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Article(id=1276896946556105373, tenantId=1146029695717560320, journalId=1276577754012160025, issueId=1276896661737701828, articleNumber=null, orderNo=null, doi=10.3724/j.gyjzG26031901, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1773849600000, receivedDateStr=2026-03-19, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1782365555656, onlineDateStr=2026-06-25, pubDate=1779206400000, pubDateStr=2026-05-20, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1782365555656, onlineIssueDateStr=2026-06-25, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1782365555656, creator=13701087609, updateTime=1782365555656, updator=13701087609, issue=Issue{id=1276896661737701828, tenantId=1146029695717560320, journalId=1276577754012160025, year='2026', volume='56', issue='5', pageStart='1', pageEnd='264', issueExtLink='null', onlineDate='null', pubDate='1779206400000', pubDateStr='2026-05-20', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1782365487751, creator='13701087609', updateTime=1782367237543, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext={EN=IssueExt(id=1276904000968589318, tenantId=1146029695717560320, journalId=1276577754012160025, issueId=1276896661737701828, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1276904000968589319, tenantId=1146029695717560320, journalId=1276577754012160025, issueId=1276896661737701828, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null, downloadFileDto=null}, startPage=208, endPage=214, ext={EN=ArticleExt(id=1276896946786792095, articleId=1276896946556105373, tenantId=1146029695717560320, journalId=1276577754012160025, language=EN, title=Structural Response Analysis of Tie Rod Fracture in CFST Arch Bridges Based on Field Monitoring, columnId=null, journalTitle=Industrial Construction, columnName=null, runingTitle=null, highlight=null, articleAbstract=

This study investigated the structural response of a 24-year-old， 160 m span concrete-filled steel tubular （CFST） arch bridge after the fracture of a single tie rod. By comparing monitoring data before and after the tie rod fracture， this study systematically analyzed the variation characteristics of key mechanical indicators， including arch foot displacement， suspender cable force， and the alignment of the arch ribs and the bridge deck. Furthermore， it evaluated the influence pattern of the tie rod fracture on the bridge structure. The results showed that after the fracture of a single tie rod， the arch feet underwent outward displacement， and both the arch ribs and the bridge deck experienced downward deflection， with the deformation values on the fractured side being significantly larger than those on the non-fractured side. The suspender cable force showed no obvious change. The deformations of the arch ribs and the deck exhibited an asymmetric distribution： the vertical deflection of the free-end half-span on the fractured side was larger than that of the fixed-end half-span， while the opposite was true for the non-fractured side. Furthermore， a full-bridge finite element model was established to simulate the structural response of the bridge induced by the tie rod fracture， and the calculated results reproduced the monitoring data of the actual bridge well. Based on this model， a dynamic amplification factor was introduced to evaluate the stress state of the remaining tie rods and the arch ribs upon the sudden fracture of multiple tie rods.

, authors=null, authorsList=Ming DENG, Huaizhan QI, Junchi LI, Yang JIN, Ju YI, Ping YUAN, authorCompany=null, correspAuthors=null, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, fund=null), CN=ArticleExt(id=1276896947973780139, articleId=1276896946556105373, tenantId=1146029695717560320, journalId=1276577754012160025, language=CN, title=基于实桥监测的钢管混凝土拱桥系杆断裂结构响应研究, columnId=1276896715768726319, journalTitle=工业建筑, columnName=工程运维技术, runingTitle=null, highlight=null, articleAbstract=

以某运营24年的160 m跨径钢管混凝土拱桥为对象，研究其单根系杆断裂后的结构响应。通过对比系杆断裂前后的监测数据，阐述了拱脚位移、吊杆索力、拱肋及桥面线形等关键力学指标的变化特征，分析了系杆断裂对桥梁结构的影响规律。结果显示：单根系杆断裂后，拱脚产生向外位移，拱肋和桥面线形均出现下挠，断索侧位移值显著大于非断索侧；吊杆索力无明显变化；拱肋及桥面变形呈现非对称分布，断索侧自由端半跨的高程下挠值大于固定端半跨，非断索侧则相反。此外，建立了全桥有限元模型对该桥系杆断裂结构响应进行模拟，计算结果能较好还原实桥监测数据。基于该模型，引入动力系数评估了部分系杆断裂瞬时剩余系杆及拱肋的应力状态。

