CFRP加固一字形竖缝耗能预制剪力墙抗震性能研究

王宇亮; 何斌; 张玉敏; 李祥; 庞豹

doi:10.11899/zzfy20210314

CFRP加固一字形竖缝耗能预制剪力墙抗震性能研究

doi: 10.11899/zzfy20210314

王宇亮^{1, 2,},
何斌^{1, 2},
张玉敏^{1, 2, ,},
李祥^{1, 2},
庞豹^{1, 2}

1.
华北理工大学, 建筑工程学院, 河北唐山 063210
2.
河北省地震工程研究中心, 河北唐山 063009

基金项目: 国家自然科学基金（51678237）；河北省建设科技研究计划项目（2020-05-02）

详细信息

作者简介:
王宇亮，男，生于1980年。博士，副教授，硕士生导师。主要从事结构抗震、防灾减灾方面的研究。E-mail：14522466@qq.com

通讯作者:
张玉敏，女，生于1973年。博士，教授。主要从事结构抗震、防灾减灾方面的研究。E-mail：710765269@qq.com

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出版历程
- 收稿日期: 2021-03-19
- 刊出日期: 2021-09-30

Study on Seismic Behavior of CFRP Reinforced Rectangular Precast Shear Wall with Energy-dissipating Vertical Joints

Wang Yuliang^{1, 2
,},
He Bin^{1, 2},
Zhang Yumin^{1, 2
, ,},
Li Xiang^{1, 2},
Pang Bao^{1, 2}

1.
College of Civil and Architectural Engineering, North China University of Science and Technology, Tangshan 063210, Hebei, China
2.
Earthquake Engineering Research Center of Hebei Province, Tangshan 063009, Hebei, China

摘要

摘要: 以一字形竖缝耗能预制剪力墙作为研究对象，设计了3个装配式剪力墙试件及1个现浇剪力墙对比试件，进行低周往复荷载试验，并对破坏墙体进行CFRP加固，再次进行拟静力试验。试件变化参数包括轴压比、混凝土强度等级及配筋率，对比分析加固前后试件滞回性能、刚度退化、承载力和耗能能力等性能。试验结果表明，与现浇剪力墙相比，一字形竖缝耗能预制剪力墙工作性能良好，阻尼器屈服耗能提高了试件整体工作性能；CFRP加固可有效抑制墙体斜裂缝的发展，对墙体承载力及耗能能力均有显著改善作用；各试件均满足剪力墙弹塑性层间位移角限值要求，延性较好；试件整体表现出良好的抗震性能。
- 预制装配式剪力墙 /
- 竖缝 /
- 碳纤维布加固 /
- 延性 /
- 抗震性能
Abstract: Taking the precast shear wall with energy-dissipating vertical joints as the research object, three precast shear wall specimens and one cast-in-place shear wall specimen were designed to carry out the low-cycle reciprocating load test, and the damaged specimens were reinforced with carbon fiber cloth, and the pseudo-static test was carried out. The changing parameters of the specimens were axial compression ratio (0.1, 0.3), concrete strength and reinforcement ratio. The hysteretic behavior, stiffness degradation, bearing capacity and energy dissipation capacity of the specimens before and after reinforcement were compared and analyzed. The results show that: compared with the cast-in-place shear wall, the working performance of the rectangular shear wall with energy-dissipating vertical joints is good, and the dampers improve the overall working performance of the specimen; CFRP reinforcement can effectively inhibit the development of the inclined cracks of the wall, and significantly improve the bearing capacity and energy-dissipating capacity. All specimens meet the limit of elastoplastic interlayer displacement Angle of shear wall and have good ductility. The specimens show good seismic performance.
- Precast shear wall /
- Vertical joint /
- CFRP reinforcement /
- Ductility /
- Seismic performance

