多跨长联连续梁桥粘滞阻尼器参数敏感性分析

doi:10.13229/j.cnki.jdxbgxb20180686

摘要/Abstract

摘要：

为从有利于减小固定墩地震响应的角度探讨适用于多跨长联连续梁桥的减震措施，以韩江大桥主桥（55+4×90+55）m为工程背景，研究了粘滞阻尼器对该桥抗震性能的影响。基于有限元软件ANSYS建立了全桥动力分析模型；采用Maxwell模型模拟粘滞阻尼器的力学行为；选取3条50年超越概率为2.5%的人工地震波作为地震动输入，并利用非线性动力时程分析方法，对粘滞阻尼器的力学参数速度指数α和阻尼系数C进行了参数敏感性分析；最后，将分析结果与未设置粘滞阻尼器模型的地震响应进行对比分析。分析结果表明：粘滞阻尼器在地震作用下形成了饱满、封闭的滞回环，该滞回环形状规则且包络面积较大，耗能效果良好；固定墩墩底内力和墩顶位移随着阻尼系数的增加而减小，随着速度指数的增加而增大；综合考虑粘滞阻尼器的减震效果，建议本桥粘滞阻尼器力学参数为：速度指数α取0.4，阻尼系数C取4 000 kN/(m?s^-1)^0.4 ；与未采用粘滞阻尼器模型相比，固定墩墩底弯矩和剪力平均减震率分别为44.35%、42.52%。固定墩承受的总体水平地震荷载也降低了25%左右，并且所有桥墩承担水平地震荷载也更加均匀，所有桥墩受力更加合理。此外，还防止或减轻了上部结构顺桥向之间的碰撞以及避免了落梁震害的发生。

关键词: 桥梁工程, 多跨长联连续梁桥, 非线性动力时程分析, 减震设计, 粘滞阻尼器, 力学参数, 敏感性分析

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)^0.4by 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

中图分类号:

U448.21

贾毅,赵人达,王永宝,李福海. 多跨长联连续梁桥粘滞阻尼器参数敏感性分析[J]. 吉林大学学报(工学版), 2019, 49(6): 1871-1883.

Yi JIA,Ren-da ZHAO,Yong-bao WANG,Fu-hai LI. Sensitivity analysis of viscous damper parameters for multi⁃span and long⁃unit continuous girder bridges[J]. Journal of Jilin University(Engineering and Technology Edition), 2019, 49(6): 1871-1883.

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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

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

墩号	墩底顺桥向弯矩值/10⁵（kN·m）			墩底顺桥向剪力值/10⁴kN
墩号	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

墩号	墩顶顺桥向位移值/mm			墩梁顺桥向相对位移值/mm
墩号	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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