, authors=

邓鸣，副教授，主要从事既有桥梁评估与加固方向研究，。

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易驹，副教授，主要从事预应力混凝土结构耐久性评估方向研究，。
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邓鸣，副教授，主要从事既有桥梁评估与加固方向研究，。

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邓鸣，副教授，主要从事既有桥梁评估与加固方向研究，。

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USA： Farmington Hills， 2007., articleTitle=null, refAbstract=null)], funds=null, companyList=[AuthorCompany(id=1276896948217049773, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, xref=1, ext=[AuthorCompanyExt(id=1276896948221244078, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, companyId=1276896948217049773, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1School of Civil Engineering， Changsha University， Changsha410022， China), AuthorCompanyExt(id=1276896948233826991, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, companyId=1276896948217049773, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1长沙学院土木工程学院，长沙410022)]), AuthorCompany(id=1276896948309324464, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, xref=2, ext=[AuthorCompanyExt(id=1276896948321907377, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, companyId=1276896948309324464, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2Tianjin Transportation Research;Institute， Tianjin300074， China), AuthorCompanyExt(id=1276896948330295986, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, companyId=1276896948309324464, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2天津市交通科学研究院，天津300074)])], figs=[ArticleFig(id=1276896954533671644, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Fig.1, caption=Bridge overview, figureFileSmall=i6i+Od6V3x51qaAKduddGA==, figureFileBig=yP2639opgM9uZLdSxkQl5Q==, tableContent=null), ArticleFig(id=1276896954902770397, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=图1, caption=桥梁概况, figureFileSmall=i6i+Od6V3x51qaAKduddGA==, figureFileBig=yP2639opgM9uZLdSxkQl5Q==, tableContent=null), ArticleFig(id=1276896955313812190, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Fig.2, caption=3D view of the midspan of the bridge, figureFileSmall=14hcP0oM3nMYWvp0xzulwA==, figureFileBig=SoIuKR6LOfUXb+hLcu+aXw==, tableContent=null), ArticleFig(id=1276896955389309663, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=图2, caption=桥梁中跨三维图 cm, figureFileSmall=14hcP0oM3nMYWvp0xzulwA==, figureFileBig=SoIuKR6LOfUXb+hLcu+aXw==, tableContent=null), ArticleFig(id=1276896955448029920, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Fig.3, caption=Full-bridge finite element model, figureFileSmall=EdAYy1Y6x4GqiarRHRoLPw==, figureFileBig=QSUrXS70/+VNPQbJvhlRPw==, tableContent=null), ArticleFig(id=1276896955737436898, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=图3, caption=全桥有限元模型, figureFileSmall=EdAYy1Y6x4GqiarRHRoLPw==, figureFileBig=QSUrXS70/+VNPQbJvhlRPw==, tableContent=null), ArticleFig(id=1276896955817128676, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Fig.4, caption=Vertical displacement of midspan arch ribs, figureFileSmall=/CGW7YwtQv7APABF8MERoA==, figureFileBig=hoj6h5Lc1HbV5RNhHKYjPA==, tableContent=null), ArticleFig(id=1276896956148478693, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=图4, caption=中跨拱肋竖向位移, figureFileSmall=/CGW7YwtQv7APABF8MERoA==, figureFileBig=hoj6h5Lc1HbV5RNhHKYjPA==, tableContent=null), ArticleFig(id=1276896956232364774, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Fig.5, caption=Vertical displacement of midspan bridge deck, figureFileSmall=D8XQgYj7vdopbsLHQ1jCtg==, figureFileBig=6lkqV6lCDXom8mRQAPw3PA==, tableContent=null), ArticleFig(id=1276896956303667943, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=图5, caption=中跨桥面竖向位移, figureFileSmall=D8XQgYj7vdopbsLHQ1jCtg==, figureFileBig=6lkqV6lCDXom8mRQAPw3PA==, tableContent=null), ArticleFig(id=1276896956580492008, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Table 1, caption=

Mechanical parameters of steel strands of tie rods

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型号标准抗拉强度/MPa最大负荷/kN伸长率/%弹性模量/GPa质量/（kg/·m-1）
ϕs15.218609583≥3.519540.4
), ArticleFig(id=1276896956672766697, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=表1, caption=

系杆钢绞线力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
型号标准抗拉强度/MPa最大负荷/kN伸长率/%弹性模量/GPa质量/（kg/·m-1）
ϕs15.218609583≥3.519540.4
), ArticleFig(id=1276896956999922412, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=EN, label=Table 2, caption=

