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Article(id=1241784307904222032, tenantId=1146029695717560320, journalId=1241715181215068175, issueId=1241784304989175988, articleNumber=null, orderNo=null, doi=10.6052/1672-6553-2025-074, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1752768000000, receivedDateStr=2025-07-18, revisedDate=1754668800000, revisedDateStr=2025-08-09, acceptedDate=null, acceptedDateStr=null, onlineDate=1773994050241, onlineDateStr=2026-03-20, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773994050241, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773994050241, creator=13701087609, updateTime=1773994050241, updator=13701087609, issue=Issue{id=1241784304989175988, tenantId=1146029695717560320, journalId=1241715181215068175, year='2025', volume='23', issue='10', pageStart='1', pageEnd='96', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773994049546, creator=13701087609, updateTime=1773994239413, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241785101412012589, tenantId=1146029695717560320, journalId=1241715181215068175, issueId=1241784304989175988, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241785101412012590, tenantId=1146029695717560320, journalId=1241715181215068175, issueId=1241784304989175988, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=68, endPage=76, ext={EN=ArticleExt(id=1241784308587893589, articleId=1241784307904222032, tenantId=1146029695717560320, journalId=1241715181215068175, language=EN, title=Experimental Study on Wind-induced Vibrations and Control of a Steel Nose of a Steel-concrete Composite Girder with High Piers during Incremental Launching, columnId=1241784307421872311, journalTitle=Journal of Dynamics and Control, columnName=Research Articles, runingTitle=null, highlight=null, articleAbstract=

Based on the Shanxi Linyi Yellow River Bridge, an experimental study was conducted on the wind-induced vibrations and control of an ultra-long steel launching nose during the incremental launching construction of a steel-concrete composite girder bridge. First, the dynamic characteristics of the bridge structure were analyzed using the finite element method. Then, aeroelastic models of the bridge with the launching nose were designed and fabricated. Wind tunnel tests under turbulent flow conditions were carried out to examine the buffeting responses of the launching nose under different yaw angles. Finally, considering the actual characteristics of the bridge, an inclined stay cable system anchored at the center of the pier was proposed to suppress the wind-induced vibrations of the launching nose. The results show that under the design reference wind speed, the standard deviations of vertical and lateral displacements at the cantilever tip of the launching nose are 0.10 m and 0.04 m, respectively. Within a yaw angle of 30°, the vibration responses remain relatively constant, while a significant reduction is observed when the yaw angle exceeds 30°. The proposed inclined wind-resistance cables can reduce the vertical vibration magnitude at the cantilever tip by approximately 50%.

, correspAuthors=Zhiwen Liu, 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, authorCompany=null, fund=null, authors=null, authorsList=Weiqi Guo, Suo Zhang, Ruilin Zhang, Yuejian Song, Xiaoyan Li, Zhiwen Liu), CN=ArticleExt(id=1241784313893688233, articleId=1241784307904222032, tenantId=1146029695717560320, journalId=1241715181215068175, language=CN, title=高墩钢-混组合梁顶推施工期钢导梁风致振动与控制试验研究, columnId=1241784307690307771, journalTitle=动力学与控制学报, columnName=研究论文, runingTitle=null, highlight=null, articleAbstract=

依托于山西临猗黄河大桥工程，针对钢-混组合梁顶推施工期超长钢导梁风致振动与控制问题开展了试验研究.首先，采用有限元方法进行了主桥结构动力特性分析；然后，设计制作了主桥与钢导梁气弹模型，并在紊流场条件下进行了风洞试验测试，探究了不同风偏角下钢导梁抖振响应特性；最后，结合大桥实际情况，提出了采用固定于桥墩中央处的倾斜抗风索措施以抑制钢导梁风致振动.结果表明：在设计基准风速下，顶推钢导梁悬臂端竖向、侧向位移均方差分别为0.10 m和0.04 m；在30°风偏角范围内，钢导梁振动响应基本相当，当风偏角大于30°时，钢导梁振动响应则明显减小；倾斜抗风索可使钢导梁悬臂端竖向振动幅度减小50%.

