钢筋锈蚀与余震对RC框架结构地震损伤与易损性的影响分析

周洲; 于晓辉; 吕大刚; 韩淼

doi:10.6052/j.issn.1000-4750.2022.09.0813

钢筋锈蚀与余震对RC框架结构地震损伤与易损性的影响分析

doi: 10.6052/j.issn.1000-4750.2022.09.0813

周洲^1,,
于晓辉^2, ,,
吕大刚^3,,
韩淼^1,

1.
北京建筑大学大型多功能振动台阵实验室，北京 100044
2.
桂林理工大学土木与建筑工程学院，桂林 541004
3.
哈尔滨工业大学结构工程灾变与控制教育部重点实验室，哈尔滨 150090

基金项目: 北京建筑大学大型多功能振动台阵实验室开放研究专项基金项目(2021MFSTL04)；中国博士后科学基金面上项目(2022M710333)；国家自然科学面上基金项目(52078176)

详细信息

作者简介:
周　洲(1991−)，男，河北人，博士，主要从事主余震易损性、风险分析和韧性评估的研究(E-mail: zzhouhit@163.com)

吕大刚(1970−)，男，黑龙江人，教授，博士，博导，主要从事地震工程与结构可靠度研究(E-mail: ludagang@hit.edu.cn)

韩　淼(1969−)，男，山东人，教授，博士，博导，主要从事工程结构抗震、减隔震和防灾减灾研究(E-mail: hanmiao@bucea.edu.cn)

通讯作者:
于晓辉(1982−)，男，辽宁人，教授，博士，博导，主要从事地震易损性与风险分析的研究(E-mail: yxhhit@126.com)

中图分类号: TU375.4
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出版历程
- 收稿日期: 2022-09-19
- 修回日期: 2023-01-07
- 网络出版日期: 2023-07-15
- 刊出日期: 2023-09-06

EFFECTS OF CORROSION AND AFTERSHOCK ON STRUCTURAL DAMAGE AND FRAGILITY OF REINFORCED CONCRETE FRAME STRUCTURES

ZHOU Zhou^1
,,
YU Xiao-hui^{2
, ,},
LYU Da-gang^3
,,
HAN Miao^1
,

1.
Multi-Functional Shaking Tables Laboratory, Beijing University of Civil Engineering and Architecture, Beijing 100044, China
2.
College of Civil Engineering and Architecture, Guilin University of Technology, Guilin 541004, China
3.
Key Lab of Structure Dynamic Behavior and Control of China Ministry of Education, Harbin Institute of Technology, Harbin 150090, China

摘要

摘要: 为量化钢筋锈蚀与余震对钢筋混凝土结构抗震性能的影响，选取两栋按我国现行规范设计的中国东南沿海地区钢筋混凝土框架结构为研究对象，考虑未锈蚀和由低到高三种不同锈蚀率(5%、10%和15%)的四种工况，采用真实主余震序列作为输入，选取Park-Ang损伤指数作为结构损伤指标，开展了主余震序列作用下的未锈蚀与锈蚀钢筋混凝土框架结构的地震损伤评估与易损性分析。计算结果表明：锈蚀率的提高加剧了主余震序列作用下的结构累积损伤，其增长率最大可超过50%。由钢筋锈蚀单一因素引起的结构损伤在主余震累积损伤中的占比最高可超过30%。此外，钢筋锈蚀因素会导致结构的主余震易损性曲线发生显著提升。当锈蚀率较大时，钢筋锈蚀对结构易损性的影响与余震对结构易损性的影响相接近。钢筋锈蚀和余震两个因素的耦合作用会使结构的易损性水平发生更为显著的提升。因此，十分有必要在既有钢筋混凝土结构抗主余震性能评估中考虑钢筋锈蚀因素的影响。
- 主余震序列 /
- 钢筋锈蚀 /
- 钢筋混凝土框架结构 /
- 损伤分析 /
- 易损性分析
Abstract: To evaluate the effects of corrosion and aftershock on structural seismic resistance. Two seismic designed reinforced-concrete frame buildings located in a coastal city were selected for study. Four corrosion conditions were considered, i.e., uncorroded and corrosion ratios of 5%, 10% and 15%. A set of 662 mainshock-aftershock sequences were taken as the inputs for time history analysis. Then the damage analysis and fragility assessment were conducted to the corroded and uncorroded buildings subjected to mainshock-aftershock sequences. Results show that the increment of corrosion ratio exacerbates structural cumulative damage under mainshock-aftershock sequences. The increment ratio of the structural cumulative damage is even over 30%. The corrosion effect can lead to an increase in fragility curves, and the influence of the corrosion effect on mainshock fragility curves under heavy corrosion condition is close to that under aftershocks. The coupling effect of corrosion and aftershock can cause a significant elevating in mainshock fragility curve. Therefore, it is necessary to consider the effect of corrosion in seismic performance assessment subjected to mainshock-aftershock sequences.
- mainshock-aftershock sequences /
- corrosion effect /
- RC frame structure /
- structural damage analysis /
- fragility analysis