Arch foot displacement

, figureFileSmall=null, figureFileBig=null, tableContent=
1号拱脚（边跨）3号拱脚（中跨）5号拱脚（边跨）
上游下游上游下游上游下游
1724-42-112419
), ArticleFig(id=1276896957067031277, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=表2, caption=

拱脚位移

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1号拱脚（边跨）3号拱脚（中跨）5号拱脚（边跨）
上游下游上游下游上游下游
1724-42-112419
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Changes in suspender cable force

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吊杆编号上游侧下游侧吊杆编号上游侧下游侧
3-0.18-1.47162.27-0.90
4-1.87-0.95151.22-0.96
50.00-0.38142.35-0.70
60.050.8113-0.330.85
8-1.86-1.2611-2.400.89
9-0.87-0.9810-0.332.29
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吊杆索力变化幅度

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吊杆编号上游侧下游侧吊杆编号上游侧下游侧
3-0.18-1.47162.27-0.90
4-1.87-0.95151.22-0.96
50.00-0.38142.35-0.70
60.050.8113-0.330.85
8-1.86-1.2611-2.400.89
9-0.87-0.9810-0.332.29
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Elevation variation values of arch ribs

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测点位置自由端拱脚L/82L/83L/84L/85L/86L/87L/8固定端拱脚
上游侧0.0-12.0-33.9-48.0-51.5-33.2-25.0-7.8-1.2
下游侧-2.0-3.2-8.0-7.9-12.0-11.3-8.2-6.6-0.0
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拱肋高程变化值

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测点位置自由端拱脚L/82L/83L/84L/85L/86L/87L/8固定端拱脚
上游侧0.0-12.0-33.9-48.0-51.5-33.2-25.0-7.8-1.2
下游侧-2.0-3.2-8.0-7.9-12.0-11.3-8.2-6.6-0.0
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Elevation variation values of bridge deck

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纵桥向位置上游侧下游侧纵桥向位置上游侧下游侧
自由端拱脚0.00.0固定端拱脚0.00.0
1号吊杆-12.6-0.318号吊杆-1.8-3.5
2号吊杆-21.2-1.117号吊杆-6.6-6.7
3号吊杆-30.9-3.016号吊杆-15.3-10.6
4号吊杆-36.1-3.915号吊杆-22.2-14.3
5号吊杆-45.0-5.114号吊杆-27.3-15.0
6号吊杆-51.2-7.913号吊杆-35.0-17.0
7号吊杆-51.2-10.412号吊杆-41.4-17.9
8号吊杆-51.9-13.911号吊杆-45.8-18.0
9号吊杆-53.0-15.810号吊杆-50.2-19.9
), ArticleFig(id=1276896958061081332, tenantId=1146029695717560320, journalId=1276577754012160025, articleId=1276896946556105373, language=CN, label=表5, caption=

桥面高程变化值

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纵桥向位置上游侧下游侧纵桥向位置上游侧下游侧
自由端拱脚0.00.0固定端拱脚0.00.0
1号吊杆-12.6-0.318号吊杆-1.8-3.5
2号吊杆-21.2-1.117号吊杆-6.6-6.7
3号吊杆-30.9-3.016号吊杆-15.3-10.6
4号吊杆-36.1-3.915号吊杆-22.2-14.3
5号吊杆-45.0-5.114号吊杆-27.3-15.0
6号吊杆-51.2-7.913号吊杆-35.0-17.0
7号吊杆-51.2-10.412号吊杆-41.4-17.9
8号吊杆-51.9-13.911号吊杆-45.8-18.0
9号吊杆-53.0-15.810号吊杆-50.2-19.9
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Mean stress in the remaining tie rods and maximum stress in the arch ribs upon sudden fracture of different numbers of tie rods

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构件初始状态单侧断裂根数双侧断裂根数
1根2根3根4根5根1根2根3根
剩余系杆899.31032.21182.91338.51544.91884.71146.91385.31900.4
断索侧拱肋71.682.295.4111.0129.8153.692.2120.2157.1
非断索侧拱肋71.681.192.3105.8124.0149.292.2120.2157.1
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不同数量系杆断裂瞬时剩余系杆平均应力及拱肋最大应力

