Advances in Materials Science and Engineering
Volume 2020 (2020), Article ID 9231382, 8 pages
https://doi.org/10.1155/2020/9231382

Research Article

Effect of Material Characteristics of High Damping Rubber Bearings on Aseismic Behaviors of a Two-Span Simply Supported Beam Bridge

Yumin Zhang1,2 and Jiawu Li²

¹Department of Civil Engineering, Xi’an Shiyou University, Xi’an 710065, China
²Shaanxi Key Laboratory of Highway Bridge and Tunnel, Highway College of Chang’an University, Xi’an 710064, China

Correspondence should be addressed to Jiawu Li; ljw@gl.chd.edu.cn

Received 14 June 2020; Revised 25 August 2020; Accepted 14 September 2020; Published 23 September 2020

Academic Editor: Michael Aizenshtein

Copyright © 2020 Yumin Zhang and Jiawu Li. 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.

Abstract.

There are a large number of damping materials in high-damping rubber (HDR) bearings, so the HDR bearings have the characteristics of both common rubber bearings and damping measures and show good aseismic effect. In this paper, the time-history dynamic analysis method is used to study the seismic effects of HDR bearings on the aseismic behaviors of two-span simply supported beam bridge under Northridge earthquake by changing the damping characteristics of the bearings. It is found that, with increasing damping of the bearings, both the horizontal shear and the displacement of the HDR bearings decrease, and the seismic energy dissipates through both the yield deformation and damping of the bearings. Although the girder and bearings have smaller displacement, when the HDR bearings with larger damping, the seismic responses, including displacement of pier top, shear force of pier bottom, and bending moment of pier bottom, are hardly affected by the change of the damping of the bearings. The HDR bearings with higher damping and yield characteristics separate and dissipate the seismic energy transmitted to the superstructure of the bridge and have better seismic effect on the structure in an earthquake.

1. Introduction

High-damping rubber is made by adding graphite, etc. to ordinary rubber in order to improve its viscoelasticity and overall damping properties [1], dissipate seismic energy to a certain extent, and thereby reduce the seismic response of the structure and extend the structural period. Thus, HDR is widely used in bridge structures [2–5].

It widely recognized that the mechanical properties of high-damping rubber materials are relatively complex and the stress-strain relationship of high-damping rubber materials is approximately linear in the case of small strain, but nonlinear in the case of large strain [6, 7]. The coupling of damping property and nonlinear material property makes the seismic performance of the HDR bearing under the action of the earthquake more complicated. To find out the effects of the damping and yield characteristics of HDR bearings on the aseismic behaviors of bridge structures, many researchers have studied the effects for different bridge structures.

