玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能

叶晗晖; 茅鸣; 布占宇

玻璃纤维增强复合材料管约束装配式混凝土桥墩抗震性能

1.
宁波大学　土木工程与地理环境学院, 宁波 315211
2.
宁波建工建乐工程有限公司, 宁波 315020

基金项目: 宁波市交通运输科技计划(202207)；浙江省基础公益研究计划(LGG22E080007)；国家自然科学基金(51878606)

详细信息

通讯作者:
布占宇，博士，教授，博士生导师，研究方向为桥梁设计理论　E-mail: buzhanyu@nbu.edu.cn

中图分类号: TB332
计量
- 文章访问数: 51
- HTML全文浏览量: 39
- 被引次数: 0
出版历程
- 收稿日期: 2024-08-27
- 修回日期: 2024-09-18
- 录用日期: 2024-10-08
- 网络出版日期: 2024-10-21

Seismic performance of glass fiber reinforced polymer tube confined prefabricated concrete pier

YE Hanhui¹,
MAO Ming²,
BU Zhanyu^{1
, ,}

1.
School of Civil & Environmental Engineering and GeographyScience, Ningbo University, Ningbo 315211, China
2.
Ningbo Jiangong Jianle Engineering Co., Ltd., Ningbo 315020, China

Funds: Transportation Science and Technology Project of Ningbo City (202207); Zhejiang Province Basic Public Welfare Research Project (LGG22E080007); National Natural Science Foundation of China (51878606)

摘要

摘要: 为提高装配式混凝土桥墩在地震作用下的结构性能，设计并制作了2个不同厚度的玻璃纤维增强复合材料(GFRP)管约束桥墩(SPCG1, SPCG2)和1个无约束对比桥墩(SPC)，柱与承台采用灌浆套筒进行预制拼装连接。拟静力试验结果表明，GFRP管约束有效改善了墩柱塑性铰区的破坏，提升了装配式混凝土桥墩的抗震性能。相比SPC，SPCG1和SPCG2的极限位移分别提高了23.2%和30.9%，延性系数分别提高了16.7%和54.6%，在7%漂移率下的剩余承载力分别提高了103.3%和90.4%，残余位移分别降低了21.4%和32.0%。建议的该类预制拼装桥墩的损伤量化区间和定性描述可为相关实际工程应用提供参考。
- 装配式 /
- 混凝土桥墩 /
- GFRP管 /
- 拟静力试验 /
- 抗震性能
Abstract: To improve the structural performance of prefabricated concrete piers under earthquake, two different thicknesses glass fiber reinforced polymer (GFRP) tube confined piers (SPCG1, SPCG2) and one unconfined contrast pier (SPC) were designed and manufactured. The column and cap were prefabricated and assembled by grouting sleeve. The pseudo-static test results show that GFRP tube confinement effectively improves the failure of plastic hinge zone and the seismic performance of the prefabricated concrete piers. Compared with SPC, the ultimate displacements of SPCG1 and SPCG2 are increased by 23.2% and 30.9%, the ductility coefficients are increased by 16.7% and 54.6%, the residual bearing capacities at 7% drift ratio are increased by 103.3% and 90.4%, and the residual displacements are decreased by 21.4% and 32.0%. The proposed damage quantization interval and qualitative description of this type of precast pier can provide reference for relevant engineering applications.
- prefabricated /
- concrete pier /
- GFRP tube /
- Pseudo-static test /
- seismic performance

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图 1 装配式混凝土桥墩制作过程

Figure 1. Fabrication process of prefabricated concrete pier

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图 2 GFRP管约束装配式混凝土桥墩基本构造 (单位：mm)

Figure 2. Basic structure of GFRP tube confined prefabricated concrete pier (Unit: mm)

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图 3 拟静力试验

Figure 3. Pseudo-static test

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图 4 位移加载制度

Figure 4. Displacement loading system

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图 5 测点布置及编号

Figure 5. Measuring point layout and numbering

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图 6 墩柱破坏形态

Figure 6. Failure pattern of pier column

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图 7 混凝土和连接钢筋应变

Figure 7. Strain of concrete and connecting steel bars

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图 8 GFRP管环向应变

Figure 8. Circumferential strain of GFRP tube

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图 9 双曲率柱的加载变形

Figure 9. Loading deformation of double curvature column

$ F $—Horizontal force; $ N $—Axial force; $ \Delta $—Displacement; $ \alpha $—The angle between the axial force and the vertical direction; $ \text{e} $—Eccentricity; $ H $—Column height; $ {L}_{1} $—Bent cap height; $ {L}_{2} $—Cap height

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图 10 GFRP管约束装配式墩柱曲率

Figure 10. GFRP tubes confined prefabricated piers column curvature

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图 11 GFRP管约束装配式桥墩的滞回曲线和骨架曲线

Figure 11. Hysteretic curve and skeleton curve of prefabricated piers confined by GFRP tubes

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图 12 GFRP管约束装配式桥墩的骨架曲线对比

Figure 12. Comparison of skeleton curves of prefabricated piers confined by GFRP tubes