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构件初始状态单侧断裂根数双侧断裂根数
1根2根3根4根5根1根2根3根
剩余系杆899.31032.21182.91338.51544.91884.71146.91385.31900.4
断索侧拱肋71.682.295.4111.0129.8153.692.2120.2157.1
非断索侧拱肋71.681.192.3105.8124.0149.292.2120.2157.1
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基于实桥监测的钢管混凝土拱桥系杆断裂结构响应研究
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邓鸣 1 , 齐怀展 2 , 李俊驰 2 , 金阳 2 , 易驹 1 , 袁平 1
工业建筑 | 工程运维技术 2026,56(5): 208-214
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工业建筑 |工程运维技术 2026 , 56 (5) : 208 -214
基于实桥监测的钢管混凝土拱桥系杆断裂结构响应研究
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邓鸣1 , 齐怀展2, 李俊驰2, 金阳2, 易驹1 , 袁平1
作者信息
  • 1长沙学院土木工程学院，长沙410022
  • 2天津市交通科学研究院，天津300074
通讯作者:
易驹，副教授，主要从事预应力混凝土结构耐久性评估方向研究，。
Structural Response Analysis of Tie Rod Fracture in CFST Arch Bridges Based on Field Monitoring
Ming DENG1 , Huaizhan QI2, Junchi LI2, Yang JIN2, Ju YI1 , Ping YUAN1
Affiliations
  • 1School of Civil Engineering， Changsha University， Changsha410022， China
  • 2Tianjin Transportation Research;Institute， Tianjin300074， China
出版时间: 2026-05-20 doi: 10.3724/j.gyjzG26031901
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摘要
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以某运营24年的160 m跨径钢管混凝土拱桥为对象，研究其单根系杆断裂后的结构响应。通过对比系杆断裂前后的监测数据，阐述了拱脚位移、吊杆索力、拱肋及桥面线形等关键力学指标的变化特征，分析了系杆断裂对桥梁结构的影响规律。结果显示：单根系杆断裂后，拱脚产生向外位移，拱肋和桥面线形均出现下挠，断索侧位移值显著大于非断索侧；吊杆索力无明显变化；拱肋及桥面变形呈现非对称分布，断索侧自由端半跨的高程下挠值大于固定端半跨，非断索侧则相反。此外，建立了全桥有限元模型对该桥系杆断裂结构响应进行模拟，计算结果能较好还原实桥监测数据。基于该模型，引入动力系数评估了部分系杆断裂瞬时剩余系杆及拱肋的应力状态。

钢管混凝土拱桥  /  系杆断裂  /  实桥监测  /  结构响应  /  数值模拟

This study investigated the structural response of a 24-year-old， 160 m span concrete-filled steel tubular （CFST） arch bridge after the fracture of a single tie rod. By comparing monitoring data before and after the tie rod fracture， this study systematically analyzed the variation characteristics of key mechanical indicators， including arch foot displacement， suspender cable force， and the alignment of the arch ribs and the bridge deck. Furthermore， it evaluated the influence pattern of the tie rod fracture on the bridge structure. The results showed that after the fracture of a single tie rod， the arch feet underwent outward displacement， and both the arch ribs and the bridge deck experienced downward deflection， with the deformation values on the fractured side being significantly larger than those on the non-fractured side. The suspender cable force showed no obvious change. The deformations of the arch ribs and the deck exhibited an asymmetric distribution： the vertical deflection of the free-end half-span on the fractured side was larger than that of the fixed-end half-span， while the opposite was true for the non-fractured side. Furthermore， a full-bridge finite element model was established to simulate the structural response of the bridge induced by the tie rod fracture， and the calculated results reproduced the monitoring data of the actual bridge well. Based on this model， a dynamic amplification factor was introduced to evaluate the stress state of the remaining tie rods and the arch ribs upon the sudden fracture of multiple tie rods.