The aseismic behaviors of HDR bearings, including their stiffness, damping, and seismic grade, are mainly studied by numerical simulation and shaking table test [8–11]. Erkus et al. [12] modeled a bridge as a linear two-degree-of-freedom system, and the seismic response of pier and high damper bearings are studied. The result shows that the seismic responses of pier do not decrease continually with the increase in bearing damping, and the pattern of responses is more obvious under the Kobe and Northridge earthquakes. Cardone et al. [13] compared the seismic performance of viscous dampers, high-damping rubber bearings, and their combinations, and the studies indicate that HDR bearings and damper with damping ratios ranging from 10% to 25% make the displacement of the bridge structure reach a preliminary range based on the Displacement-Based Design (DBD) procedure. Many research studied the seismic response of continuous beam bridge supported on HDR bearings with experimental and analytical method. The study shows that the isolation effect of the HDR bearing is obvious under the action of small earthquakes, but the bridge structure will be nonlinear under the action of large earthquakes, and the isolation characteristic of the bearing is undefined [8, 12–15]. Alam et al. [16, 17] found that under the action of high intensity earthquake, the bridge with isolation design would have excessive displacement and the residual deformation could not be recovered. As the bridge enters into the nonlinear situation, the influence of the isolation system on the structural behavior needs further studies. Dezfuli and Shahria Alam [18] analyzed the seismic effect of HDRBs and SMA-HDRBs with a high aspect ratio for a three-span continuous steel girder bridge, and the result reveals that the HDRB and SMA-HDRB can reduce the girder acceleration to approaching 50% by energy dissipation. Losanno et al. [19] analyzed the seismic response of a continuous beam bridge with different isolation bearings, including simply supported, lead rubber bearings (LRBs), HDRB with 10% damping, and rubber isolators with 70% supplemental damping ratio. The results reveal that HDRBs represents a very effective solution for mitigating the displacement of bridge and shear force in the piers base under near-fault ground motions. Hassan [20] has carried out the parametric study on the effect of accidental eccentricity and damping ratio on the accuracy of isolating bearing displacement expression. The results showed that the bearing displacement without damping estimations improved by 7–33% compared to the bearing with the damping ratio, which may promote the use of isolation bearings as a seismic hazard mitigation solution. These studies provide references for the aseismic behavior of HDR bearings in terms of methodology, mechanism analysis, numerical model, etc [21, 22]. However, the HDR bearings not only yield but also consume seismic energy through damping under the action of the earthquake. The aseismic behaviors of HDR bearings with both damping and yield characteristics, especially their coupled aseismic behaviors under the action of the earthquake, are seldom studied. Therefore, the research on the effects of the material characteristics of HDR bearings on their aseismic behaviors is beneficial to understanding the seismic theory of HDR bearings and thereby ensures that the bridge structure will not be seriously damaged under the action of a strong earthquake.

Therefore, the finite element method was used to study the effects of HDR bearings with different dampings on the aseismic behaviors of two-span simply supported beam bridge by coupling their damping and yield characteristics. The energy consumption, displacement, and mechanics characteristic of bearings were emphatically analyzed, and the dynamic information, such as displacement of girder, displacement of pier top, bending moment of pier bottom, and shear force, that affects the aseismic behaviors of the bridge were analyzed in this paper. This study not only enriches the theoretical cognition of HDR material but also analyzes the effects of the bearings with different dampings on the mechanical properties of the bridge and thereby provides reasonable suggestions for selection of HDR bearings in practical projects.

2. Mechanical Characteristics of HDR Bearings

The equivalent bilinear model was used to characterize the hysteretic curve of HDR bearings under dynamic action [23]. This model is also used in the finite element model of bearings in this paper. The parameters and their relative relations in the bilinear restoring force model are shown in Figure 1.

Figure 1: Equivalent bilinear restoring force model of HDR.

is the shear displacement of bearing, is the yield displacement, is the shear force caused by bearing displacement, is the horizontal yield force, is the pre-yield stiffness, is the post-yield stiffness, is the equivalent stiffness, and is the damping force at the intersection of the hysteretic curve and the vertical axis [24].

Each parameter in the bilinear restoring force hysteretic curve is calculated according to the formula below: the pre-yield stiffness , the post-yield stiffness , the horizontal yield force , and the yield displacement , where is the plane area of the rubber inside the bearing; is the shear modulus at initial horizontal stiffness; is the shear modulus at horizontal stiffness after yield; is the total thickness of rubber layer; is the damping force at the intersection of the hysteretic curve and the vertical axis; and is the shear modulus of rubber bearings as the shear strain is ; and ; in polynomials, the , are obtained from a large number of statistical tests of the rubber materials.

3. Model, Algorithm, and Case Setting

3.1. Physical Model of Bridge Structure

In this paper, a two-span simply supported beam bridge with the span of 2 × 30 m was studied, and the double-column piers with the height of 8 m and the diameter of 1.6 m are shown in Figure 2(a) [25, 26]. The pier tops were connected by a 1.7 m high capping beam. The designed deformation of the expansion joint is 160 mm. The girder of the bridge consists of five small box girders, which has the total width of 16.75 m and the height of 1.6 m, as shown in Figure 2(b).

