CFRP约束再生混凝土桥墩抗震性能及生态效益研究

赵振宇; 宋帅; 田震; 王彦龙; 张雪凝

doi:10.11899/zzfy20240410

CFRP约束再生混凝土桥墩抗震性能及生态效益研究

doi: 10.11899/zzfy20240410

青岛理工大学, 土木工程学院, 山东青岛 266520

基金项目: 国家自然科学基金（51808376）；中国博士后科学基金（2019M651076）；山东省自然科学基金（ZR2021ME094）

详细信息

作者简介:
赵振宇，男，生于1999年。硕士研究生。主要从事桥墩抗震性能研究工作。E-mail：zzy921322@163.com

通讯作者:
宋帅，男，生于1987年。博士后，副教授。主要从事桥梁抗震、桥梁可靠度研究工作。E-mail：songshuai@qut.edu.cn

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出版历程
- 收稿日期: 2023-09-17
- 刊出日期: 2024-12-31

Research on Seismic Performance and Ecological Benefits of CFRP Confined Recycled Concrete Piers

Department of Civil Engineering, Qingdao University of Technology, Qingdao 266520, Shandong, China

摘要

摘要: 随着大规模基础设施的建设及自然资源的逐步匮乏，再生混凝土逐渐应用到桥梁工程结构中。相对普通混凝土桥墩，再生混凝土桥墩的抗震性能偏弱。将碳纤维复合材料（CFRP）与再生混凝土相结合可提升桥墩的抗震性能。通过对普通混凝土柱、再生混凝土柱及CFRP约束再生混凝土柱进行拟静力试验及数值模拟研究，结果表明，再生混凝土柱经碳布包裹后最大承载力及位移延性系数分别提高了18.8% 和2.2%，达到了普通混凝土柱的水平。CFRP约束再生混凝土柱具有更大的初始刚度与残余刚度，累计总耗能量较再生混凝土柱提高28.1%。通过对碳布缠绕层数和缠绕高度的合理设置可提高再生混凝土柱的性能，从而达到和普通混凝土柱性能相近的目的。对CFRP约束再生混凝土柱的生态效益研究表明，CFRP约束再生混凝土柱其制备产生的二氧化碳总量比普通混凝土柱降低4.3%。CFRP约束再生混凝土桥墩的抗震性能及生态效益优于普通混凝土桥墩，因此具有一定的应用前景。
- 桥梁工程 /
- 约束再生混凝土 /
- 碳纤维复合材料 /
- 抗震性能 /
- 生态效益
Abstract: With the development of large-scale infrastructure and the growing scarcity of natural resources, recycled concrete is increasingly being used in bridge engineering. However, recycled concrete piers generally exhibit weaker seismic performance compared to conventional concrete piers. To enhance their seismic performance, carbon fiber reinforced polymer (CFRP) materials are applied to reinforce recycled concrete. Through quasi-static tests and numerical simulations on ordinary concrete columns, recycled concrete columns, and CFRP-confined recycled concrete columns, the results indicate that recycled concrete columns wrapped with carbon fiber cloth exhibit an 18.8% increase in maximum bearing capacity and a 2.2% increase in displacement ductility, reaching the performance level of ordinary concrete columns. CFRP-restrained recycled concrete columns also demonstrate greater initial and residual stiffness, with a cumulative total energy dissipation 28.1% higher than that of recycled concrete columns without CFRP. By optimizing the number of CFRP layers and wrapping height, the seismic performance of recycled concrete columns can be further improved to match that of conventional concrete columns. Furthermore, an analysis of the ecological benefits reveals that the carbon dioxide emissions associated with the production of CFRP-confined recycled concrete columns are 4.3% lower than those of ordinary concrete columns. Overall, CFRP-restrained recycled concrete bridge piers offer superior seismic performance and ecological benefits compared to conventional concrete piers, demonstrating promising potential for practical applications.
- Bridge engineering /
- Confined recycled concrete /
- CFRP /
- Seismic performance /
- Ecological benefit