CFST arch bridge  /  tie rod fracture  /  field monitoring  /  structural response  /  numerical simulation
邓鸣, 齐怀展, 李俊驰, 金阳, 易驹, 袁平. 基于实桥监测的钢管混凝土拱桥系杆断裂结构响应研究. 工业建筑, 2026 , 56 (5) : 208 -214 . DOI: 10.3724/j.gyjzG26031901
Ming DENG, Huaizhan QI, Junchi LI, Yang JIN, Ju YI, Ping YUAN. Structural Response Analysis of Tie Rod Fracture in CFST Arch Bridges Based on Field Monitoring[J]. Industrial Construction, 2026 , 56 (5) : 208 -214 . DOI: 10.3724/j.gyjzG26031901
正文
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0　引言
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钢管混凝土系杆拱桥以其造型优美、跨越能力强等优点广泛应用于我国桥梁建设中。该桥型结构主要由钢管混凝土拱肋、桥面系、吊杆和系杆组成。相比于吊杆断裂引起的垮塌风险［1-3］，单根系杆的断裂可能不会引起桥梁的瞬间坍塌；且因其多设置于系杆箱内或是被混凝土包裹，在日常检测中易被忽视。然而，在长期服役过程中，系杆不可避免地受到车辆荷载、环境腐蚀、材料老化、疲劳效应乃至意外损伤等多种不利因素的耦合作用，其断裂风险不容低估［4］。近年来，国内已发生多起系杆断裂或严重锈蚀的工程案例：武汉晴川桥运营2年后就有两根系杆因锈蚀而断裂［5］；佛陈大桥运营5年后发现31根钢索断裂［6］；绵阳飞来石大桥运营15年后，发现第2跨上游一根系杆钢绞线严重锈蚀、断裂［7］。此外还有不少桥梁因系杆锈蚀而进行过更换［8-10］。
作为平衡拱脚水平推力的关键构件，系杆的健康状态直接影响整体结构的受力性能与运营安全。单根系杆断裂后，结构内部将产生内力重分布，进而引起拱脚位移、拱肋产生附加弯矩、拱轴线线形变化等结构响应［11-12］。目前，已有学者通过有限元模拟对系杆损伤、断裂后结构的力学响应开展了研究。林超伟［13］以重庆菜园坝长江大桥为研究对象建立精细化有限元模型，发现系杆损伤会导致拱脚水平推力重分布，桥墩承担的水平荷载显著增加。朱劲松等［14］针对中承式系杆拱桥的体系冗余度计算表明，系杆断裂对桥梁结构极限承载力和弹性阶段的桥面系刚度影响较小，而对进入弹塑性阶段的桥面刚度影响较大。符晶华等［15］建立全桥有限元模型，探讨了单根及多根系杆断裂后系杆索力、拱座应力、拱脚位移等参数的变化规律，提出单根系杆断裂时其他系杆索力增幅约1.8%，而3根系杆同时断裂时索力增幅可达6.5%，且通过现场足尺试验验证了模型在系杆索力计算方面的准确性。此外，系杆断裂瞬时其巨大的冲击力还可能放大剩余杆件的内力和变形，甚至造成连续性垮塌［16-17］。Fan等［18］通过LS-DYNA显式动力学模拟发现，系杆断裂后桥墩和拱肋存在显著的动力放大效应，剩余系杆成为最薄弱构件，而拱墩节点的水平位移是控制连续垮塌的关键指标。陈康明等［19］、黄育凡等［20］引入动力系数，分别建立考虑吊杆断裂和系杆断裂动力效应的等效静力计算方法，弥补了传统静力分析忽略冲击效应的不足。
综上所述，现有研究以数值模拟为主，而基于实际运营桥梁的系杆断裂实测数据极为匮乏。为此，本文系统研究了某运营24年钢管混凝土拱桥在单根系杆断裂后的结构响应，通过对比分析断裂前后拱脚位移、吊杆索力、拱肋线形及桥面线形等关键监测参数，阐明了系杆断裂对桥梁结构的影响规律。基于此，建立有限元模型并与实测数据进行对比验证，在此基础上评估了部分系杆断裂对剩余系杆应力状态的影响。
1　工程背景