(a)

(b)

Figure 2: Simplified bridge geometry: (a) longitudinal view; (b) transverse view.

3.2. Parameters and Case Setting of Bearings

In this paper, the aseismic performance of HDR bearings with different dampings for the bridge was studied, in order to study the effects of the damping characteristics of the bearings on the seismic response of the structure. The HDR bearings are selected mainly based on their axial bearing capacity. The bearings yield when their horizontal seismic load exceeds the horizontal yield force and have pre-yield stiffness and post-yield stiffness. All the parameters of the equivalent bilinear model used as the mathematical model for HDR bearings are shown in Table 1.

Table 1: Parameters of high-damping rubber bearings.

Bearing size (mm)
370 × 420 × 158

Bearing force (kN)
1521

Tolerable displacement (mm)
176

Horizontal yield force (kN)
74

Vertical stiffness (kN/m)
934000

Pre-yield stiffness (kN/m)
9250

Post-yield stiffness (kN/m)
1420

The damping coefficients of the HDR bearing, , is evaluated by the damping ratio, , which is expressed as , where is the mass of the isolation structure (the total mass of the superstructure of the bridge is approximately ); is the natural circular frequency of the isolation bridge with HDR bearings [23, 27]. The damping ratio of the HDR bearings in practical engineering varies from 10% to 17% (according to the Chinese codes JTT 842-2012) [28, 29]. The circular frequency of the isolation bridge decreases from 4.63 rad/s to 1.78 rad/s as the damping ratio of HDR bearings increase [20, 30]. Therefore, the damping coefficient of a single HDR bearing ranges from 19.47 to 86.04, and the damping coefficients of 20, 40, 60, and 80 kN·s/m were selected for each HDR bridge bearing in our study.

3.3. Finite Element Model of Bridge

The nonlinear finite element program MIDAS was used to model the bridge structure [31]. Figure 3 shows quite clearly the numerical model of the bridge, and the girder and deck elements are neglected to display. In the three-dimensional model of the bridge structure, the girder, piers, and cap beams of the bridge were simulated by elastic linear beam-column elements based on the lumped mass system and the small discrete segment method. Fixed constraints are applied at the base of the piers, and the soil-structure-interaction effect were neglected [30, 32]. The bearings were simulated using the bilinear elastic plastic elements model, which can simulate their equivalent horizontal stiffness, pre-yield stiffness, post-yield stiffness, yield force, damping coefficients, etc., in the finite element program [33, 34]. The compression strength of concrete used in the model for girder and piers was 50 MPa and 40 MPa, respectively. The model had a total of 191 nodes, 48 nonlinear beam-column elements, 159 elastic linear beam-column elements, and 15 bilinear elastic plastic spring elements, respectively.

Figure 3: Numerical model of the bridge (girder and deck elements are not shown for clarity).

3.4. Loading Protocol

In order to analyze the seismic response of bridge structures under the action of the earthquake, the bridge model was subjected to ground motion in transverse and lateral directions. The ground motion is the 1994 Northridge earthquake recorded by New Hall Fire Station and characterized by the near-fault effect, as shown in Figure 4. The peak acceleration of the earthquakes is 0.59 g [26].

Figure 4: Time history of Northridge earthquake.

4. Verification and Experimental Research

Verification of the mathematical model is the key of simulation research [35, 36]. The shaking table test in reference is analyzed by numerical simulation in this paper [26]. The scale model of two-span simply supported bridge model for shake-table tests was shown in Figure 5(a), with the scale of 1/4 to the prototype bridge. All the pier columns are 2 m height and have the diameter of 0.4 m. The bearings of the bridge are circular laminated-rubber bearings with the dimensions of D600 × 130 mm, which is used to support the girder. The Northridge earthquake, the same as the numerical analysis, has been used to analyze the seismic response of the bridge in shaking table test. The increasing peak acceleration of ground motions vary from 0.1 g to 0.6 g.