, correspAuthors=刘志文, authorNote=null, correspAuthorsNote=
† E-mail:
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The Fourth Engineering Co., Ltd. of China Railway Major Bridge Engineering Group, Harbin　150000, China), AuthorCompanyExt(id=1241784315672073151, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, companyId=1241784315655295933, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2.中铁建大桥工程局集团第四工程有限公司，哈尔滨　150000)])]), Author(id=1241784317047804923, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, orderNo=2, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=null, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1241784317131691009, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, authorId=1241784317047804923, language=EN, stringName=Ruilin Zhang, firstName=Ruilin, middleName=null, lastName=Zhang, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=3, address=3. Hunan Provincial Key Laboratory of Wind and Bridge Engineering, Hunan University, Changsha　410082, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1241784317270102019, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, authorId=1241784317047804923, language=CN, stringName=张瑞林, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=3, address=3.湖南大学　风工程与桥梁工程湖南省重点实验室，长沙　410082, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null)}, companyList=[AuthorCompany(id=1241784315785319364, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, xref=3., ext=[AuthorCompanyExt(id=1241784315789513669, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, companyId=1241784315785319364, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3. 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ArticleFig(id=1241784326057169097, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, language=EN, label=Fig.13, caption=Vibration displacements of the launching nose tip with or without the inclined wind-resistance cables, figureFileSmall=KdO2uPqEMz5AIr06iUHSXQ==, figureFileBig=bO1lnOnZr4+nqngWqCbfGQ==, tableContent=null), ArticleFig(id=1241784326417879247, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, language=CN, label=图13, caption=有无倾斜抗风索的钢导梁悬臂端振动位移随风速变化, figureFileSmall=KdO2uPqEMz5AIr06iUHSXQ==, figureFileBig=bO1lnOnZr4+nqngWqCbfGQ==, tableContent=null), ArticleFig(id=1241784326531125461, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, language=EN, label=Table 1, caption=

Modal parameters of the aeroelastic model

, figureFileSmall=null, figureFileBig=null, tableContent=
模态振型频率/Hz阻尼比（%）
设计值测试值
钢导梁一阶竖弯4.507 4.322 0.457
钢导梁一阶侧弯5.3444.8690.663
), ArticleFig(id=1241784326635983066, tenantId=1146029695717560320, journalId=1241715181215068175, articleId=1241784307904222032, language=CN, label=表1, caption=

气弹模型动力特性参数测试结果

, figureFileSmall=null, figureFileBig=null, tableContent=
模态振型频率/Hz阻尼比（%）
设计值测试值
钢导梁一阶竖弯4.507 4.322 0.457
钢导梁一阶侧弯5.3444.8690.663
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高墩钢-混组合梁顶推施工期钢导梁风致振动与控制试验研究
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郭卫琦 1 , 张锁 2 , 张瑞林 3 , 宋曰建 4 , 李晓燕 5 , 刘志文 3, †
动力学与控制学报 | 研究论文 2025,23(10): 68-76
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动力学与控制学报 | 研究论文 2025, 23(10): 68-76
高墩钢-混组合梁顶推施工期钢导梁风致振动与控制试验研究
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郭卫琦1, 张锁2, 张瑞林3, 宋曰建4, 李晓燕5, 刘志文3, †
作者信息
  • 1.山西省高速公路综合行政执法总队，太原　030012
  • 2.中铁建大桥工程局集团第四工程有限公司，哈尔滨　150000
  • 3.湖南大学　风工程与桥梁工程湖南省重点实验室，长沙　410082
  • 4.中国铁建投资集团有限公司，珠海　519000
  • 5.中铁建投山西高速公路有限公司，运城　044000