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图 1 截面划分图

Figure 1. Section division diagram

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图 2 试件构造图（单位：毫米）

Figure 2. Specimen structure diagram（Unit：mm）

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图 3 加载制度示意图

Figure 3. Schematic diagram of loading system

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图 4 裂缝发展及混凝土剥落

Figure 4. Crack development and concrete spalling

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图 5 破拆前后表观现象

Figure 5. Appearance phenomena before and after disassembly

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图 6 试验滞回曲线

Figure 6. Hysteresis curve from test

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图 7 数值模拟滞回曲线

Figure 7. Hysteresis curve from numerical simulation

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图 8 刚度退化曲线

Figure 8. Stiffness degradation curve

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图 9 累计耗能图

Figure 9. Cumulative energy consumption curve

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图 10 CO₂排放来源

Figure 10. Sources of CO₂ emission

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表 1 材料性能

Table 1. Materials performance

类别	取代率%	强度$f $/MPa	单位面积质量/(kg·m⁻²)	弹性模量E/MPa	伸长率/%
混凝土	0	47.3（f_cu，抗压强度）	—	29800	—
混凝土	30	44.5（f_cu，抗压强度）	—	29300	—
钢筋	—	432.5（f_y，屈服强度）	—	208000	—
钢筋	—	510.4（f_s，极限强度）	—	208000	—
碳布	—	3512.7（抗拉强度）	200	240000	1.7
浸渍胶	—	60.1（抗拉强度）	—	2913	3.4
浸渍胶	—	73.6（抗弯强度）	—	2913	3.4

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表 2 工况情况

Table 2. Specimen situation

	试件编号	轴压比	取代率/%	包裹层数/层	缠绕高度/mm
试验工况	RC	0.15	—	—	—
	RRC	0.15	30	—	—
	CRRC	0.15	30	3	1050
模拟工况	C-3-1050	0.15	30	3	1050
	C-3-400	0.15	30	3	400
	C-1-400	0.15	30	1	400
注：RC代表普通混凝土，RRC代表再生混凝土，CRRC代表CFRP约束再生混凝土。

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表 3 参数取值

Table 3. Raber parameter value

屈服强度f_y/MPa	极限强度f_su/MPa	硬化应变ε_sh	极限应变ε_su	弹性模量/MPa	硬化模量/MPa
430	510	0.01	0.15	208000	6000

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表 4 混凝土参数取值

Table 4. Concrete parameter value

无约束混凝土峰值强度F_co/MPa	无约束混凝土峰值应变ε_to	无约束混凝土弹性模量E_c/MPa	约束混凝土极限强度F_cu/MPa	约束混凝土极限应变ε_cu	约束混凝土弹性模量E₂/MPa
44	0.005	29300	103	0.015	2000

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表 5 特征荷载表（单位：千牛）

Table 5. Characteristic loads （ Unit : kN ）

试件编号	屈服荷载	峰值荷载	极限荷载
RC	65.33	75.38	64.1
RRC	64.31	73.12	62.2
CRRC	70.5	86.88	73.85
C-3-1050	73.5	83.9	71.32
C-3-400	73.86	83.74	71.18
C-1-400	65.19	74.27	63.13

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表 6 特征位移表（单位：毫米）

Table 6. Characteristic displacements（ Unit : mm ）

试件编号	屈服位移Δ_y	峰值位移Δmax	极限位移Δ_u
RC	15.1	43.91	67.3
RRC	15.1	29.99	69.53
CRRC	17.18	54	78.35

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表 7 位移延性系数与弹塑性极限位移角

Table 7. Displacement ductility coefficient and elastic-plastic ultimate displacement angle

试件编号	位移延性系数	弹塑性极限位移角
RC	4.60	1/18.57
RRC	4.46	1/17.98
CRRC	4.56	1/15.95

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表 8 等价关系表

Table 8. Equivalence relation

单位材料/t	电能消耗/(kW·h)	煤消耗/kg	柴油消耗/L
水泥	40	96	—
再生粗骨料	—	—	0.507
天然粗骨料	1.17	—	0.723
矿粉	76.93	21.66	0.12
减水剂	2.5	10	—

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表 9 CO₂总排放量（单位：千克）

Table 9. Total emissions of CO₂ （ Unit : kg ）

柱体类型	$ \mathop A\nolimits_{\mathop {{\mathrm{CO}}}\nolimits_{\text{2}} } $	$ \mathop B\nolimits_{\mathop {{\mathrm{CO}}}\nolimits_{\text{2}} } $	$ \mathop C\nolimits_{\mathop {{\mathrm{CO}}}\nolimits_{\text{2}} } $	$ \mathop T\nolimits_{\mathop {{\mathrm{CO}}}\nolimits_{\text{2}} } $
约束再生柱	3762	296	33	4091
普通混凝土柱	3978	296	—	4274

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