(a)

(b)

Figure 5: Picture of model and results: (a) shaking table test of the experimental model [26] and (b) bearing displacement under Northridge earthquakes with increasing PGA.

The bearing displacements of the bridge were measured by shaking table test, as shown in Figure 5(b). Analysis results show that, under the action of Northridge earthquake with increasing peak acceleration, the experimental data are close to the results of numerical analysis and can be seen in Figure 5(b). The errors between analytical results and experimental results under the action of different intensity Northridge earthquakes were 10.54%, 12.1%, 11.15%, 8.22%, 3.11%, and 4.06%, respectively. The errors are less than 13%, which can meet the requirement for accuracy in this study [37]. The difference may be due to the counterweight of the test model, and it is different from that of the prototype structure.

5. Results and Discussion

5.1. Seismic Response of Bearings

Under the action of an earthquake, the HDR bearings yield, displace, and consume the hysteretic energy due to their post-yield stiffness. Figures 6(a)–6(e) show the longitudinal and lateral hysteretic curves of the bearings under the action of Northridge earthquake at the bearing damping coefficient of 0 kN·s/m, 20 kN·s/m, 40 kN·s/m, 60 kN·s/m, and 80 kN·s/m, respectively. It can be seen from Figures 6(a)–6(e) that the bearings yield under the action of the earthquake, and the bridge generally has greater seismic response in the longitudinal direction than in the lateral direction. The hysteretic curves have very high coincidence degree at the bearing damping of 0 kN·s/m, indicating that the seismic response of the HDR bearings is not weakened under the action of the earthquake. With increasing bearing damping, the area surrounded by the hysteretic curves gradually decreases, and the curves of the hysteretic loops gradually change slowly, showing that both the horizontal shear force and displacement of the bearings decrease, and the bearings deform slowly under the action of the earthquake.

(a)

(b)

(c)

(d)

(e)

Figure 6: Hysteretic curves of HDR bearings with different dampings: (a) 0 kN·s/m; (b) 20 kN·s/m; (c) 40 kN·s/m; (d) 60 kN·s/m; (e) 80 kN·s/m.

The maximum horizontal shear force, displacement, and total energy consumption value of the bearings under the action of Northridge earthquake at different dampings are shown in Table 2. The data in the table shows that, with increasing damping, all the seismic responses of the bearings decrease under the action of the earthquake. The maximum horizontal shear force, displacement, and deformation energy consumption at the damping of 80 kN·s/m are about 80%, 85%, and 65% of that at the damping of 0 kN·s/m, respectively. With increasing damping of the bearings, their deformation energy consumption decreases. The decreased deformation energy is consumed by the damping force of the bearings. The seismic energy consumption by the damping of the HDR bearings with damping coefficient of 80 kN·s/m is close to 50% of the deformation energy consumption.

Table 2: Seismic responses of HDR bearings with different dampings.

Seismic responses
Direction
0 kN·s/m
20 kN·s/m
40 kN·s/m
60 kN·s/m
80 kN·s/m

Shear force (kN)
Longitudinal
293
281
271
264
257

Transverse
258
244
234
226
221

Displacement (cm)
Longitudinal
16.19
15.30
14.45
13.68
12.94

Transverse
13.78
12.74
11.85
11.08
10.40

Energy dissipation by deformation (kJ)
Longitudinal
27574
24681
22296
20235
18443