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图 1 剪力墙试件尺寸及配筋

Figure 1. Shear wall specimen size and reinforcement

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图 2 软钢阻尼器尺寸

Figure 2. Dimensions of mild steel dampers

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图 3 试验加载装置

Figure 3. Test loading device diagram

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图 4 加固布置

Figure 4. Reinforcement layout

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图 5 钢筋应变片布置

Figure 5. Layout of steel bar strain gauge

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图 9 试件YA-0.3破坏形态

Figure 9. Failure pattern of specimen YA-0.3

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图 10 加固试件破坏形态

Figure 10. Failure pattern of strengthened specimen

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图 7 试件Y-0.1破坏形态

Figure 7. Failure pattern of specimen Y-0.1

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图 8 试件YA-0.1破坏形态

Figure 8. Failure pattern of specimen YA-0.1

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图 6 试件YX-0.1破坏形态

Figure 6. Failure pattern of specimen YX-0.1

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图 11 试件滞回曲线对比

Figure 11. Hysteresis curve of each specimen

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图 12 试件骨架曲线对比

Figure 12. Comparison of skeleton curves of each specimen

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图 13 试件刚度退化曲线对比

Figure 13. Stiffness degradation curve of each specimen

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表 1 试件设计参数

Table 1. Design parameters of specimen

编号	混凝土强度等级	竖缝宽度/ mm	轴压比
YX-0.1	C30	—	0.1
Y-0.1/SY-0.1	C30	250	0.1
YA-0.1/SYA-0.1	C40	250	0.1
YA-0.3/SYA-0.3	C40	250	0.3

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表 2 混凝土材料性能

Table 2. properties of concrete materials

混凝土强度等级	立方体抗压强度平均值/ MPa	轴心抗压强度平均值/ MPa
C30	32.8	21.94
C40	41.8	27.96

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表 3 钢筋材料性能

Table 3. Material properties of steel bar

钢筋直径/mm	屈服应力/MPa	极限应力/MPa	强屈比$ {\text{λ }} $
8	475	688	1.45
10	473	696	1.47
12	451	609	1.35
25	465	658	1.42

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表 4 加载方案

Table 4. Loading scheme table

编号	层间位移角	顶点位移/mm	循环次数
1	1.0/840	3.4	2
2	2.0/840	6.9	2
3	4.0/840	13.7	2
4	7.0/840	24.0	2
5	10.5/840	36.0	2
6	14.0/840	48.0	2
7	17.5/840	60.0	2
8	21.0/840	72.0	2

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表 5 试件特征点荷载

Table 5. Load at characteristic point of specimen

试件编号	加载方向	开裂荷载/kN	开裂位移/mm	屈服荷载/kN	屈服位移/mm	峰值荷载/kN	峰值位移/mm	位移延性系数
Y-0.1	正	80.30	3.91	185.30	15.86	259.81	48.00	3.03
Y-0.1	负	118.33	5.64	252.34	15.34	428.23	48.00	3.13
YA-0.1	正	166.81	6.74	328.07	17.36	562.58	56.34	3.25
YA-0.1	负	132.74	6.20	338.50	18.46	720.57	52.65	2.85
YA-0.3	正	168.09	8.33	273.93	17.02	514.85	58.06	3.41
YA-0.3	负	133.90	6.73	421.25	18.26	679.39	54.47	2.98
YX-0.1	正	177.57	7.66	216.57	19.96	363.39	58.32	2.92
YX-0.1	负	112.61	8.18	239.70	19.61	351.63	56.52	2.88
SY-0.1	正	—	—	186.38	24.94	286.96	72.24	2.90
SY-0.1	负	—	—	311.91	29.09	446.25	71.85	2.47
SYA-0.1	正	—	—	311.43	21.49	528.05	38.64	1.80
SYA-0.1	负	—	—	307.30	23.80	514.08	43.07	1.81
SYA-0.3	正	—	—	230.27	23.27	473.45	54.31	2.33
SYA-0.3	负	—	—	477.09	31.66	725.45	50.31	1.59

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表 6 等效黏滞阻尼系数

Table 6. Equivalent viscous damping coefficient

加载位移/mm	试件Y-0.1	试件YA-0.1	试件YA-0.3	试件YX-0.1	试件SY-0.1	试件SYA-0.1	试件SYA-0.3
3.4	0.332	0.334	0.346	0.339	0.318	0.351	0.333
6.9	0.326	0.340	0.361	0.357	0.323	0.332	0.331
13.7	0.332	0.351	0.362	0.373	0.338	0.341	0.353
24.0	0.336	0.362	0.371	0.378	0.356	0.345	0.374
36.0	—	0.355	0.379	0.384	0.373	0.365	0.387
48.0	0.344	0.366	0.383	0.401	0.379	0.362	0.391
60.0	—	0.375	0.388	0.402	0.393	0.342	0.384
72.0	—	—	—	0.417	0.412	—	0.428

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