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Experimental Study on Wind-induced Vibrations and Control of a Steel Nose of a Steel-concrete Composite Girder with High Piers during Incremental Launching
Weiqi Guo1, Suo Zhang2, Ruilin Zhang3, Yuejian Song4, Xiaoyan Li5, Zhiwen Liu3, †
Affiliations
  • 1. Shanxi Expressway Comprehensive Administrative Law Enforcement Corps, Taiyuan　030012, China
  • 2. The Fourth Engineering Co., Ltd. of China Railway Major Bridge Engineering Group, Harbin　150000, China
  • 3. Hunan Provincial Key Laboratory of Wind and Bridge Engineering, Hunan University, Changsha　410082, China
  • 4. China Railway Construction Investment Group Co., Ltd., Zhuhai　519000, China
  • 5. China Railway Construction Investment Shanxi Expressway Co., Ltd., Yuncheng　044000, China
doi: 10.6052/1672-6553-2025-074
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摘要
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依托于山西临猗黄河大桥工程，针对钢-混组合梁顶推施工期超长钢导梁风致振动与控制问题开展了试验研究.首先，采用有限元方法进行了主桥结构动力特性分析；然后，设计制作了主桥与钢导梁气弹模型，并在紊流场条件下进行了风洞试验测试，探究了不同风偏角下钢导梁抖振响应特性；最后，结合大桥实际情况，提出了采用固定于桥墩中央处的倾斜抗风索措施以抑制钢导梁风致振动.结果表明：在设计基准风速下，顶推钢导梁悬臂端竖向、侧向位移均方差分别为0.10 m和0.04 m；在30°风偏角范围内，钢导梁振动响应基本相当，当风偏角大于30°时，钢导梁振动响应则明显减小；倾斜抗风索可使钢导梁悬臂端竖向振动幅度减小50%.

高墩钢-混组合梁桥  /  顶推施工  /  钢导梁  /  抖振  /  风洞试验  /  振动控制

Based on the Shanxi Linyi Yellow River Bridge, an experimental study was conducted on the wind-induced vibrations and control of an ultra-long steel launching nose during the incremental launching construction of a steel-concrete composite girder bridge. First, the dynamic characteristics of the bridge structure were analyzed using the finite element method. Then, aeroelastic models of the bridge with the launching nose were designed and fabricated. Wind tunnel tests under turbulent flow conditions were carried out to examine the buffeting responses of the launching nose under different yaw angles. Finally, considering the actual characteristics of the bridge, an inclined stay cable system anchored at the center of the pier was proposed to suppress the wind-induced vibrations of the launching nose. The results show that under the design reference wind speed, the standard deviations of vertical and lateral displacements at the cantilever tip of the launching nose are 0.10 m and 0.04 m, respectively. Within a yaw angle of 30°, the vibration responses remain relatively constant, while a significant reduction is observed when the yaw angle exceeds 30°. The proposed inclined wind-resistance cables can reduce the vertical vibration magnitude at the cantilever tip by approximately 50%.

