外置可更换耗能装置的节段拼装CFST桥墩抗震性能分析

赵建锋; 刘雪飞; 孟庆一; 李晰

doi:10.3969/j.issn.0258-2724.20200796

外置可更换耗能装置的节段拼装CFST桥墩抗震性能分析

doi: 10.3969/j.issn.0258-2724.20200796

青岛理工大学土木工程学院，山东青岛 266033

基金项目: 国家自然科学基金（51778314）；四川省科技计划（2019YJ0239）

详细信息

作者简介:
赵建锋（1976—），男，副教授，博士，研究方向为预制拼装桥梁结构抗震， E-mail：zhaojf@qut.edu.cn

通讯作者:
李晰（1984—），男，副教授，博士，研究方向为桥梁抗震及减震，E-mail：xi.li@qut.edu.cn

中图分类号: U443.22
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- 被引次数: 0
出版历程
- 收稿日期: 2020-12-01
- 修回日期: 2021-04-23
- 网络出版日期: 2022-07-15
- 刊出日期: 2021-04-29

Seismic Performance of Precast Segmental CFST Bridge Piers with External Replaceable Energy Dissipation Devices

School of Civil Engineering, Qingdao University of Technology, Qingdao 266033, China

摘要

摘要:
为顺应桥墩震后使用功能快速修复的新要求，提高预制拼装桥墩在中、高烈度地震区的适用性能，提出了一种外置可更换耗能装置的节段拼装钢管混凝土（CFST）桥墩. 基于ABAQUS有限元分析软件建立了三节段后张预应力预制拼装CFST桥墩分析模型，对外置3种不同控制参数（截面贡献率、耗能钢棒长细比及其布置方式）耗能装置的桥墩模型在往复加载作用下的抗震性能进行了分析. 研究结果表明：外置耗能装置的节段拼装CFST桥墩墩身损伤可控，能够通过更换耗能装置等措施实现震后的快速修复；与未设置耗能装置的桥墩相比，该类桥墩的侧向承载力、初始刚度和耗能能力分别提升了11%~88%、2.86%~6.87%和2.3倍~12.9倍；为保证震后修复的可行性，建议耗能装置的截面贡献率宜低于1.9%；中部接缝处设置的耗能钢棒直径过小将阻碍墩底处耗能钢棒充分发挥耗能作用，耗能装置沿墩高方向布置的折减系数大于0.5；耗能钢棒长细比的改变会影响墩柱的抗侧强度和延性，长细比减小，桥墩耗能能力逐渐提升，但残余位移也逐渐增大，建议耗能钢棒长细比的取值宜大于4.5.
- 桥梁抗震 /
- 预制拼装桥墩 /
- 可更换耗能装置 /
- 震后修复 /
- 拟静力分析
Abstract:
To meet the new requirements of bridge piers for rapid repair after earthquake and improve the suitability of precast segmental bridge piers in medium and high intensity areas, a precast segmental concrete filled steel tube (CFST) bridge pier with external replaceable energy dissipation devices was proposed. Based on the ABAQUS software, the analysis models of the post-tensioned prestressing precast segmental CFST piers with three segments were established. The seismic performance of the precast segmental CFST piers with the energy dissipation devices of three different control parameters (section contribution rate, slenderness ratio and arrangement) was analyzed under cyclic loading. The results show that the precast segmental CFST piers can be rapidly repaired by replacing energy dissipation devices and other measures due to the damage level of piers can be controlled by using external energy dissipation devices. Compared with the pier without energy dissipation device, the lateral strength, initial stiffness and energy dissipation capacity of the precast segmental CFST piers with external energy dissipation devices are increased 11%−88%, 2.86%−6.87% and 2.3 times−12.9 times, respectively. Meanwhile, to ensure the feasibility of repair after an earthquake, it is suggested that the section contribution rate of the external energy dissipation devices should not exceed 1.9%. Due to the small diameter of the energy dissipation bar on the middle joint which will cause the energy dissipation bar at pier bottom to not be fully utilized, it is suggested that the reduction factor of the energy dissipation devices along the pier height should not be less than 0.5. The change of slenderness ratio of energy dissipation bars has an effect on the lateral strength and ductility of the piers. With the decrease of the slenderness ratio, the energy dissipation capacity increases but the residual displacement of the piers also increases gradually. It is suggested that the slenderness ratio of energy dissipation bars should be greater than 4.5.
- bridge seismic /
- precast segmental pier /
- replaceable energy dissipation devices /
- renovation after earthquake /
- quasi-static analysis

