 0.94 m and 2.08 m, respectively, i.e. the dipslip component is dominant while the strikeslip component is insignificant. It should be mentioned that since the middle span of the bridge crosses the fault, the input ground motions are different for left and right spans. In particular, “Side 1” ground motion is applied to Abutment 1 and Pier 1, while “Side 2” ground motion is applied to Abutment 2 and Pier 2 (see Figs. 9 and 10).
Numerical results and discussion
Figure 11 shows the collapse process of the bridge subjected to the selected acrossfault ground motions. As shown, due to the static offset in the longitudinal direction, the two abutments move close to each other, reducing the gaps of the expansion joints, and then poundings occur between the different girder segments and the adjacent abutments at around 9.0 s. With the ground surface of Side 2 moving toward Side 1 continuously, Pier 2 is imposed to translate toward the negative X direction while the movements of the girder segments are restricted due to the boundary confinement from Abutment 2. When the right span loses vertical support from Pier 2, it separates and unseats from Pier 2, which is captured at 9.6 s, 10.0 s, 10.5 s and 11.1 s as shown in Fig. 11, and the final status of the bridge can be observed at 20.0 s. It is noted that the right end of the right span remains on the abutment, and the reason is that Abutment 2 provides a sufficient supporting length for the right span when moving toward the negative X direction.
It also can be noted from Fig. 11 that while unseating does not occur to the other two spans, certain damages and different final status are however obtained due to the fault dislocation. In particular, the left and middle spans suffer pounding damages at the girder ends with the gaps of expansion joints compressed. For the middle span, due to the vertical static offset of Side 2, its right end is significantly lifted up through Pier 2, higher than the left end. It should be mentioned that no displacement restriction device exists between the girder segments and the piers, thus very large relative displacements occur to the elastomeric bearing pads, which allows the bridge pier to move together with the ground surface with insignificant damages occurring. Because the longitudinal permanent displacement of Side 2 is much larger than that of Side 1 as shown in Fig. 10, most of the differential displacement across the fault is accommodated by the relative displacement between Pier 2 and the middle and right girder segments (see Fig. 11 when t = 20 s), which therefore resulted in the unseating of the right span only. It also should be mentioned that in the transverse direction, the response of the bridge is dominated by the dynamic component, and the reason is that the input ground motions in the transverse direction have relatively small permanent ground displacements.
As mentioned in Section 2.4, the broadband acrossfault ground motions are dominated by the lowfrequency components. For comparison, the corresponding lowfrequency acrossfault ground motions (see Site 5 in Fig. 5) are also used to excite the bridge structure, and it is found that the collapse process of the bridge is almost identical to the results excited by the broadband acrossfault ground motions as shown in Fig. 11. The collapse process is not presented to avoid repetition. Figure 12 compares the displacement time histories of the right span subjected to the broadband and lowfrequency acrossfault ground motions. For a straightforward demonstration, the left end of the right span is denoted by Point A, and the upper end of the right pier is denoted by Point B as shown in Fig. 11. It can be seen from Fig. 12a that the displacement time history of Point A excited by the lowfrequency ground motions shows close peak and residual displacements compared to that excited by the broadband ground motions. For the relative displacement between Points A and B as shown in Fig. 12b, very close results are obtained, implying the process of girder unseating due to the broadband and lowfrequency acrossfault ground motions are almost the same.
It should be noted that the bridge is assumed to cross the surface fault rupture in 90°, and the thrust fault generates very large differential displacements in both longitudinal and vertical directions with most of the static offsets generated on Side 2 (i.e. the hangingwall side). This particular boundary condition results in the above collapse mode of the simplysupported bridge. In fact, similar scenarios were observed for the faultcrossing bridges in the 1999 ChiChi earthquake. For example, the EJian Bridge was a 24span simplysupported bridge. During the earthquake, 12 spans in the northern half of the bridge collapsed (see Fig. 13), while the other 12 spans in the southern half of the bridge remained standing with minor damages. A field examination indicated that some of the piers in the northern portion moved towards the center of the river channel as rigid bodies, while the residual displacements in the southern piers were insignificant (Lee and Loh 2000). Thus, it is confirmed that the collapse was due to the gross movements of the northern substructures with relative displacements exceeding the supporting length of the bridge piers, instead of the excessive structural dynamic vibrations. It should be mentioned that the elastomeric bearing pads between the superstructure and the substructure are weak to resist large relative displacements. Thus, displacement restriction devices or isolation bearings may be introduced to reduce the relative displacements and possibly prevent unseating of the superstructure for simplysupported bridges crossing faultrupture zones.
Conclusions
In the present study, the acrossfault ground motions at the faultcrossing bridges in the 1999 ChiChi earthquake are simulated using the hybrid deterministicstochastic method. A case study is then performed to investigate the seismic collapse mechanism of a typical simplysupported bridge under the acrossfault ground motions. The main conclusions are summarized as follows:

1.
The sourcebased hybrid deterministicstochastic method can give reasonable predictions to the acrossfault ground motions, which is useful for the seismic performance analyses of faultcrossing bridges.

2.
The case study indicates that under the selected acrossfault ground motions, the simplysupported bridge shows different damage modes on the two sides of the fault. In particular, unseating occurs to the bridge span on Side 2 (i.e. the hangingwall side), while on Side 1 (i.e. the footwall side), pounding damages occur to the ends of the girder segments.

3.
Under the acrossfault ground motions with pronounced flingsteps, the structural responses and collapse mechanism of the simplysupported bridge are dominated by the lowfrequency ground motions. The large differential static offset across the fault is the main reason for the collapse of the simplysupported bridge.
It should be mentioned that under the acrossfault ground motions with pronounced flingsteps, simplysupported bridges are very vulnerable. Displacement restriction devices and isolation bearings may be applied to mitigate the structural deformations induced by fault dislocation and avoid girder unseating, and this topic deserves further investigations.
Availability of data and materials
The fault model and code for ground motion simulation during the study are available from the corresponding author by reasonable request. The FE model of the bridge is proprietary and may only be provided with restrictions.
Abbreviations
 FE:

Finite element
 GMPE:

Ground motion prediction equation
 GPS:

Global positioning system
 PGA:

Peak ground acceleration
 PGV:

Peak ground velocity
 PGD:

Peak ground displacement
 DIF:

Dynamic increase factor
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Acknowledgments
The fault model from FiniteSource Rupture Model Database is acknowledged.
Funding
The National Natural Science Foundation of China (51678141).
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Yuanzheng Lin analyzed the data and was a major contributor in writing the manuscript. Zhouhong Zong provided ideas for this manuscript. Jin Lin managed the data analysis. Yale Li graphed the data. Yiyan Chen checked the analysis results. All authors have read and approved the final manuscript.
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Lin, Y., Zong, Z., Lin, J. et al. Acrossfault ground motions and their effects on some bridges in the 1999 ChiChi earthquake. ABEN 2, 8 (2021). https://doi.org/10.1186/s43251020000281
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Keywords
 Acrossfault ground motion
 Ground motion simulation
 Simplysupported bridge
 Seismic collapse analysis
 Explicit dynamic FE model
 ChiChi earthquake