双向水平地震动作用对某钢筋混凝土连续梁桥易损性的影响

刘黎明; 徐超; 卜春尧; 耿飞; 温增平

doi:10.11899/zzfy20210408

双向水平地震动作用对某钢筋混凝土连续梁桥易损性的影响

doi: 10.11899/zzfy20210408

中国地震局地球物理研究所, 北京100081

基金项目: 国家重点研发计划课题（2018YFC1504602）；中国地震局地球物理研究所基本科研业务专项（DQJB19A0133）

详细信息

作者简介:
刘黎明，男，生于1995年。硕士研究生。主要从事地震易损性方面的研究。E-mail：13636719310@163.com

通讯作者:
温增平，男，生于1964年。博士，研究员。主要从事地震工程及工程地震方面的研究。E-mail：wenzp@cea-igp.ac.cn

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出版历程
- 收稿日期: 2021-04-25
- 网络出版日期: 2022-03-07
- 刊出日期: 2021-12-31

Influence of Bi-directional Horizontal Ground Motion on the Vulnerability of a Reinforced Concrete Continuous Beam Bridge

Institute of Geophysics, China Earthquake Administration, Beijing 100081

摘要

摘要: 以双向水平地震动作为输入，对钢筋混凝土连续箱梁高架桥开展非线性动力时程分析。建立基于双向水平地震动强度参数的桥梁结构易损性曲面，比较单向及双向水平地震动输入下桥梁结构易损性差异，分析双向水平地震动输入下横桥向地震动强度对桥梁整体易损性的影响规律。研究结果表明，双向水平地震动输入下的桥梁结构易损性明显高于单向地震动输入的情况，且随着横桥向输入地震动强度的增加，结构各破坏状态的超越概率明显增大。
- 双向水平地震动 /
- 钢筋混凝土连续箱梁 /
- 增量动力分析 /
- 地震易损性
Abstract: The nonlinear dynamic time history analysis of reinforced concrete continuous box girder bridge is carried out with bidirectional horizontal ground motion as input. The vulnerability surface of bridge structure is established based on bidirectional horizontal ground motion intensity parameters. The difference of vulnerability of bridge structure under unidirectional and bidirectional horizontal ground motion input is compared, and the influence law of transverse seismic intensity on overall vulnerability of bridge under bidirectional horizontal ground motion input is analyzed. The results show that: the vulnerability of bridge structure under bidirectional horizontal ground motion input is significantly higher than that under unidirectional ground motion input, and with the increase of transverse ground motion input intensity, the exceeding probability of each failure state of the structure also increases significantly.
- Bi-directional horizontal ground motion /
- Reinforced concrete continuous box girder /
- Incremental dynamic analysis /
- Seismic fragility

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图 1 桥梁有限元模型

Figure 1. Finite element model of bridge

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图 2 桥梁支座布置

Figure 2. Layout of bridge bearing

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图 3 材料本构关系

Figure 3. Constitutive relation of materials

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图 4 本文选取地震动的反应谱

Figure 4. Response spectrum of selected seismic ground motion

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图 5 不同地震动强度参数的桥梁概率地震需求模型

Figure 5. Probabilistic seismic demand model for bridges with different seismic intensity parameters

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图 6 双向水平地震动输入桥梁的概率地震需求模型

Figure 6. Probabilistic seismic demand model for bridges with bidirectional seismic input

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图 7 双向水平地震动输入易损性曲面

Figure 7. Bidirectional seismic input vulnerability surface

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图 8 双向水平地震动输入易损性曲线

Figure 8. Bidirectional seismic input vulnerability curve

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表 1 支座参数

Table 1. Parameter of bearings

支座类型	支座型号	支座位置
盆式固定支座	GPZ4000GX	3
盆式单向滑动支座	GPZ4000DX	1、2、4、5（上）
盆式双向滑动支座	GPZ4000SX	1、2、4、5（下）

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表 2 损伤破坏准则

Table 2. Damage failure criterion

损伤状态	基本完好	轻微破坏	中等破坏	严重破坏	完全破坏
破坏准则	0＜μ≤μ_cy1	μ_cy1＜μ≤μ_cy	μ_cy＜μ≤μ_c4	μ_c4＜μ≤μ_cmax	μ_cmax≤μ

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表 3 桥墩截面弯矩-曲率关系（单位：rad·m⁻¹）

Table 3. Moment- curvature relationship of pier section（Unit: rad·m⁻¹）

分析参数	ф_y1	ф_y	ф_c4	ф_u
桥墩截面曲率	2.353	3.045	18.390	50.630

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表 4 损伤指标与损伤等级关系

Table 4. Relationship between damage index and damage grade

损伤状态	基本完好	轻微破坏	中等破坏	严重破坏	完全破坏
破坏准则	0＜μ≤1.00	1.00＜μ≤1.29	1.29＜μ≤3.34	3.34＜μ≤6.34	6.34＜μ

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表 5 不同地震动强度参数的相关系数

Table 5. Determination coefficients of different ground motion intensity parameters

强度参数	Y=0 g	Y=0.2 g	Y=0.4 g	Y=0.6 g	Y=0.8 g	Y=1.0 g
Sa（T₁）	0.837 5	0.819 4	0.763 8	0.716 5	0.683 1	0.657 5
PGA	0.485 7	0.454 0	0.419 8	0.373 6	0.336 9	0.301 7
PGV	0.813 5	0.780 1	0.714 6	0.659 5	0.611 8	0.572 2
PGD	0.813 7	0.809 1	0.769 8	0.739 1	0.714 0	0.693 9

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表 6 不同地震动强度参数的均方根误差

Table 6. Root mean square error of different ground motion intensity parameters

强度参数	Y=0 g	Y=0.2 g	Y=0.4 g	Y=0.6 g	Y=0.8 g	Y=1.0 g
Sa（T₁）	0.391 8	0.410 8	0.443 7	0.455 9	0.464 7	0.469 9
PGA	0.697 0	0.714 4	0.695 3	0.677 7	0.672 3	0.670 9
PGV	0.419 7	0.453 3	0.487 7	0.499 7	0.514 4	0.525 1
PGD	0.419 5	0.423 3	0.438 0	0.437 4	0.441 4	0.444 2

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