Qiang Han^{1} , Jianian Wen^{2} , Xiuli Du^{3}
^{1, 2, 3}Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China
^{1}Corresponding author
Journal of Vibroengineering, Vol. 17, Issue 2, 2015, p. 816826.
Received 27 November 2014; received in revised form 25 January 2015; accepted 5 February 2015; published 31 March 2015
Copyright © 2015 JVE International Ltd. 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.
The isolation seismic technology has been developed during the past three decades, but it is a current focus in bridge seismic research and practice. In order to investigate the nonlinear seismic responses of isolated bridges and evaluate the effects of seismic isolation on the peak response of the bridges with lead rubber bearings (LRB) under bidirectional horizontal earthquake excitation, an analytical method of nonlinear seismic responses of continuous multispan girder bridges with LRB and its solving method are presented considering the interaction between the restoring forces of the bearings. Shaking table test of 1/10 the scaled model of twospan girder isolated bridge with LRB have been conducted to verify effectiveness of the LRB as a seismic isolation device and peak response of isolated bridges. Experimental results well agreed with the results obtained from analytical results of peak displacement and acceleration of deck, displacement and forcedisplacement hysteresis loops of isolators. It is verified that analytical method given this paper is right and effective when analyzing nonlinear earthquake response of continuous girder isolated bridges with LRB. Moreover, the bidirectional coupled interaction of the restoring forces of LRB should be taken into account, which has considerable effects on the peak seismic responses of the isolated bridge.
Keywords: isolated bridges, seismic response, shaking table tests, bearings, bidirectional earthquake.
Some highway bridges that have been adopted aseismic design suffered severe damages or even collapsed during Loma Prieta earthquake (M7.0, 1989) in United States, Kobe earthquake (M7.3, 1995) in Japan and Wenchuan earthquake (M8.0, 2008) in China [12], which shows traditional aseismic design of bridge has its shortcomings. The bridge bearings and columns is vulnerable component of bridge structures under earthquake excitation. So the seismic performance of bridge columns and isolated bearings are investigated extensively [35]. Furthermore, there are other two modern seismic design approaches intended for reducing destructive effects on bridge structures caused by strong earthquakes. One is used isolation device, which is a strategy that attempts to reduce the seismic forces to near the elastic capacity of the structural member, thereby eliminating or reducing the inelastic deformations. The main concept in isolation is to reduce the fundamental frequency of structural vibration to a value lower than the predominant energycontaining frequencies of the earthquake. The other is used energy dissipation device or increased damping, which is reducing the amount of seismic energy input into the structure. In this way it is possible to limit large plastic deformations caused by the natural period enlargement. This stiffness decreases because of higher elongations due to nonlinear response, decoupling deck from pier under strong seismic events, and then increasing protection efficiency.
The leadrubber bearing (LRB) is the welldeveloped seismic isolation devices for practical use in Japan and the United States [67]. For the present study, the LRB consisting of alternating layers of steel shims and rubber is considered as the isolation device. The LRB is very stiff in the vertical direction and flexible in the horizontal direction. The horizontal flexibility and damping characteristics of the bearing provide the desired isolation effects in the system. The horizontal flexibility transmits relatively limited earthquake forces from the piers to the superstructure. On the other hand, the damping of the bearing dissipates the seismic energy, thereby reducing the design displacement of the bridge. In addition, the inelastic deformation of the lead plug provides the hysteretic damping in the system.
There had been several studies in the past investigating the seismic design of isolated bridges with LRB. Li [8] and Pagnini and Solari [9] studied the stochastic response of a typical threespan bridge structure with the seismic isolation system consisting of rubber bearings and hysteretic dissipaters using the equivalent linearization technique. Hwang et al. [1011] established an equivalent linear model for the seismic analysis of baseisolated bridges with leadrubber bearings using an identification method. Ghobarah and Ali [12] and Turkington et al. [13] showed that the LRB is quite effective in reducing the seismic response of bridges. Saiidi et al. [14] studied the effectiveness of seismic isolators in reducing the force and displacement of the superstructure of a sixspan bridge, and found that the use of isolators does not necessarily increase the displacement of the superstructure. Tan and Huang [15] developed an identification algorithm to investigate the dynamic properties of a baseisolated highway bridge equipped with the LRB. Zhu et al. [16] found the maximum response of isolated bridges is sensitive to the total process of earthquake ground motion. Chaudhary et al. [17] proposed the identification of system parameters from seismic accelerations recorded on a baseisolated bridge to examine the performance of various components of bridges. Jangid [18] analyzed the seismic response of isolated bridges under bidirectional earthquake excitation regarding the restoring forces of LRB as Park model.
