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预应力连接预制节段桥墩拟静力试验数值仿真分析

张凯迪 贾俊峰 白玉磊 郭彤

张凯迪, 贾俊峰, 白玉磊, 郭彤. 预应力连接预制节段桥墩拟静力试验数值仿真分析[J]. 工程力学, 2022, 39(S): 207-213, 228. doi: 10.6052/j.issn.1000-4750.2021.05.S040
引用本文: 张凯迪, 贾俊峰, 白玉磊, 郭彤. 预应力连接预制节段桥墩拟静力试验数值仿真分析[J]. 工程力学, 2022, 39(S): 207-213, 228. doi: 10.6052/j.issn.1000-4750.2021.05.S040
ZHANG Kai-di, JIA Jun-feng, BAI Yu-lei, GUO Tong. NUMERICAL SIMULATION ANALYSES ON QUASI-STASTIC TESTS OF PRECAST SEGMENTAL PRESTRESSED BRIDGE COLUMNS[J]. Engineering Mechanics, 2022, 39(S): 207-213, 228. doi: 10.6052/j.issn.1000-4750.2021.05.S040
Citation: ZHANG Kai-di, JIA Jun-feng, BAI Yu-lei, GUO Tong. NUMERICAL SIMULATION ANALYSES ON QUASI-STASTIC TESTS OF PRECAST SEGMENTAL PRESTRESSED BRIDGE COLUMNS[J]. Engineering Mechanics, 2022, 39(S): 207-213, 228. doi: 10.6052/j.issn.1000-4750.2021.05.S040

预应力连接预制节段桥墩拟静力试验数值仿真分析

doi: 10.6052/j.issn.1000-4750.2021.05.S040
基金项目: 国家重点研发计划政府间国际科技创新合作重点专项项目(2019YFE0119800);旧桥检测与加固技术交通行业重点实验室(北京)开放课题项目(2021-JQKFKT-4);北京市自然科学基金项目(8202002)
详细信息
    作者简介:

    张凯迪(1997−),女,河南濮阳人,博士生,主要从事预制拼装桥墩抗震研究(E-mail: zhangkaidi@emails.bjut.edu.cn)

    白玉磊(1985−),男,河南南阳人,教授,博士,主要从事高性能材料研究(E-mail: baiyulei@bjut.edu.cn)

    郭 彤(1977−),男,山东青岛人,教授,博士,主要从事结构状态评估与性能提升领域研究(E-mail: guotong@seu.edu.cn)

    通讯作者:

    贾俊峰(1982−),男,河南周口人,教授,博士,主要从事桥梁抗震研究(E-mail: jiajunfeng@bjut.edu.cn)

  • 中图分类号: U442.5+5

NUMERICAL SIMULATION ANALYSES ON QUASI-STASTIC TESTS OF PRECAST SEGMENTAL PRESTRESSED BRIDGE COLUMNS

  • 摘要: 预应力连接预制节段桥墩已在美国低震区桥梁中得到较多应用,但在我国的工程应用甚少。由于预制节段桥墩的震害资料缺乏,震害经验不足,且其抗震机理不明确、设计方法不完善,在强震区较少应用。该文基于预应力连接预制节段墩柱缩尺模型的拟静力往复试验测试,采用有限元分析软件ABAQUS建立其精细化数值模型,进行了单向、斜向往复荷载作用下墩柱拟静力试验数值仿真,将桥墩的损伤特征、滞回行为、墩内竖向预应力和预制节段间接缝开口量与试验测试结果进行了对比分析。结果表明:该文建立的预制节段桥墩数值模型可较好地再现拟静力试验结果,试验和模拟结果均表明斜向加载的预制节段墩柱较单向加载的构件损伤更为严重,构件屈服更早,残余位移较大,墩柱最大偏移率达4%时其残余偏移率已超过1%。常规设计中桥墩按纵桥向或横桥向单向抗震设计偏于不保守,特别是考虑震后功能可恢复或可修复时建议考虑多向地震作用影响。
  • 1  试件构造与截面设计

    1.  Configuration of the specimens and section detail

    图  2  预制节段桥墩三维有限元模型示意图

    Figure  2.  Diagram of 3D Finite element model of the precast segmental bridge column

    图  3  混凝土本构模型

    Figure  3.  Constitutive Models of Concrete

    图  4  试验与模拟的混凝土损伤对比

    Figure  4.  Comparison of concrete damage in experiment and simulation

    图  5  试验与模拟滞回曲线对比

    Figure  5.  Comparison of hysteresis curves in experiment and simulation

    图  6  试验与模拟骨架曲线对比

    Figure  6.  Comparison of skeleton curves in experiment and simulation

    图  7  试验与模拟累积耗能对比

    Figure  7.  Comparison of cumulative energy dissipation in experiment and simulation

    图  8  预应力筋应力大小随加载位移变化

    Figure  8.  Prestress force of steel tendons versus the lateral displacement

    图  9  U1与B1接缝开口大小

    Figure  9.  Height of joint opening of U1 and B1

    表  1  U1试件试验与模拟的抗震性能对比

    Table  1.   Comparison of seismic performance in experiment and simulation for specimen U1

    参数屈服荷载/kN峰值荷载/kN总耗能/kJ
    试验60.581.363.2
    模拟64.982.272.8
    偏差/(%)7.31.113.2
    下载: 导出CSV

    表  2  B1试件试验与模拟的抗震性能对比

    Table  2.   Comparison of seismic performance in experiment and simulation for specimen B1

    参数屈服荷载/kN峰值荷载/kN总耗能/kJ
    试验52.065.056.26
    模拟56.561.256.18
    偏差/(%)8.76.20.14
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-05-28
  • 修回日期:  2022-02-18
  • 网络出版日期:  2022-03-03
  • 刊出日期:  2022-06-06

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