Journal of Jilin University(Engineering and Technology Edition) ›› 2019, Vol. 49 ›› Issue (6): 1871-1883.doi: 10.13229/j.cnki.jdxbgxb20180686

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Sensitivity analysis of viscous damper parameters for multi⁃span and long⁃unit continuous girder bridges

Yi JIA1(),Ren-da ZHAO1,Yong-bao WANG1,Fu-hai LI1,2()   

  1. 1. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031，China
    2. National Engineering Laboratory for Technology of Geological Disaster Prevention in Land Transportation, Chengdu 610031，China
  • Received:2018-07-01 Online:2019-11-01 Published:2019-11-08
  • Contact: Fu-hai LI E-mail:jiayi0715vip@sina.com;qixingye2003@163.com

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Abstract:

From the aspect of reducing seismic response of fixed pier, the vibration absorption measures of multi-span and long-unit continuous girder bridge were exploded. Taking the main bridge of Hanjiang Bridge with the span of 55+4×90+55 m as an engineering background, the seismic performance of the bridge influenced by viscous damper were studied. The finite element model for dynamic analysis of the bridge was established based on ANSYS. The mechanical behavior of viscous damper was simulated by Maxwell Model. Three artificial seismic waves with the exceedance probability of 2.5% in 50 years were chosen as the earthquake excitation. By using nonlinear dynamic time history analysis method, the parameter sensitivity analysis on velocity exponent α and damping coefficient C of the viscous damper was investigated. At last, the results were compared with the seismic response without considering the viscous damper model. All the results shown that saturated and closed lag circle of viscous damper under the action of earthquake was formed; The lag circle has regular shape, large envelope area, so that the energy dissipation effect had been proved successful. The internal force of bottom of fixed pier and displacement of top of fixed pier decreased with the increase of damping coefficient. And they also increased with the increase of velocity index. The velocity exponent α and damping coefficient C of the viscous damper were recommended as 0.4 and 4000 kN/(m?s-1)0.4 by considering the damping effect of viscous damper. Compared with the model without viscous damper, the bending moment and shearing average damping rate of the fixed pier were 44.35% and 42.52%, respectively. The overall horizontal seismic load on the fixed pier was also reduced by about 25%, and all piers bear more uniform horizontal seismic load, the load of all piers were more reasonable. In addition, it also prevents or reduces the collision between the superstructure along the bridge direction. And the fall-beam destruction in the earthquake is avoided.

Key words: bridge engineering, multi-span and long-unit continuous girder bridge, non-linear dynamic time-history analysis, seismic mitigation design, viscous damper, mechanical parameter, sensitivity analysis

CLC Number: 

  • U448.21

Fig.1

Elevation of Hanjiang Bridge（unit：cm）"

Fig.2

Finite element model"

Table 1

Elastic coefficient of each soil layer of 10# pile foundation"

深度/m m 静/（kN·m-4） m动/（kN·m-4） 顺桥向/（kN·?m-1） 横桥向/（kN·m-1）
9.249 10 000 25 000 1 166 408.6 1 166 408.6
11.249 10 000 25 000 14 49 208.6 1 449 208.6
13.249 10 000 25 000 1 732 008.6 1 732 008.6
15.249 10 000 25 000 2 014 808.6 2 014 808.6
17.249 10 000 25 000 2 297 608.6 2 297 608.6
19.249 10 000 25 000 2 580 408.6 2 580 408.6
21.249 20 000 50 000 5 726 417.2 5 726 417.2
23.249 5 000 12 500 1 573 004.3 1 573 004.3
25.249 12 000 30 000 4 114 570.3 4 114 570.3
27.249 20 000 50 000 7 423 217.2 7 423 217.2
31.249 20 000 50 000 16 543 234.4 17 108 834.4
35.249 20 000 50 000 18 805 634.4 19 371 234.4
39.249 20 000 50 000 21 068 034.4 21 633 634.4
43.249 20 000 50 000 23 330 434.4 23 896 034.4
47.249 20 000 50 000 25 592 834.4 26 158 434.4
51.249 20 000 50 000 27 855 234.4 28 420 834.4
55.249 20 000 50 000 30 117 634.4 30 683 234.4
59.249 20 000 50 000 32 380 034.4 32 945 634.4
63.249 20 000 50 000 34 642 434.4 35 208 034.4
67.249 20 000 50 000 36 904 834.4 37 470 434.4
71.249 20 000 50 000 39 167 234.4 39 732 834.4
75.249 20 000 50 000 41 429 634.4 41 995 234.4
79.249 20 000 50 000 43 692 034.4 44 257 634.4