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1.1　桥梁概况
本文研究对象为某3跨结构形式相同但相互独立的下承式钢管混凝土系杆拱桥，其跨径均为160 m，桥面总宽29 m，于1998年10月建成通车。桥面系采取悬浮体系，由预应力混凝土中横梁、加劲纵梁（纵肋）、T形纵梁和工字形钢梁组成，其中中横梁通过吊杆和拱肋连接。桥梁实景如图1所示。
拱桥横桥向由两片拱肋组成，其中心距离为19 m，拱肋矢高32 m，矢跨比1/5。拱肋截面为哑铃形，上下钢管直径1.5 m，全高3.75 m，钢管和腹板内压注C50混凝土。拱脚采用盆式橡胶支座支承，一端设置为活动铰支座（自由端），另一端设置为固定铰支座（固定端）。每拱设8道由横、斜撑组成的K形横向连接系，拱脚处设置加强型横梁以增强整体横向刚度。每片拱肋设18根吊杆，间隔8.3 m。吊杆由91根ϕ7镀锌低松弛预应力钢丝组成，标准强度为1670 MPa。
此外，每片拱肋在拱脚处设8根系杆以平衡水平推力，系杆对称分布在吊杆两侧，如图2所示。每根系杆由37根ϕs15.2高强度低松弛预应力钢绞线组成。预应力钢绞线主要参数如表1所示。系杆采用高密度聚乙烯护层防护，两端采用带有限位板装置的OVM15-37型锚具，锚固于拱脚的墙背。
1.2　桥梁监测
为保证桥梁结构的运营安全，依据CJJ 99—2017《城市桥梁养护技术标准》［21］每月对该桥进行一次经常性检查，包括外观和拱脚位移；此外，每年还对该桥进行一次详细定期检查，包括外观和材质状况检测、结构监测等。
结构监测包含拱肋线形、桥面线形、吊杆索力、拱脚位移等内容。其中，拱脚位移监测是以拱脚旁与桥墩固接的限位挡块为参照，测量拱脚顺桥向的位移变化，每月进行一次监测；拱肋线形测点布置于拱肋端部及八分点，中跨共计18个测点，采用全站仪进行监测，测角精度1〞，测距精度1 mm+1 ppm；桥面线形监测测点布设于拱脚及各吊杆一侧桥面，采用电子水准仪进行监测，测量精度±0.3 mm；吊杆索力采用频率法进行测量，其中1号、18号、7号、12号吊杆因太短或安装了灯杆均难以测量出准确的振动频率，仅对其余吊杆进行监测。中跨下游侧拱肋和桥面测点布置见图2。
1.3　系杆断裂情况
2022年9月，例行检查中监测到中跨桥梁自由端拱脚位移过大，进而发现中跨上游侧系杆的6号索钢绞线断裂，断裂位置及形貌特征如图2所示。从断裂位置可见明显的颈缩现象，说明钢丝在断裂前经历了显著的塑性变形。系杆下部钢绞线锈蚀严重，表面覆盖大量红褐色与黑褐色锈层，局部存在锈坑现象，显示钢材已因长期暴露于不利环境而受到深度腐蚀。系杆外部护套在钢绞线断裂对应位置同样发生断裂，断裂口呈现为新鲜茬口，边缘锐利，无风化、老化导致的表面磨损或污染痕迹，表明护套的断裂与内部钢绞线的失效几乎同步发生，很可能是在受力瞬间脆性破裂或受内部钢绞线断裂冲击所致。由于系杆变形产生的侧向推力或位移，其配套的防护角钢支架也已发生明显变形。
2　系杆断裂结构响应监测结果及分析
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2.1　拱脚位移
全桥自由端拱脚位移情况如表2所示，其中数值增大表示主拱圈顺桥向向内位移，反之表示主拱圈顺桥向向外位移。系杆断裂前、后拱脚位移监测时的温度分别为29 ，22 ℃。表中，3号为中跨活动拱脚，为分析温度等外界环境对拱脚位移影响，还列出了两个边跨1号、5号拱脚的数据进行对比。
可知，1号及5号上下游四个拱脚位移值平均增大21 mm，而边跨未发生系杆断裂事故，说明受温度降低等影响，主拱圈收缩。中跨3号拱脚上游侧减小42 mm，下游侧减小11 mm，说明中跨上游侧6号系杆断裂后总系杆力减小，尽管同样受到温度下降拱圈收缩影响，拱脚支座仍向外移动。中跨上游侧拱脚位移远大于下游侧，这可能是由于上游侧单根系杆断裂后，拱脚约束力失衡导致产生显著的向外位移；下游侧拱肋仅受到横梁、横撑传递过来的内力，但约束体系完整未变，可有效提供反力、限制变形发展，因此变形幅度远小于上游侧。
2.2　吊杆索力
