考虑构件地震相关性的近海桥梁二维地震易损性分析

任文静; 邱大鹏; 张智; 柳春光

doi:10.11899/zzfy20240110

考虑构件地震相关性的近海桥梁二维地震易损性分析

doi: 10.11899/zzfy20240110

1.
济南职业学院, 设备基建处, 济南 250110
2.
山东建筑大学, 土木工程学院, 济南 250101
3.
大连理工大学, 建设工程学部, 大连 116024

基金项目: 国家自然科学基金（52208397）；山东省高等学校青创科技支持计划（2023KJ123）；山东省自然科学基金（ZR2020QE280、ZR2021QE126）

详细信息

作者简介:
任文静，女，生于1992年。硕士，工程师。主要从事房屋建筑、结构抗震及易损性研究工作。E-mail：renwj0801@126.com

通讯作者:
邱大鹏，男，生于1992年。博士，副教授。主要从事大型结构抗震性能评价研究工作。E-mail：qiudapeng20@sdjzu.edu.cn

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出版历程
- 收稿日期: 2022-08-28
- 刊出日期: 2024-03-31

The Two-dimensional Seismic Fragility Analysis of the Offshore Bridge in Considering the Seismic Correlation between Different Components

1.
Equipment Infrastructure Division, Jinan Vocational College, Jinan 250110, China
2.
School of Civil Engineering, Shandong Jianzhu University, Jinan 250101, China
3.
Faculty Infrastructure Engineering, Dalian University of Technology, Dalian 116024, China

摘要

摘要: 为了更加全面合理地评价我国近海桥梁结构的抗震性能，本研究开展了考虑氯离子侵蚀的简支梁桥二维地震易损性研究。以我国近海潮汐环境中某简支梁桥为例，基于IDA方法考虑了氯离子侵蚀对结构的不利影响，并模拟了桥梁的地震响应过程；选取合适的板式橡胶支座和桥墩损伤指标并得到了各自的地震易损性曲线，揭示了两构件之间地震的内在相关性，进一步基于相关性分析方法明确了两构件的相关系数，得到了桥梁结构合理的二维地震易损性曲线。结果表明，板式橡胶支座和桥墩之间的地震需求与抗震能力均存在密切的相关性，基于不同构件地震相关性的二维易损性曲线可以更加全面地评价桥梁结构的抗震性能。研究成果可以为近海桥梁抗震设计和地震风险评估提供科学依据与技术支持。
- 近海桥梁 /
- 氯离子侵蚀 /
- IDA方法 /
- 构件地震相关性 /
- 二维地震易损性分析
Abstract: In order to evaluate the seismic performance of the offshore bridge in China, the two-dimensional seismic fragility analysis of the offshore simply supported beam bridge in considering the chloride ion erosion is conducted in this paper. Taking a concrete bridge in the offshore tidal environment as an example, the adverse effects the chloride ion erosion on structure are investigated. The seismic response of bridge structure is simulated based on the IDA method. The appropriate damage indexes of plate rubber bearing and pier are selected, and seismic fragility curves are obtained. The internal correlation mechanism of seismic responses between two components is revealed, and the correlation coefficients between different components are proposed based on the correlation analysis method. Finally, the reasonable two-dimensional seismic fragility curves of the bridge structure are achieved. The results show that the correlations of the seismic demand and seismic capacity between plate rubber bearings and piers are significant, and the two-dimensional seismic fragility curves based on the correlation of different components can more comprehensively evaluate the seismic performance of the bridge structure. Our results are helpful in providing scientific basis and technical support for seismic design and seismic risk assessment of offshore bridges.
- Offshore bridge /
- Chloride ion erosion /
- IDA method /
- Component seismic correlation /
- Two-dimensional seismic fragility analysis
注释:

1) 12 https://peer.berkeley.edu/

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图 1 桥梁结构简图

Figure 1. Simplified structure diagram of bridge

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图 2 地震动加速度反应谱

Figure 2. Acceleration response spectrum of ground motions

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图 3 桥墩截面划分

Figure 3. Division of pier section

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图 4 结构有限元模型

Figure 4. Finite element model of structure

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图 5 各构件地震需求的对数回归分析

Figure 5. Logarithmic regression analysis of seismic responses of each component

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图 6 板式橡胶支座与桥墩的地震易损性曲线

Figure 6. Fragility curves of laminated rubber bearing and pier

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图 7 桥梁结构地震易损性曲线界限

Figure 7. Upper and lower bounds of seismic fragility curves of the bridge system

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图 8 二维联合性能极限状态曲线示意图

Figure 8. Schematic diagram of limit state curves of two-dimensional combined performance