Table 2

Parameters of acceleration response spectrum"

超越概率水准 T g(s) γ S max(g)
50年2.5% 0.85 1.000 0.65

Fig.3

Artificial seismic waves"

Fig.4

Comparison between design response spectrum and response spectrum of artificial seismic wave"

Fig.5

Zoning and stress, strain distribution of rectangular cross section"

Fig.6

Flow chart of moment and curvature analysis"

Fig.7

Skeleton curve of pier section"

Fig.8

Moment curvature curve of the pier at bottom’ cross section and equivalent double line model"

Fig.9

FVD dynamic characteristic curve"

Fig.10

Maxwell model"

Fig.11

Mechanical model of COMBIN37"

Table 3

Condition of optimization analysis of viscous damper’ s mechanical parameter"

工况 速度指数 阻尼系数/ [kN·(m·s–1)α]
1 0.2 1000
2 0.4 1000
3 0.6 1000
4 0.8 1000
5 1.0 1000
6 0.2 2000
7 0.4 2000
8 0.6 2000
9 0.8 2000
10 1.0 2000
11 0.2 3000
12 0.4 3000
13 0.6 3000
14 0.8 3000
15 1.0 3000
16 0.2 4000
17 0.4 4000
18 0.6 4000
19 0.8 4000
20 1.0 4000
21 0.2 5000
22 0.4 5000
23 0.6 5000
24 0.8 5000
25 1.0 5000

Fig.12

Internal force response of pier No.12 vs. mechanical parameter of damper"

Fig.13

Displacement response of pier vs. mechanical parameter of damper"

Fig.14

Damper response of pier No.10 vs. mechanical parameter of damper"

Fig.15

Relative damping ratio of structural response under different working conditions"

Fig.16

Longitudinal internal force’s history curves of pier No.12 at the bottom"

Fig.17

Displacement and time curve"

Fig.18

Hysteresis curve of fluid viscous damper"

Table 4

Internal force response of pier and relative damping ratio"

墩号 墩底顺桥向弯矩值/105（kN·m） 墩底顺桥向剪力值/104 kN
有阻尼器 无阻尼器 相对减震率/% 有阻尼器 无阻尼器 相对减震率/%
9 0.279 0.332 15.96 0.164 0.213 23.00
10 1.061 0.275 -285.82 0.762 0.261 -191.95
11 1.375 2.560 46.29 0.591 1.070 44.77
12 1.506 2.710 44.43 0.636 1.100 42.18
13 1.655 2.870 42.33 0.677 1.140 40.61
14 1.369 0.573 -138.92 0.545 0.301 -81.06
15 0.419 0.397 -5.54 0.200 0.190 -5.26

Table 5

Displacement response of pier and relative damping ratio"

墩号 墩顶顺桥向位移值/mm

墩梁顺桥向相对位

移值/mm
有阻尼器 无阻尼器 相对减震率/% 有阻尼器 无阻尼器 相对减震率/%
9 117 139 15.83 205 368 44.29
10 83 27 -207.41 124 317 60.88
11 165 310 46.77 0 0 /
12 169 306 44.77 0 0 /
13 174 302 42.38 0 0 /
14 148 59 -150.85 65 287 77.35
15 231 218 -5.96 224 374 40.11
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