系杆断裂前后吊杆索力的变化幅度如表3所示。可以看出，两次索力实测结果非常接近，变化幅度在±2.5%之内，无明显规律。考虑到可能存在的环境影响及测量误差等因素，可以认为系杆断裂对索力变化无明显影响。本桥为柔性系杆，加劲纵梁较小，对桥梁的整体刚度贡献较小，吊杆主要功能为承担横梁、小纵梁和桥面板等重量并传递至拱肋，因此在桥面系重量未改变的情况下，吊杆索力也不会发生大的改变。
2.3　拱肋线形
系杆断裂前后中跨拱肋高程变化值如表4所示。可知，系杆断裂后两个拱肋高程普遍下降：上游侧变化较为显著，尤其在3L/8~4L/8段为下降幅度最大位置，其中跨中位置实测下降51.5 mm；下游侧变化明显小于上游侧，实测最大下降出现在4L/8位置，为12.0 mm。作为对比，另外两个边跨受温度等影响，拱肋高程均有一定上升，最大升高值为6 mm，由于篇幅所限，本文未列出边跨数据。与拱脚水平位移相似，上游侧的拱肋竖向位移也远大于下游侧，其原因同样可能是由于上游侧单根系杆断裂致使约束体系局部弱化，拱肋因拉力损失产生较大水平及竖向位移；下游侧系杆约束完整，仅因为受到上游传递过来的内力改变而产生变形，其变化幅度较小。
从表4中还可以发现，单根系杆断裂后拱肋高程变化值呈现非对称分布。上游侧靠近自由端的变化较固定端更为明显，而下游侧靠近固定端的拱肋下降幅度更大，如上游侧3L/8处的48.0 mm大于5L/8处的33.2 mm，而下游侧3L/8处的7.9 mm则小于5L/8处的11.3 mm。其原因或许在于上游侧自由端是活动铰支座，纵桥向可以自由伸缩，对结构位移的约束能力弱，导致部分约束丧失后变形在此相对集中；而固定端是固定铰支座，能通过提供纵向反力限制拱肋的水平位移和竖向下挠，变形相对减小。下游侧系杆未断裂，但上游局部约束弱化打破了上下游受力平衡，通过横梁、横撑的协同作用，内力向约束更强的下游固定端转移，固定端承受更多水平力和竖向力，从而变形相对自由端更大。
2.4　桥面线形监测结果及分析
系杆断裂前后中间跨桥面高程变化值如表5所示。可见，桥面线形变化规律与拱肋一致，变化的数值也非常接近：上游侧桥面挠度显著大于下游侧；上游侧靠近自由端和下游侧靠近固定端的半跨桥面下挠程度大于另外半跨。上游侧实测最大值位于8号吊杆附近，为53.0 mm；下游侧实测最大值位于10号吊杆附近，为19.9 mm。由于吊杆索力几乎无变化，吊杆的长度也没有改变，因此拱肋和桥面的线形变化亦几乎一致。
3　系杆断裂影响模拟分析
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3.1　计算模型
采用MIDAS/Civil有限元软件模拟系杆断裂后结构响应。吊杆、系杆采用桁架单元模拟；纵梁、横梁采用梁单元模拟；哑铃形拱肋采用组合梁截面的梁单元模拟；桥面板采用板单元模拟。拱肋边界采用一般支撑，一端为固定铰支座，另一端为活动铰支座。在本计算中，重点分析系杆断裂后结构的位移、吊杆索力和系杆索力等内容，因此对施工过程模拟进行了简化处理，模型中施工过程主要包括：1）支架安装拱肋、横撑；2）第一次张拉系杆；3）安装吊杆、横梁、加劲纵梁，第二次张拉系杆；4）安装桥面系，第三次张拉系杆；5）断裂一根系杆；6）温度变化。其中，系杆断裂是采用钝化一侧八根钢绞线索中的一根进行模拟；温度变化为整体升降温，主要是为了分析两次测量数据中的温度变化对结构响应的影响。计算模型见图3。
3.2　计算结果对比分析
1）拱脚位移。
计算结果显示，单根系杆断裂且降温7 ℃后中跨上游侧和下游侧的拱脚位移分别为4.6 cm和2.1 cm，比实测数据略大0.4 cm和1 cm，吻合较好。
2）吊杆索力。
根据计算结果，系杆断裂前后吊杆索力变化幅度较小，大多数在1%左右，这与实测结果一致。
3）拱肋和桥面高程。
上游侧拱肋高程、桥面高程下挠的计算值与实测值对比分别如图4和图5所示。可知，计算结果与实测数据变化规律基本一致，数值吻合较好，在跨中附近差值在10%以内。
从以上分析可以看出，计算结果与实测结果吻合程度较好，计算模型较好地模拟了实桥单根系杆断裂后结构的变化。上游侧的计算值与实测结果规律相同，计算值略大于实测结果，说明实桥刚度略大于有限元模型。一种可能的解释是，计算模型根据JTG/T D65-06—2015《公路钢管混凝土拱桥设计规范》［22］的要求，未计入拱肋腹板中的混凝土刚度贡献，而实际结构中该部分混凝土与钢板协同工作后可以提供一定的刚度。
