CFRP加固地铁车站结构中柱地震损伤评价研究

马超; 王作虎; 路德春; 杜修力

doi:10.11779/CJGE202012011

CFRP加固地铁车站结构中柱地震损伤评价研究 English Version

1.
北京建筑大学北京未来城市设计高精尖创新中心,北京　102616
2.
北京工业大学城市与工程安全减灾教育部重点实验室,北京　100124

基金项目:

国家自然科学基金项目 51208294

国家自然科学基金项目 51778026

北京市属高校活动经费项目 X18147

北京建筑大学金字塔人才培养工程 JDYC20200311

详细信息

作者简介:
马超(1986—),男,讲师,博士,主要从事岩土力学与城市地下结构防灾减灾等方面的教学与科研工作。E-mail：machao@bucea.edu.cn

通讯作者:
路德春, E-mail：dechun@bjut.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2020-05-14
- 网络出版日期: 2022-12-05
- 刊出日期: 2020-11-30

Seismic damage evaluation of CFRP-strengthened columns in subway stations

1.
Beijing Advanced Innovation Center for Future Urban Design, Beijing University of Civil Engineering and Architecture, Beijing 102616, China
2.
Key Lab of Urban Security and Disaster Engineering, Ministry of Education, Beijing University of Technology, Beijing 100124, China

摘要

摘要: FRP（纤维增强复合材料）能够在不显著改变钢筋混凝土柱侧向刚度的情况下,改善柱子的侧向变形能力,而地铁车站结构地震反应的强烈程度取决于土-结构相对刚度比,因此采用FRP加固地铁车站结构中柱,能够在不影响车站结构整体地震反应的情况下,减小地震引起的中柱损伤。开展了CFRP（碳纤维增强复合材料）加固混凝土柱的抗震性能试验,分析了CFRP对钢筋混凝土柱侧向刚度和变形能力的影响规律。采用试验结果验证了数值模型的合理性,并研究了不同轴压下CFRP加固柱的侧向变形能力。采用三维非线性时域显式整体分析方法,模拟获得了CFRP加固地铁车站结构的地震反应,分析了地震作用过程中结构中柱的变形行为。基于改进的Park-Ang模型,评价了加固柱与非加固柱的地震损伤程度。研究结果表明,在地震PGA介于0.3g～0.4g时,地铁车站结构下层加固柱在震后处于易修复或可修复状态,而非加固柱处于难修复或不可修复状态。
- 地铁车站 /
- CFRP加固 /
- 地震反应 /
- 抗震试验 /
- 损伤评价
Abstract: FRP, fiber reinforced plastics, can be used to improve the lateral deformation capacity of reinforced concrete columns without remarkably changing their lateral stiffness. The intensity of seismic response of subway stations depends on the relative stiffness between surrounding soils and structures. Therefore, when using the FRP-strengthed columns of subway stations, the damage of columns can be decreased, but the seismic response of overall structures will not be influenced. The experimental analysis is conducted to study the lateral stiffness and deformation capacity of reinforced concrete columns strengthened by CFRP, i.e., carbon fiber-reinforced plastics. The test results are used to verify the reasonability of numerical models, then the deformation properties of CFRP-strengthened columns under different axial forces are discussed using the verified models. The 3D nonlinear time-domain explicit integration algorithim is employed to simulate the seismic response of subway stations strengthened by CFPR, and the deformation behaviours of columns during earthquakes are analyzed. The earthquake-induced damages of non-strengthened and CFRP-strengthened columns are evaluated by the improved Park-Ang model. It is found that under the earthquakes with PGA of 0.3g~0.4g, the CFRP-strengthened columns in bottom storey are in the easily repairable or repairable states, but the non-strengthened columns are in the difficultly repairable or irreparable states.
- subway station /
- CFRP strengthening /
- seismic performance /
- seismic test /
- damage evaluation

HTML全文

图 1 混凝土柱尺寸与配筋

Figure 1. Sketch of columns and rebars

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图 2 荷载条件及加载机制

Figure 2. Boundary and loading conditions

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图 3 试验与模拟获得的荷载-位移曲线

Figure 3. Comparison of load-deformation curves obtained from tests and simulations

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图 4 混凝土柱有限元模型

Figure 4. FEM model for concrete columns

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图 5 钢筋反复加载应力-应变曲线

Figure 5. Stress-strain curves of steel under cyclic loading

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图 6 车站结构详细尺寸与配筋

Figure 6. Sketch of subway station and rebars

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图 7 车站与土体有限元模型

Figure 7. FEM model for subway station and surrounding soils

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图 8 车站中柱荷载-位移曲线

Figure 8. Load-deformation curves of columns

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图 9 不同轴压下CFRP对柱变形能力的提高程度

Figure 9. Increase ratio of deformation property of columns under different axial stresses

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图 10 地震动加速度时程

Figure 10. Accelerations of applied ground motions

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图 11 中柱变形时程曲线（PGA=0.3g）

Figure 11. Time histories of deformation of columns (PGA=0.3g)

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图 12 结构中柱等效塑性应变云图

Figure 12. Nephograms of equivalent plastic strain in columns

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图 13 结构中柱损伤因子

Figure 13. Damage factors of columns

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表 1 地层信息及相关参数

Table 1 Description of strata and corresponding material parameters

岩土类别	厚度/m	重度/(kN·m^-3)	ϕ/(°)	杨氏模量/MPa	泊松比 $ν$ $ν$	黏聚力/kPa
①填土	1	17.0	25	216	0.35	20
②粉质黏土1	10	18.3	30	199	0.28	20
③粉质黏土2	14	17.4	25	276	0.30	19
④粉质黏土3	3	18.8	32	366	0.25	20
⑤细砂	6	19.0	25	385	0.30	19
⑥碎石	16	21.0	30	673	0.30	20

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表 2 中柱在地震作用时的变形

Table 2 Deformations of columns during earthquakes

地震动	幅值	非加固				CFRP加固
		上层柱		下层柱		上层柱		下层柱
		δ_m/mm	E/kJ	δ_m/mm	E/kJ	δ_m/mm	E/kJ	δ_m/mm	E/kJ
阪神	0.2g	6.40	0.70	11.90	0.80	6.40	0.90	11.90	0.70
	0.3g	13.57	2.78	25.60	5.03	13.54	3.21	25.30	6.26
	0.4g	22.50	7.40	47.30	16.30	22.60	7.70	46.90	17.50
集集	0.2g	8.60	1.24	15.51	1.58	8.58	1.07	15.58	1.33
	0.3g	15.16	3.79	27.31	7.18	14.91	4.06	27.48	6.30
	0.4g	19.58	8.26	35.16	12.72	19.18	8.48	35.28	11.96
熊本	0.2g	5.07	0.40	9.46	0.35	5.10	0.33	9.49	0.20
	0.3g	8.63	1.08	15.94	1.34	8.63	0.92	16.04	1.34
	0.4g	11.96	2.98	22.41	6.16	11.82	2.83	22.58	6.15
人工波	0.2g	5.09	0.28	8.96	0.26	5.03	0.34	8.90	0.35
	0.3g	7.84	0.81	14.07	1.17	7.81	0.94	13.96	1.46
	0.4g	10.16	1.82	18.22	3.27	10.12	1.88	18.10	3.57
汶川	0.2g	3.63	0.22	6.01	0.16	3.65	0.21	6.01	0.28
	0.3g	6.29	0.63	10.52	0.73	6.34	0.52	10.18	0.66
	0.4g	9.33	1.35	14.63	1.82	9.37	1.07	14.74	1.62

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