The most previous research is conducted assuming the force deformation behavior of the LRB as bilinear with a single component of earthquake excitation. However, when the bridge system is subjected to bidirectional excitation, the assumption of unidirectional restoring force behavior of LRB may not be valid. As a result, there is a need to study the behavior of bridges isolated with LRB. An analytical model of nonlinear seismic responses of continuous multispan isolated bridges with LRB and its solving method are carried out under bidirectional horizontal earthquake excitation considering the two horizontal orthogonal directional coupled hysteretic model of LRB in this paper. Furthermore, shaking table tests of 1/10 scaled model of continuous twospan girder isolated bridge with LRB are carried out.
The continuous boxgirder isolated bridge system representing symmetric arrangement of isolation system and substructure components are focused on for this evaluation as shown in Fig. 1. The bridge superstructure and piers are assumed to remain in the elastic state during the earthquake excitation. Abutments flexibility is assumed to be rigid and bridge piers are assumed to be rigidly fixed at the foundation level and without considering the soil structure interaction (SSI) effects. The superstructure and substructure of the bridge are modeled as a lumped mass system divided into a number of small discrete segments. Each adjacent segment is connected by a node, and at each node two degrees of freedom are considered. The masses of each segment are assumed to be distributed between the two adjacent nodes in the form of point masses. Five percent of the total mass was assumed as lumped at the substructure degreeof freedom. A damping ratio of 5 percent was assumed to account for substructure damping contributions characterized at the nonisolated frequency of the bridge system and for the total system mass. The ratio was utilized to proportion damping components acting across the substructure degreeoffreedom. According to the above assumptions, MDOF mathematical model of isolated bridge system is shown in Fig. 2, and similar bridge model is adopted using dynamic response of isolated bridge structures [6, 18].
Fig. 1. Typical continuous boxgirder isolated bridge system
a) Elevation
b) Section
Fig. 2. Multidegreesoffreedom mathematical model of isolated bridge system
The uniaxial BoucWen model [1920] is widely used in random vibration analysis of modeling hysteretic inelastic system. Casciati [21] considered BoucWen model as a smoothed form of the rate independent plasticity model and generalized it to the bidirectional case. The Casciati model is considered as a smoothed form of the rateindependent plasticity model. The horizontal restoring force of isolation bearings, $F={\left[{F}_{x},{F}_{y}\right]}^{T}$ consists of an elastichardening component and a hysteretic component given by:
where ${K}_{2}$ is the postyield hardening stiffness, $u={\left[{u}_{x},{u}_{y}\right]}^{T}$ is the translational deformation and ${F}_{p}$ is the hysteretic force (the assumption of restoring force depends only on translational shear deformation of isolation bearings). The yield surface, $\mathrm{\Phi}\left({F}_{p}\right)$ is assumed to be a circular interaction surface:
where ${Q}_{D}$ is the zerodisplacement force intercept. The hysteretic ${F}_{p}$ can be computed from the constitutive equation:
ehere ${K}_{1}$ is the preyield elastic stiffness, ${\dot{u}}_{p}$ is the plastic displacement increment. ${\dot{u}}_{p}$ is governed by associative plastic flow rule:
where $\gamma \ge 0$ is the plasticity multiplier. The KuhnTucker loading/unloading condition is:
The consistency condition is satisfied as:
The returnmapping algorithm for plasticity proposed by Simo and Hughes [22] is used to compute the restoring force $F$ for an isolation bearing under a given displacement history $u$.
During a plastic regime, the rate of plastic force is:
Eq. (7) can be written as:
where $H\left(\cdot \right)$ is the Heaviside function, $H\left(\mathrm{\Phi}\right)$ can be approximated with a smoothed function:
where $\eta \ge 0$, $H\left(\dot{\mathrm{\Phi}}\right)$ is defined as:
The rate of plastic force is approximated with:
By defining a dimensionless plastic variable $Z$, such that ${F}_{P}={Q}_{d}Z$ and unidirectional yielding displacement:
Eq. (12) becomes:
Casciati model can be rewritten in a more general form:
where $A$, $\gamma $, $\beta $ are coefficients that control the shape of the hysteretic loop. The coefficient, $\lambda $ and $\beta $, govern the unloading forcedeformation relation. The parameter $\eta $ governs the transition from the elastic regime to the plastic regime.