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图 13 SPCG1偏心距变化

Figure 13. Eccentricity variation of SPCG1

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图 14 GFRP管约束装配式桥墩的刚度及其退化

Figure 14. Stiffness and degradation of prefabricated piers confined by GFRP tubes

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图 15 GFRP管约束装配式桥墩的累积滞回耗能和等效粘滞阻尼比

Figure 15. Cumulative hysteretic energy dissipation and equivalent viscous damping ratio of GFRP tubes confined prefabricated piers

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图 16 GFRP管约束装配式桥墩的残余位移对比

Figure 16. Comparison of residual displacement of prefabricated piers confined by GFRP tubes

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图 17 GFRP管约束装配式桥墩的损伤指数

Figure 17. Damage index of prefabricated piers confined by GFRP tubes

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表 1 混凝土和灌浆料立方体试块的抗压强度

Table 1. Compressive strength of concrete and grout cubes

Number	$ P $/kN	$ {f}_{\mathrm{c}\mathrm{c}} $/MPa	$ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $/MPa	$ {f}_{\mathrm{g}\mathrm{c}} $/MPa	$ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $/MPa
C1	1004	44.6	41.6	—	—
C2	914	40.6
C3	893	39.7
G1	1006	—	—	100.6	104.5
G2	1012			101.2
G3	1014			101.4
G4	1074			107.4
G5	1036			103.6
G6	1128			112.8
Notes: $ P $is the failure load; $ {f}_{\mathrm{c}\mathrm{c}} $ is the compressive strength of concrete cube specimen; $ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of concrete specimens; $ {f}_{\mathrm{g}\mathrm{c}} $ is the compressive strength of grout cube specimen; $ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of grout specimens.

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表 2 混凝土配合比

Table 2. Concrete mix proportion

	Cement [PO42.5]	Flyash[F-Ⅲ]	Mineral powder [S95]	Sand	Water	Rubble [10-25 mm]	Rubble [5-10 mm]	Water reducer	Unit weight
Proportioning dosage/(kg·m⁻³)	241	134	66	748	163	826	207	4.2	2389.2
Mix proportion	1			1.696	0.370	1.873	0.469	0.010	-

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表 3 GFRP管约束装配式桥墩的变形和承载性能

Table 3. Deformation and load-bearing performance of GFRP tubes confined prefabricated piers

Specimen	Direction	$ {F}_{\mathrm{y}} $/kN	$ {\Delta }_{\mathrm{y}} $/mm	$ {F}_{\mathrm{p}} $/kN	$ {\Delta }_{\mathrm{p}} $/mm	$ {F}_{\mathrm{u}} $/kN	$ {\Delta }_{\mathrm{u}} $/mm	$ {\mu }_{\mathrm{m}} $
SPC	Positive	185.4	34.6	205.5	71.5	174.7	92.2	2.67
	Negative	177.8	30.8	198.9	59.5	169.1	91.8	2.98
	Mean value	181.6	32.7	202.2	65.5	171.9	92.0	2.82
SPCG1	Positive	134.2	25.5	168.9	40.0	143.6	95.7	3.75
	Negative	224.0	46.3	269.3	99.6	228.9	130.9	2.82
	Mean value	179.1	35.9	219.1	69.8	186.3	113.3	3.29
SPCG2	Positive	145.2	22.4	196.8	49.9	167.3	118.7	5.29
	Negative	172.9	35.7	220.1	79.4	187.1	122.1	3.42
	Mean value	159.0	29.0	186.3	64.7	177.2	120.4	4.36
Notes：$ {F}_{\mathrm{y}} $—Yield force; $ {F}_{\mathrm{p}} $—Peak force; $ {\Delta }_{\mathrm{p}} $—Peak displacement; $ {F}_{\mathrm{u}} $—Ultimate force.

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表 4 本文装配式桥墩的损伤指数区间和状态描述

Table 4. Damage index interval and state description of prefabricated piers in this paper

Quantization interval	Description of damage phenomena of prefabricated pier
Quantization interval	Unconfined prefabricated pier	Prefabricated pier confined by GFRP tube
$ 0\leqslant D\leqslant 0.1 $	The structure is basically intact; drift ration is less than 0.75%
$ 0.1 < D\leqslant 0.25 $	Concrete cracking; joint opening visible; drift rate is less than 1.5%~2%	GFRP tube basically no damage; joint opening degree is small; drift ration is less than 2%
$ 0.25 < D\leqslant 0.5 $	Concrete develops cross oblique cracks; joint opening degree increases slowly; longitudinal bars yield; drift ration is less than 2.75%	The bottom of GFRP tube begins to turn white; joint opening degree increases; longitudinal bars may yield; drift ration is less than 3.5%
$ 0.5 < D\leqslant 1 $	Concrete spalling in plastic hinge area; joint opening speed is faster; longitudinal bars are buckling; drift ration is less than 4.5%	The bottom of GFRP tube is cracked; internal concrete is compressed and expanded; longitudinal bars are buckling; drift ration is less than 5.5%~5.75%
$ D > 1 $	Longitudinal and stirrup exposed; the structure is at risk of collapse	GFRP tube near the joint may suffer local brittle failure; the structure is at risk of collapse

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