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图 1 结构平面、立面图　/m

Figure 1. Elevation and plan view of the building

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图 2 结构F-1配筋图　/mm

Figure 2. Size and reinforcement details of F-1 building

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图 3 结构F-2配筋图　/mm

Figure 3. Size and reinforcement details of F-2 building

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图 4 所挑选主、余震记录的地震参数与反应谱

Figure 4. Earthquake parameters and response spectra of the selected mainshock and aftershock ground motions

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图 5 主余震序列的构造

Figure 5. Formation of a mainshock-aftershock sequence

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图 6 结构F-1的部分主震和主余震需求模型

Figure 6. Demand models of the F-1 building under mainshock and mainshock-aftershock sequences

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图 7 结构F-1的易损性曲线

Figure 7. Fragility curves of F-1

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图 8 结构F-2的易损性曲线

Figure 8. Fragility curves of F-2

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图 9 主震作用下的锈蚀易损性影响系数ΔP_C

Figure 9. Fragility influence factor of corrosion (ΔP_C) under mainshock

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图 10 结构的余震易损性影响系数ΔP_AS

Figure 10. Fragility influence factor of aftershock (ΔP_AS) for uncorroded buildings

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图 11 余震与锈蚀对易损性的耦合影响系数ΔP_AS,C

Figure 11. Fragility influence factor of corrosion and aftershock (ΔP_AS,C) for different buildings

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表 1 结构的主要设计参数

Table 1. Basic design parameters of the case frames

设计参数	参数数值	设计参数	参数数值
设防烈度/度	7、8	基本风压/(kN·m⁻²)	0.75
设计地震分组	I	基本雪压/(kN·m⁻²)	0.50
场地特征周期/s	0.35	屋面恒载/(kN·m⁻²)	4.00
基本加速度/g	0.1、0.2	标准层活载/(kN·m⁻²)	2.00
场地类别	II	标准层恒载/(kN·m⁻²)	2.00

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表 2 三种损伤与其因变量之间的复相关系数

Table 2. Multiple correlation coefficients of the three damage values with their corresponding input variables

结构编号	损伤工况	复相关系数R
F-1	DI_MS,C	0.76
	DI_AS,C	0.66
	DI_MA,C	0.80
F-2	DI_MS,C	0.74
	DI_AS,C	0.69
	DI_MA,C	0.82

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表 3 γ_M、γ_A和γ_MA的计算结果

Table 3. Results of γ_M, γ_A and γ_MA

各类损伤增长率γ	锈蚀率η_s/(%)	损伤占比/(%)
各类损伤增长率γ	锈蚀率η_s/(%)	F-1	F-2
γ_M	5	0.134	0.132
	10	0.268	0.273
	15	0.433	0.430
γ_A	5	0.200↑	0.130
	10	0.427↑	0.273
	15	0.616↑	0.389
γ_MA	5	0.160	0.130
	10	0.360	0.260
	15	0.540	0.420
注：文中加粗代表同类中的数值较大项，箭头表示增长。

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表 4 不同设防水平下三类损伤的占比

Table 4. Percentage of three damages under different fortification levels

锈蚀率η_s/(%)	占比系数	损伤占比/(%)
锈蚀率η_s/(%)	占比系数	F-1	F-2
5	α_m	43	44
	α_a	47	46
	α_c	10	10
10	α_m	38	38
	α_a	42	41
	α_c	20	21
15	α_m	34	33
	α_a	37	36
	α_c	29	31

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表 5 主震需求模型参数

Table 5. Parameters of mainshock demand models

结构编号	锈蚀率 η_s/(%)	需求模型参数θ₀	需求模型参数θ₁	需求模型参数θ₂	需求模型参数θ_IM	需求模型参数β_D\|M
F-1	10	−2.08	0.44	1.34	−2.91	0.46
F-1	15	−1.93	0.44	1.32	−2.92	0.47
F-2	0	−2.58	0.42	1.20	−2.89	0.52
	5	−2.48	0.42	1.27	−2.79	0.50
	10	−2.30	0.43	1.35	−2.67	0.50
	15	−2.30	0.39	1.32	−2.80	0.48

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表 6 主余震需求模型参数

Table 6. Parameters of mainshock-aftershock demand models

结构编号	锈蚀率 η_s/(%)	需求模型参数θ₀	需求模型参数θ₁	需求模型参数θ₂	需求模型参数θ_IM	需求模型参数β_D\|MA
F-1	0	−1.27	0.36	1.15	−2.50	0.54
	5	−1.12	0.37	1.15	−2.49	0.56
	10	−1.02	0.38	1.14	−2.57	0.56
	15	−0.82	0.40	1.09	−2.64	0.57
F-2	0	−1.48	0.47	1.05	−2.71	0.53
	5	−1.32	0.47	1.09	−2.61	0.60
	10	−1.22	0.46	1.15	−2.51	0.65
	15	−1.05	0.46	1.11	−2.56	0.66

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表 7 四个极限状态对应的DI值

Table 7. DI values of four limit states (LSs)

极限状态	轻微破坏 LS₁	中等破坏 LS₂	严重破坏 LS₃	倒塌 LS₄
DI值	0.1	0.2	0.5	1.0

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