According to the MDOF mathematical model of isolated bridge system shown in Fig. 2, the equations of motion of the isolated bridge model are expressed in the following matrix form under two horizontal components of earthquake ground motion:
where $\left[\mathbf{M}\right]$, $\left[\mathbf{C}\right]$, $\left[\mathbf{K}\right]$ represent the mass, damping, and stiffness matrices, respectively, of the bridge structure of order 2$N$×2$N$; $\left\{\ddot{\mathbf{z}}\right\}$, $\left\{\dot{\mathbf{z}}\right\}$, $\left\{\mathbf{z}\right\}$ represent the structural acceleration, structural velocity, and structural displacement vectors, respectively; $\left[\mathbf{D}\right]$ is location matrix for the restoring force of the LRB; $\left\{\mathbf{F}\right\}$ is vector containing the restoring force of the LRB; $\left[\mathbf{r}\right]$ is the influence coefficient matrix; $\left\{{\ddot{\mathbf{z}}}_{g}\right\}$ is the earthquake ground acceleration vector; ${\ddot{x}}_{g}$, ${\ddot{y}}_{g}$ represent the earthquake ground acceleration in the longitudinal and transverse directions, respectively; and ${x}_{i}$, ${y}_{i}$ is displacements of the $i$th node of the bridge in the longitudinal and transverse directions , respectively.
The equation of motion shown in Eq. (16) was integrated numerically using Newmark’s stepbystep integration procedure. An iterative procedure is required at each time step because the assumed forcedeformation relationship for the seismic isolators is nonlinear. The equations of motion in incremental form are expressed as:
where $\left\{\mathrm{\Delta}\mathbf{F}\right\}$ is incremental restoring force vector of the LRB.
The vector $\left\{\mathrm{\Delta}\mathbf{F}\right\}$ is expressed by:
where $\left[{\mathbf{C}}_{b}\right]$ and $\left[{\mathbf{K}}_{b}\right]$ are matrices of size 2$N$×2$N$ whose elements are the viscous damping and postyield stiffness of the LRB, respectively, and $\left\{\mathrm{\Delta}{\mathbf{F}}_{z}\right\}$ is incremental pseudoforce vector containing the incremental hysteretic component of the restoring forces of the LRB. A modified NewtonRaphson procedure is used to determine the restoring force at each time step during the solution procedure. This solution procedure is implicit and unconditionally stable due to the choice of integration parameters, $\gamma =\text{1}/\text{2}$ and $\beta =\text{1}/\text{4}$. The deformation and force results can be obtained from bidirectional timehistory response analysis of isolated bridge using Matlab program.
A bridge model consisting of a twospan continuous steel girder supported by LRB has been constructed for the shaking table test, as shown in Fig. 3. The bridge model is isolated by the LRB installed on the top of each pier. The substructure of bridge model consists of two rigid abutments and portal frame piers. The total span length and deck width of the prototype bridge are equal to 60 m and 9 m, respectively. The total pier height is equal to 10 m, including the cap beam.
Considering the shaking table capacity, a scaling factor of 1/10 is determined for the bridge model. Since the bridge deck is expected to exhibit rigidbody motion under horizontal excitations, the mass similarity is the major concern for the deck model. The plan dimensions of the deck model are determined to be 3 m in length and 0.9 m in width. Concrete blocks are placed on the rigid steel girder to result in a total weight of 90 kN for the deck model.
Fig. 3. The 1/10 isolated bridge model
To preclude stiffness degradation due to possible concrete cracks, concretefilled portal frame steel columns are used and designed based on stiffness similarity for the pier models. The thickness and exterior diameter of the steel pipe are determined to be 8 mm and 120 cm, respectively, from a scaled equivalent transformed section. Also, the steel cap beams are jacketed with steel plates to prevent cracks.
The LR bearings are foursquare and constructed with a 16 mm diameter central lead core, and the length of these foursquare bearings is 100 mm. The shear modulus of the elastomer used these experimental bearings is 0.8 N/mm^{2}. The bearing is composed of 9 layers of 3 mm thick rubber and 8 layers of 1.5 mm thick steel shims with an outer (bonded) length of foursquare of 90 mm. The total rubber thickness in this bearing is 27 mm, and the first shape factor, ${S}_{1}$ is 8.5. The top and bottom steel end plated are 79 mm thick.
The isolated bridge model system is tested for the three real earthquake excitations. The peak acceleration and specific components of these ground motions applied in the longitudinal and transverse directions are indicated in Table 1. The test wave is obtained and used in experiment by compressing original real earthquake wave. That is to say, the compression ratio of the test wave to the original real earthquake wave is 1/3.16, and the amplitude of acceleration is modified to 0.2 g, 0.4 g and 0.6 g.
Table 1. Peak ground acceleration of various earthquake ground motions
Earthquake