Transverse
20580
17832
15595
13846
12457

Energy dissipation by damping (kJ)
Longitudinal
—
2893
5278
7339
9131

Transverse
—
2748
4985
6734
8123

5.2. Seismic Response of Bridge

The responses of the bridge structure under the action of earthquake are also affected by the aseismic behavior of the bearings and the change of the damping. Figure 7 shows the displacement of the girder and piers of the bridge structure under the action of earthquake at different dampings of HDR bearings. As shown in Figure 7(a), with the increase of the bearing damping, the displacement of the girder decreases; the displacement of the girder in the longitudinal and lateral directions at the bearing damping of 80 kN·s/m is 81% and 76% of that at the bearing damping of 0 kN·s/m, showing that the increase of the bearing damping can effectively reduce the seismic impact on the superstructure of the bridge. The displacement of the girder in the longitudinal direction of the bridge is almost 1.2 times that in the lateral direction, indicating that more attention should be paid to the longitudinal seismic response of double-column simple supported beam bridge under the action of earthquake. When the damping coefficient of the HDR bearings is 0 kN·s/m and 20 kN·s/m, the longitudinal displacement of the girder is larger and exceeds the design deformation of the expansion joint (16 cm). As shown in Figure 7(b), with the increase of the bearing damping, the displacement of the pier top in the longitudinal and lateral directions of the bridge hardly changes, indicating that the change of the bearing damping has a small effect on the seismic response of the substructure. The longitudinal displacement of the pier top is almost 3.6 times that in the lateral direction, meaning that the piers have differences between the displacements in the longitudinal and lateral directions of the bridge under the action of earthquake mainly due to the fact that the double-column piers have larger lateral stiffness. In summary, the increase of HDR bearing damping will reduce the displacement of the girder of the bridge structure under the action of the earthquake, but has a small effect on the displacement of the pier top.

(a)

(b)

Figure 7: Displacement of bridge in different directions with the variation of effective damping: (a) displacement of girder; (b) displacement of pier top.

Figure 8 shows the bending moment and shear force of the pier bottom of the bridge structure under the action of Northridge earthquake at different dampings of HDR bearings. With the increase of bearing damping, the bending moment of the pier bottom in the longitudinal and lateral directions of the bridge hardly changes; the difference in the bending moment of the pier bottom in the longitudinal and lateral directions of the bridge at the bearing damping between 80 kN·s/m and 0 kN·s/m is less than 1%, and the bending moment of the pier bottom in the lateral direction of the bridge is about 2.1 times that in the longitudinal direction, as shown in Figure 8(a). With the increase of bearing damping, the shear force of the pier bottom in the lateral and longitudinal directions of the bridge increases and decreases slightly, respectively. The difference in it at the bearing damping between 80 kN·s/m and 0 kN·s/m is less than 2%, as shown in Figure 8(b). The above analysis shows that the change of bearing damping has a small effect on the seismic response of the substructure mainly because the HDR bearings isolate the relative vibration between the superstructure and substructure through their deformation in the earthquake, but hardly weakens the seismic response transmitted to the substructure.

(a)

(b)

Figure 8: Seismic response of pier in different directions with the variation of effective damping: (a) bending moment of pier bottom; (b) shear force of pier bottom.

6. Conclusions

(1)The HDR bearings with larger damping have better isolation effect, leading to smaller seismic response of the superstructure of the bridge. However, the change of bearing damping has less effect on the seismic response of the substructure of the bridge. The seismic responses of the bridge structure in the longitudinal direction with double-column piers are larger than that in the lateral direction.(2)The HDR bearings have good isolation performance and energy dissipation effect under the action of earthquakes. With the increase of bearing damping, the horizontal shear force and displacement of the HDR bearings decrease.(3)When the damping coefficient of the HDR bearings is 0 kN·s/m and 20 kN·s/m, the longitudinal displacement of the girder exceeds the design deformation of the expansion joint (16 cm). It means that the bridge may collide under the action of the earthquake. Therefore, the seismic measures are suggested to be used to limit the excessive relative displacement between the bridge substructure and superstructures.

Data Availability

All the data used to support the findings of this study are included within the article.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was supported by the Shaanxi Natural Science Foundation (Grant no. 2018JQ5073) and Fundamental Research Funds for the Central Universities (Grant no. CHD300102210517).

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