3.3　系杆断裂对剩余系杆应力及拱肋应力的影响
综上所述，单根系杆断裂虽未造成桥梁结构瞬间垮塌，但会引起拱脚向外位移，导致剩余系杆索力增大、拱肋应力变化，最终威胁桥梁结构体系安全。由于在前期监测中未能监测到系杆和拱肋应力，本文基于前述有限元模型对剩余系杆索力进行研究。
需指出的是，系杆突发断裂除属动力冲击事件外，其伴随的巨大冲击效应还会使得桥梁结构在短时间内的内力、变形增量显著放大［23］。因此，为准确评估桥梁结构的安全状态，有必要在分析系杆断裂瞬时考虑冲击作用。美国PTI 2007《斜拉桥设计、测试和安装建议》［24］规定，当任意一根斜拉索断裂时，需要用静态索力的2倍计算冲击力。黄育凡等［20］通过模型试验和建模分析，引入动力系数μD考虑断索冲击作用，并建议单侧断索动力系数取1.4，双侧断索动力系数取1.6，即：
y=μDyst
式中：y为系杆断裂后结构动力响应；μD为动力系数；yst为系杆断裂后结构静力响应。
本文计算了仅单侧断裂部分系杆和双侧同时断裂部分系杆情况下，按上述动力系数取值后剩余系杆的平均应力及拱肋最大应力，结果如表6所示。可以看出，当单侧断索5根或双侧各断索3根后，拱肋应力尚未达到钢管材料的极限强度，但剩余系杆索力的平均应力已超过钢绞线抗拉强度标准值，桥梁存在垮塌危险。
值得注意的是，当桥上布满车辆荷载时，系杆受到的应力更大，在系杆存在损伤时更容易发生断裂事故。假设桥梁在设计荷载作用下发生单根系杆断裂，根据前述有限元模型并考虑断索冲击系数，计算得到系杆和拱肋最大应力分别为1116.5 MPa和125.2 MPa，此时桥梁结构仍处于安全状态，但应及时封闭交通，以防止结构向不利的方向发展。
4　结 论
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本文以某钢管混凝土拱桥单根系杆断裂事故为工程背景，研究了系杆断裂后的桥梁结构响应，主要结论如下：
1）单根系杆断裂后，拱脚产生向外位移，其中断索侧位移达42 mm，非断索侧位移为11 mm；拱肋线形下挠，断索侧、非断索侧拱肋高程最大下降值分别为51.5 ，12.0 mm；桥面线形同步下挠，断索侧、非断索侧桥面高程最大下降值分别为53.0 ，19.9 mm；吊杆索力无明显变化。
2）拱肋及桥面变形分布呈现非对称分布特征。断索侧靠近自由端半跨高程下挠值大于固定端半跨；非断索侧则相反，固定端半跨下挠值大于自由端半跨。
3）本文建立的有限元模型可以较好地模拟系杆断裂后桥梁结构响应。基于该模型并考虑动力系数评估了部分系杆断裂时剩余系杆及拱肋的应力状态，计算结果表明，当单侧断裂5根或双侧各断裂3根时，拱肋应力未超过极限强度，而剩余系杆应力超过极限强度，威胁结构安全。
通过监测拱脚位移、拱肋与桥面线形等参数的异常变化，可有效识别系杆的断裂病害。本文的研究可为同类桥梁的安全评估、运营监测提供参考。

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2026年第56卷第5期
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doi: 10.3724/j.gyjzG26031901
  • 接收时间：2026-03-19
  • 首发时间：2026-06-25
  • 出版时间：2026-05-20
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  • 收稿日期：2026-03-19
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    1长沙学院土木工程学院，长沙410022
    2天津市交通科学研究院，天津300074

通讯作者:

易驹，副教授，主要从事预应力混凝土结构耐久性评估方向研究，。
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