Recording station

Waves length (s)

Peak acceleration (g)


EW

NS

UD


, 1940

Imperial

50

0.214

0.349

0.211

, 1995

KJMA

50

0.821

0.599

0.343

ChiChi, 1999

CHY015

160

0.145

0.157

0.032

The deck and bridge abutment acceleration timehistory curves are shown in Fig. 4 under the PGA$=$0.6 g bidirectional El Centro earthquake wave excitation. The reducing of deck longitudinal peak acceleration and transverse peak acceleration are 65 percent and 50 percent under longitudinal and transverse earthquake wave excited simultaneously, respectively. So seismic isolation is effective to reduce deck acceleration response, and the tendency of acceleration response of deck and bridge abutment are inphase and same shape.
The experimental data and simulation results of the deck acceleration are shown in Fig. 5 under the PGA$=$0.6 g El Centro wave longitudinal and transverse earthquake wave excited simultaneously. Experiment results agreed expectably with the results obtained from analytical results of acceleration of deck roughly. The difference of peak deck acceleration for analytical results is 15 percent in comparison to experimental results roughly.
Fig. 4. Abutment and deck acceleration timehistory curves of under the PGA$=$0.6 g bidirectional El Centro earthquake wave excitation
Fig. 5. Deck acceleration timehistory curves under the PGA$=$0.6 g El Centro wave excitation
Fig. 6. Deck displacement time history curve under the PGA$=$0.4 g Kobe wave excitation
The deck displacement timehistory curves are shown in Fig. 6 under the PGA$=$0.4 g Kobe wave longitudinal and transverse earthquake wave excited simultaneously. From Fig. 6, it is also observed that experiment results agreed expectably with the results obtained from analytical results of the deck displacement. The difference of peak deck displacement for analytical results is 20 percent in comparison to experimental results roughly. Peak displacement of Cap beam and deck under multidirectional earthquake input is shown in Table 2, from Fig. 5 and Table 2, it is also observed that the deck longitudinal peak displacement under longitudinal earthquake input are smaller than under longitudinal and transverse earthquake wave input simultaneously.
Table 2. Peak displacement of cap beam and deck under multidirectional earthquake input
Earthquake waves

Longitude (mm)

Horizontal and longitude (mm)

Horizontal and vertical (mm)