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图 1 耗能装置构造示意

Figure 1. Structure of the energy dissipation device

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图 2 限位钢板构造示意

Figure 2. Structure of the steel backing plate

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图 3 模拟结果与试验结果滞回曲线对比

Figure 3. Comparison between simulation results and test results

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图 4 底节段损伤变形对比

Figure 4. Comparison of damage and deformation at the bottom segment

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图 5 预制拼装CFST桥墩构造

Figure 5. Structure of precast CFST pier

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图 6 UPCC-R桥墩有限元模型

Figure 6. Finite element model of UPCC-R bridge pier

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图 7 不同模型骨架曲线对比

Figure 7. Skeleton curves of different models

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图 8 不同模型累积耗能曲线

Figure 8. Cumulative energy consumption curves of different models

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图 9 不同模型残余位移对比

Figure 9. Residual displacement curves of different models

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图 10 不同模型刚度退化曲线对比

Figure 10. Stiffness degradation curves of different models

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图 11 沿墩高不同布置方式的骨架曲线和累积耗能曲线

Figure 11. Skeleton curves and cumulative energy consumption curves of different arrangements along pier height

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图 12 不同长细比骨架曲线、累积耗能曲线、残余位移曲线对比

Figure 12. Residual displacement curves of different slenderness ratios

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图 13 应力损伤云图

Figure 13. Stress damage nephogram

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表 1 模拟结果与试验结果

Table 1. Simulation results and test results

对比项	侧向承载力/ kN	初始刚度/ （kN·mm⁻¹）	耗能能力/ （kN·m）
试验结果	58.00	9.06	3.31
模拟结果	56.07	8.83	3.58
差异率/%	3.3	2.5	8.2

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表 2 不同截面贡献率的设计参数

Table 2. Parameters for section contribution rate %

模型编号	耗能钢棒	耗能钢筋配筋率	底接缝处 η_ed
UPCC-0	无
UPCC-E	内置	1.3
UPCC-R1	外置		0.3
UPCC-R2			0.5
UPCC-R3			0.6
UPCC-R4			0.8
UPCC-R5			1.1
UPCC-R6			1.3
UPCC-R7			1.6
UPCC-R8			1.9

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表 3 沿墩高不同布置方式的设计参数

Table 3. Parameters for arrangement along pier height

模型编号	S1−S2 接缝 D_ed/mm	底接缝			α
模型编号	S1−S2 接缝 D_ed/mm	D_ed/mm	η_ed/%	h/mm	α
UPCC-R9	12	18	1.1	200	0.2
UPCC-R10	14				0.3
UPCC-R11	16				0.4
UPCC-R12	16	20	1.3		0.3
UPCC-R13	18				0.4
UPCC-R14	20				0.5
UPCC-R15	18	22	1.6	250	0.3
UPCC-R16	20				0.4
UPCC-R7	22				0.5
UPCC-R17	20	24	1.9		0.3
UPCC-R18	22				0.4
UPCC-R8	24				0.5

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表 4 不同长细比的参数设计

Table 4. Parameters for slenderness ratio

模型编号	S1-S2 接缝处/mm			底接缝处/mm			η_ed/%	h/mm	λ	α
模型编号	D_ed	L_ed	D_ted	D_ed	L_ed	D_ted	η_ed/%	h/mm	λ	α
UPCC-R5	18	150	26	18	150	26	1.1	250	8.3	0.5
UPCC-R6	20		28	20		28	1.3		7.5
UPCC-R7	22		32	22		32	1.6		6.8
UPCC-R19	18	100	26	18	100	26	1.1	200	5.6
UPCC-R14	20		28	20		28	1.3		5.0
UPCC-R20	22		32	22		32	1.6		4.5

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