Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (5): 1355-1367.doi: 10.13229/j.cnki.jdxbgxb.20220845

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Longitudinal seismic mitigation of near⁃fault long⁃span RC soft⁃lighten arch bridge based on viscous damper

Chang-jiang SHAO1,2(),Hao-meng CUI1,Qi-ming QI1,Wei-lin ZHUANG1,2   

  1. 1.School of Civil Engineering，Southwest Jiaotong University，Chengdu 610031，China
    2.National Engineering Research Center of Geological Disaster Prevention Technology in Land Transportation，Southwest Jiaotong University，Chengdu 610031，China
  • Received:2022-07-02 Online:2024-05-01 Published:2024-06-11

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Abstract:

To improve the longitudinal seismic performance of long-span soft-lighten arch bridges in high-intensity near-fault regions， the applicability of viscous dampers was discussed for an upper-deck RC arch bridge through the nonlinear time history analysis. The structural system and dynamic characteristics of the novel arch bridge were compared with those of the conventional RC arch bridge. The seismic damage path was explored and the layout schemes of the viscous damper were optimized. The structural response and the mitigation due to dampers were investigated under the near-field and far-field ground motions. The influence of high-order mode was analyzed. The rationality of the mitigation design was investigated based on fragility analysis. The results show that the medium height column is vulnerable to near-field longitudinal and vertical design earthquake， while the arch rib remains elastic. The overall mitigation effect is the best when the dampers are located on the abutments and high columns. The S-shaped distribution of shear force and bending moment envelope of high column with damper is more obvious than the others due to the influence of high-order mode. The structural responses are larger with significant energy dissipation and efficient mitigation under near-field impulse and far-field long-period earthquakes than the other conditions， and the hysteresis loop of the damper would suddenly change under the influence of displacement pulse. The damage probability of mitigation design with excellent application is effectively decreased under four types of near-field and far-field earthquakes. However， the damper should meet the seismic requirements of large force and stroke.

Key words: bridge engineering, soft-lighten long-span arch bridge, near-field and far-field ground motions, seismic mitigation performance, high-order mode, fragility analysis

CLC Number: 

  • U448

Fig. 1

Elevation view and critical sections of the bridge （unit： m）"

Fig. 2

FEM model of the bridge and constitutive model of connecting elements"

Table 1

Constitutive model parameters of connecting elements"

连接单元连接属性
板式橡胶支座剪切刚度k/（kN·m-1）
P2、P7、P8、P15、P16及P21处P5、P6、P17及P18处P3、P4、P19及P20处
367561259198
四氟滑板支座初始刚度k0/（kN·m-1）临界滑动摩擦力Fmax/kN等效刚度keff/（kN·m-1）
675040208
黏滞阻尼器阻尼系数C/（kN·（m·s-1）-α ）速度指数α
500~60000.2~0.8

Table 2

Typical longitudinal vibration modal characteristics"

序号周期/s质量参与系数/%振型特征
13.97060.98主拱纵向弯曲、主梁纵向平动
52.0742.12梁拱反对称竖弯
110.8371.94主跨梁拱反对称竖弯
430.4030.96墩P6、P7、P16、P19纵向弯曲
500.3500.75墩P7、P15纵向弯曲
670.2610.90墩P5、P8纵向弯曲
810.2110.75墩P5、P14纵向弯曲
980.1733.41主跨梁拱反对称竖弯
1020.16111.36主跨梁拱纵向平动
2000.0061.03墩P1及主拱拱肋根部纵向弯曲

Table 3

Parameters of selected ground motions"

地震动断层距/kmPGA/gPGV/（m?s-1）PGD/mPGV/PGA/sPGD/PGV/s
NP5.090.350.760.570.220.76
NF7.290.270.250.090.090.37
FF50.100.120.130.030.110.20
FL36.920.110.120.080.110.66

Fig. 3

Time history and response spectrum curves of ground motions"

Fig.4

Seismic damage evolution of arch bridge"

Fig.5

Longitudinal seismic damage evolution of arch bridge"

Fig.6

Displacements of column tops and bearings"

Fig.7

Internal forces of column bottoms"

Fig.8

Displacements of column tops and bearings"

Table 4

Seismic mitigation ratio of displacement response of bridge column tops and bearings"

地震动墩顶位移减震率/%支座位移减震率/%
P1P5P18P22P1P5P18P22
NP2848481082979883
NF106476-741959745
FF48282-640979336
FL-16971677949867

Fig.9

Shear force and moment responses of column bottoms"

Table 5

Seismic mitigation ratio of shear force and moment response of bridge column bottoms"

地震动墩底剪力减震率/%墩底弯矩减震率/%
P1P5P18P22P1P5P18P22
NP3056452853552
NF12294-5106942-7
FF2047-31-956512-6
FL-410135-263466

Fig.10

Displacement and internal force response envelopes of pier shafts"

Fig.11

Damage state of arch bridge columns"

Fig.12

Total energy of structure"

Fig.13

Hysteretic curves of viscous damper"

Fig.14

Output force and deformation time history curves of viscous damper"

Table 6

Damage indexes of column P18"

损伤状态判断依据曲率/m-1曲率延性比
轻微损伤纵筋首次屈服2.40E-031.000
中等损伤截面等效屈服3.01E-031.256
严重损伤混凝土压应变达到0.0047.75E-033.235
完全破坏截面破坏1.58E-026.573

Fig.15

Acceleration response spectra of ground motions"

Fig.16

Seismic vulnerability curves of column P18"

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