$x$direction

$x$direction

$y$direction

$x$direction

$y$direction


Capbeam

Deck

Capbeam

Deck

Capbeam

Deck

Capbeam

Deck

Capbeam

Deck


ElCentro (0.2 g)

1.01

2.98

0.86

3.56

0.67

2.86

0.85

4.61

0.62

3.21

ElCentro (0.4 g)

2.84

8.03

1.54

6.77

1.09

6.54

3.01

8.12

1.02

6.74

Kobe (0.2 g)

1.10

3.76

0.94

4.02

0.71

3.16

0.92

5.01

0.72

3.78

Kobe (0.4 g)

3.05

8.94

1.84

8.47

1.06

7.13

3.24

10.2

1.07

7.97

ChiChi (0.2 g)

2.07

5.78

2.31

7.91

1.54

8.34

2.28

8.65

2.07

9.22

ChiChi (0.4 g)

5.57

14.61

3.32

18.4

3.61

19.10

3.5

17.89

3.13

18.86

The deformation of isolated structure focused on isolated layer which absorbed and dissipated the most energy. As a result, the superstructure is protected effectively. Fig. 7 shows the displacement of isolated layer timehistory curve under the PGA$=$0.6 g Kobe wave longitudinal and transverse earthquake wave excited simultaneously. There are three similar characteristic for analytical results in comparison to experimental results. Firstly, is the peak displacement is equal and simultaneous roughly for analytical and experimental results. Secondly, the displacement response of the isolated layer is significantly influenced by the type of earthquake ground motion selected. Lastly, experiment results of isolated layer agreed expectably well with the results obtained from analytical results.
Fig. 7. Displacement time history curve of LRB under the PAG$=$0.6 g Kobe wave excitation
The area of the hysteretic loop of the LRB implies energy dissipation capacity of isolated layer, and restoring force model depends upon the curve of the forcedeformation behavior of the LRB. For the selected three pairs of recorded earthquake ground motions, it is observed that bearing restoring force curve are less irregular in bidirectional earthquake wave input than unidirectional earthquake wave input. The reason is that the interaction between the restoring forces in two orthogonal horizontal directions of LRB significantly influences the response of isolated bridges. The forcedeformation behavior of LRB is plotted in Fig. 8 under the PGA$=$0.4 g ChiChi earthquake wave input. The hysteretic curve loops are similar and has coupled behavior both analytical results and experimental results. The difference of peak bearing force and deformation for analytical results is 12 percent in comparison to experimental results roughly. So coupled hysteretic model of LRB used in this paper is reasonable.
Fig. 8. Forcedeformation loops of LRB under the PGA$=$0.4 g ChiChi excitation
A nonlinear seismic response method of continuous girder isolated bridges with LRB is presented under bidirectional horizontal earthquake excitation considering bidirectional interaction model of LRB. The shaking table tests of continuous girder isolated bridges model with LRB under bidirectional earthquake excitation were carried out and the analytical results were contrasted to experimental results. The results can be concluded as follow:
1) Experiment results agreed well with the results obtained from analytical results of peak displacement and acceleration of model bridge deck. It is verified that computation method of seismically isolated bridge given this paper is right and effective when analyzing nonlinear earthquake response of continuous girder isolated bridges with LRB.
2) The difference of peak bearing force and deformation for analytical results is 12 percent in comparison to experimental results roughly, so bidirectional hysteretic model used in this paper of LRB is accurate and reasonable in the analysis.
3) The results show that the bidirectional interaction of the restoring forces of LRB has considerable effects on the seismic response of isolated highway bridges. There is considerable underestimation of the bearings displacements if the restoring force of LRB is idealized independently in the longitudinal and transverse directions. So bidirectional interaction of the LRB should be taken into account for the seismic isolation of bridges.
This research is jointly funded by the National Natural Science Fund of China (Grants No. 51478022, No. 51421005), Program for Changjiang Scholars and Innovative Research Team in University (Grant No. IRT13044), and the research project of Beijing Municipal Commission of Education (Grant No. KZ201410005011). Their supports are gratefully acknowledged.