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图 9 桥梁结构二维地震易损性曲线

Figure 9. 2-D seismic fragility curves of the bridge system

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表 1 材料参数统计结果

Table 1. Statistical results of material parameters

随机变量	单位	分布类型	均值	标准差	变异系数
f_y	MPa	正态分布	388.27	28.59	0.074
f_c	MPa	正态分布	26.11	4.44	0.161
E	MPa	正态分布	204000	2040	0.08
W	kN/m³	正态分布	26.25	2.60	0.10

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表 2 算例桥梁材料本构参数

Table 2. Constitutive parameters of example bridge material

样本编号	约束混凝土			桥墩纵筋
样本编号	峰值应力/MPa	峰值应变	极限应力/MPa	极限应变	屈服强度/MPa	直径/mm
1	28.56	0.0041	5.71	0.0112	358.53	24.66
2	31.18	0.0039	6.24	0.0107	362.60	24.66
3	33.80	0.0038	6.76	0.0102	366.67	24.66
4	26.78	0.0044	5.36	0.0119	370.74	24.66
5	29.41	0.0042	5.88	0.0113	374.81	24.66
6	32.04	0.0040	6.41	0.0108	378.88	24.66
7	34.66	0.0038	6.93	0.0103	382.95	24.66
8	27.63	0.0044	5.53	0.0120	387.02	24.66
9	30.27	0.0042	6.05	0.0114	391.10	24.66
10	32.89	0.0040	6.58	0.0109	395.17	24.66
11	35.52	0.0039	7.10	0.0104	399.24	24.66
12	28.49	0.0044	5.70	0.0121	403.31	24.66
13	31.12	0.0042	6.22	0.0115	407.38	24.66
14	33.75	0.0040	6.75	0.0110	411.45	24.66
15	36.37	0.0039	7.27	0.0106	415.52	24.66

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表 3 桥墩损伤指标

Table 3. Damage indices of piers

名称	轻微损伤	中等损伤	严重损伤	完全损伤
位移延性比	1	1.3224	2.1327	3

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表 4 板式橡胶支座损伤指标

Table 4. Damage indices of laminated rubber bearings

名称	轻微损伤	中等损伤	严重损伤	完全损伤
位移/m	0.05	0.075	0.1	0.125

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表 5 构件地震需求汇总结果

Table 5. Summary of component earthquake demand

PGA/g	板式橡胶支座			桥墩
PGA/g	对数均值	对数标准差	变异系数	对数均值	对数标准差	变异系数
0.05	−4.979	0.318	−0.064	−2.642	0.171	−0.065
0.10	−4.189	0.234	−0.056	−1.920	0.149	−0.078
0.15	−3.796	0.245	−0.065	−1.561	0.221	−0.142
0.20	−3.417	0.323	−0.095	−1.219	0.199	−0.163
0.25	−3.292	0.305	−0.093	−1.049	0.272	−0.259
0.30	−2.975	0.369	−0.124	−1.008	0.861	−0.855
0.35	−2.924	0.314	−0.107	−0.618	0.213	−0.344
0.40	−2.740	0.370	−0.135	−0.422	0.256	−0.607
0.45	−2.595	0.277	−0.107	−0.298	0.284	−0.954
0.50	−2.438	0.459	−0.188	−0.180	0.352	−1.958
0.55	−2.223	0.297	−0.134	0.078	0.294	3.770
0.60	−2.115	0.361	−0.171	0.177	0.306	1.727
0.65	−2.041	0.359	−0.176	0.175	0.318	1.815
0.70	−1.978	0.305	−0.154	0.358	0.283	0.790
0.75	−1.855	0.370	−0.200	0.528	0.318	0.602
0.80	−1.707	0.439	−0.257	0.642	0.335	0.522
0.85	−1.799	0.365	−0.203	0.625	0.336	0.538
0.90	−1.597	0.441	−0.276	0.506	0.926	1.829
0.95	−1.523	0.412	−0.271	0.615	0.932	1.515
1.00	−1.529	0.364	−0.238	0.638	0.745	1.167

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表 6 不同地震作用下构件相关系数

Table 6. Correlation coefficients under different earthquakes

PGA/g	相关系数	λ	N	PGA/g	相关系数	λ	N
0.05	0.902	0.846	1.182	0.55	0.830	0.821	1.217
0.10	0.881	0.844	1.185	0.60	0.846	0.819	1.221
0.15	0.862	0.841	1.189	0.65	0.887	0.816	1.225
0.20	0.856	0.839	1.192	0.70	0.830	0.814	1.228
0.25	0.780	0.836	1.196	0.75	0.795	0.812	1.232
0.30	0.726	0.834	1.199	0.80	0.781	0.809	1.236
0.35	0.813	0.831	1.203	0.85	0.794	0.807	1.240
0.40	0.833	0.829	1.206	0.90	0.800	0.804	1.244
0.45	0.801	0.826	1.210	0.95	0.808	0.802	1.248
0.50	0.806	0.824	1.214	1.00	0.823	0.799	1.251

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