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高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究

李学松 张怡孝 高仲康 黄永辉 刘爱荣

李学松, 张怡孝, 高仲康, 黄永辉, 刘爱荣. 高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究[J]. 工程力学, 2022, 39(S): 115-120. doi: 10.6052/j.issn.1000-4750.2021.05.S019
引用本文: 李学松, 张怡孝, 高仲康, 黄永辉, 刘爱荣. 高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究[J]. 工程力学, 2022, 39(S): 115-120. doi: 10.6052/j.issn.1000-4750.2021.05.S019
LI Xue-song, ZHANG Yi-xiao, GAO Zhong-kang, HUANG Yong-hui, LIU Ai-rong. IN-PLANE BEARING CAPACITY OF HIGH-STRENGTH CONCRETE-FILLED STEERL TUBULAR ARCHES[J]. Engineering Mechanics, 2022, 39(S): 115-120. doi: 10.6052/j.issn.1000-4750.2021.05.S019
Citation: LI Xue-song, ZHANG Yi-xiao, GAO Zhong-kang, HUANG Yong-hui, LIU Ai-rong. IN-PLANE BEARING CAPACITY OF HIGH-STRENGTH CONCRETE-FILLED STEERL TUBULAR ARCHES[J]. Engineering Mechanics, 2022, 39(S): 115-120. doi: 10.6052/j.issn.1000-4750.2021.05.S019

高强钢管-高强混凝土(HS-CFST)拱平面内承载能力研究

doi: 10.6052/j.issn.1000-4750.2021.05.S019
基金项目: 国家自然科学基金项目(51878188);高等学校学科创新引智计划(111计划D21021);广州市科技计划项目(20212200004);中国工程院战略咨询重点项目(2021-XZ-37)
详细信息
    作者简介:

    李学松(1977−),男,湖北人,高工,主要从事建筑工程管理研究(E-mail: 31718466@qq.cn)

    张怡孝(1996−),女,河南人,硕士生,主要从事大跨度拱桥的静力稳定性能研究(E-mail: zhangyixiao0226@163.com)

    高仲康(1994−),男,广东人,硕士,主要从事拱结构静力稳定性研究(E-mail: 406560271@qq.com)

    黄永辉(1982−),男,湖南人,副研究员,主要从事桥梁结构健康监测研究(E-mail: huangyh@gzhu.edu.cn)

    通讯作者:

    刘爱荣(1972−),女,山西人,教授,博士,博导,主要从事桥梁稳定性研究(E-mail: liuar@gzhu.edu.cn)

  • 中图分类号: TU398+.9

IN-PLANE BEARING CAPACITY OF HIGH-STRENGTH CONCRETE-FILLED STEERL TUBULAR ARCHES

  • 摘要: 该文通过对6根不同强度的高强钢管和高强混凝土抛物线型拱肋试件进行了对称分级加载,探明了拱肋在均布荷载下的受力行为,研究了高强钢管混凝土拱的承载能力,并与有限元计算结果进行了比较,二者基本吻合。基于有限元模型参数分析,阐明了钢管和混凝土强度、矢跨比、长细比和含钢率对拱的平面内承载力的影响。结果表明:全跨竖向均布荷载下拱肋的极限承载力随着钢管和混凝土的强度、矢跨比、含钢率的增加而增加,而极限承载力随长细比的增大而减少;当钢管强度等级从Q460提升至Q690时,拱肋承载力提高19.4%~21.4%;矢跨比、长细比和含钢率为影响拱肋平面承载力的主要因素。
  • 图  1  荷载测点和位移测点布置图

    Figure  1.  Layout of load and displacement measuring points

    图  2  试验拱的荷载-位移图

    Figure  2.  Load-displacement diagram of the tested arch ribs

    图  3  4-460-100拱肋试件的拱轴线变形图

    Figure  3.  4-460-100Arch axis deformation diagram of arch rib specimen

    图  4  钢管强度对拱肋极限承载力的影响

    Figure  4.  Influence of steel pipe strength on ultimate bearing capacity of arch rib

    图  5  混凝土强度对拱肋极限承载力的影响

    Figure  5.  Influence of concrete strength on ultimate bearing capacity of arch rib

    图  6  矢跨比对拱肋极限承载力的影响

    Figure  6.  Influence of rise-span ratio on ultimate bearing capacity of arch rib

    图  7  长细比对拱肋极限承载力的影响

    Figure  7.  Influence of slenderness ratio on ultimate bearing capacity of arch rib

    图  8  含钢率对拱肋极限承载力的影响

    Figure  8.  Influence of steel ratio on ultimate bearing capacity of arch rib

    表  1  高强钢-高强混凝土拱肋模型参数表

    Table  1.   HS-CFST arch rib model parameters

    试件编号截面/mmfy/MPafcu/MPa
    1-460-80ϕ89×3.7546996
    2-550-80ϕ89×3.7253196
    3-620-80ϕ89×3.7760896
    4-460-100ϕ89×3.75469112
    5-550-100ϕ89×3.72531112
    6-620-100ϕ89×3.77608112
    注:试件编号1-460-80中,460代表钢管强度,80代表混凝土强度;fy为钢管屈服强度;fcu为试验测得混凝土抗压强度。
    下载: 导出CSV

    表  2  试验实测承载力与有限元计算结果对比

    Table  2.   The experimental results are compared with the finite element results

    编号试验实测值/kN有限元计算值/kN误差/(%)
    1-460-80 181.82186.802.74
    2-550-80203.49200.93−1.23
    3-620-80211.56217.232.68
    4-460-100191.51192.020.27
    5-550-100211.84206.07−2.72
    6-620-100219.67222.041.08
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-05-19
  • 修回日期:  2022-03-09
  • 网络出版日期:  2022-04-16
  • 刊出日期:  2022-06-06

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