high-pier steel-concrete composite bridge  /  incremental launching construction  /  steel launching nose  /  buffeting  /  wind tunnel test  /  vibration control
郭卫琦, 张锁, 张瑞林, 宋曰建, 李晓燕, 刘志文. 高墩钢-混组合梁顶推施工期钢导梁风致振动与控制试验研究. 动力学与控制学报, 2025 , 23 (10) : 68 -76 . DOI: 10.6052/1672-6553-2025-074
Weiqi Guo, Suo Zhang, Ruilin Zhang, Yuejian Song, Xiaoyan Li, Zhiwen Liu. Experimental Study on Wind-induced Vibrations and Control of a Steel Nose of a Steel-concrete Composite Girder with High Piers during Incremental Launching[J]. Journal of Dynamics and Control, 2025 , 23 (10) : 68 -76 . DOI: 10.6052/1672-6553-2025-074
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引言
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大跨桥梁顶推施工法是由德国学者莱昂哈特等人于20世纪60年代发明，具有施工周期短、经济性好、不影响桥下净空等诸多优点，已广泛应用于拱桥、斜拉桥、预应力混凝土连续梁等桥型施工中[1].例如，主跨342 m的法国米约大桥采用顶推施工方法与临时墩相结合的方法进行建设，最大顶推长度171 m.当桥梁跨径较大、顶推长度较长时，需要重点关注顶推施工期主梁与导梁的风致振动与控制等问题.在各类风致振动现象中[2-8]，抖振是一种由紊流引起的风致随机振动，过大的抖振响应会影响桥梁施工安全.此外，近年来极端强风天气频现，极大地增大了桥梁在施工期的抖振风险[9,10].因此，开展大跨度桥梁施工期抖振和控制研究具有重要的工程实践意义.
大跨度桥梁抖振研究可通过现场实测[11]、理论计算[12,13]和风洞试验[14,15]等手段开展.朱乐东等[16]对斜风作用下斜拉桥施工阶段最大双悬臂状态的抖振性能进行了风洞试验研究，总结了不同风偏角下抖振响应随风速的变化规律.刘志文等[17]开展了山区斜拉桥双悬臂施工期风振响应现场实测研究，指出桥梁主梁主要表现为“整体侧弯”以及“整体竖摆”振动.周亚栋等[18]开展了斜拉桥桥塔自立状态抖振响应风洞试验研究，揭示了桥塔顺桥向抖振位移远大于横桥向抖振位移.马如进等[19]通过气弹风洞试验研究了自立状态钢桥塔与塔吊组成的联合体系的抖振响应，强调了塔吊和桥塔的耦合振动效应.刘瑞等[20]以某沿海连续梁顶推施工中导梁最大悬臂状态为研究对象，采用有限元方法和计算流体力学（computational fluid dynamics，CFD）模拟分析了龙卷风作用下钢导梁的风致振动响应特征.
桥梁施工期抖振控制是抗风设计的重点.一种策略是增设结构措施提高整体刚度，进而减小桥梁抖振响应.Kim等[21]通过数值模拟和风洞试验比较了有无初张力的下拉索对斜拉桥施工期抖振控制效果.胡旭辉等[22]提出采用柔性拉索连接两悬臂端的“软连接”措施对斜拉桥主梁最大单悬臂阶段进行抖振抑制，并论证了该措施能够有效降低悬臂端竖向和横向抖振响应.另一种措施是通过阻尼措施实现对抖振的抑制.文永奎和孙利民[23]采用分布式调谐质量阻尼器（tuned mass damper，TMD）和主动TMD对斜拉桥施工期竖向抖振响应进行减振设计.宫成等[24]提出了“下拉索+TMD”措施进行赤石大桥悬臂施工期抖振控制，并验证了该措施可有效降低桥梁结构风振响应.
上述研究更多地关注斜拉桥悬臂状态以及桥塔自立状态的抖振性能，然而大跨度桥梁顶推状态抖振研究较少，且顶推钢导梁结构具有刚度小、阻尼低等特点，对强风作用十分敏感.此外，既有研究中抖振控制措施多是通过数值方法进行验证，而基于全桥气弹模型试验的抖振控制研究较少.
依托临猗黄河大桥工程，开展了大跨钢-混组合梁桥主梁顶推施工期超长钢导梁抖振和控制试验研究，着重研究了不同风偏角下超长钢导梁抖振响应特征，并提出了倾斜抗风索的控制措施.
1　工程概况
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临猗黄河大桥位于山西省西南部，为菏泽-宝鸡高速公路上一座重要桥梁工程[25].其主桥结构为两联-多跨连续梁桥，跨径布置为（112.0+14×128.0）+（14×128.0+120.0）=3816.0 m，最大单跨跨径为128.0 m.该桥主梁采用带外斜撑的等高度钢箱-混凝土桥面板组合梁，宽为26.0 m，高为6.0 m.桥梁采用步履顶推施工方法进行建设，如图1所示.该施工状态下5个桥墩高度分别为94.0、96.0、97.0、99.0和67.0 m.施工期主梁未铺设上部混凝土桥面板，并在主梁前端设置钢导梁.钢导梁为两片工字型钢结构，长度为81.6 m，中心间距为11.0 m，如图2所示.
根据《公路桥梁抗风设计规范》[26]，结合桥址处地貌特征，确定该桥位为B类地表，桥位基本风速为V10=29.6 m/s，施工期主梁设计基准风速为Vsd=39.4 m/s.
2　风洞试验
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考虑风洞试验室空间条件等因素，选取顶推至第一联第六跨的最大悬臂状态为研究对象.
2.1　结构动力特性
首先采用有限元软件ANSYS对主桥结构顶推施工期最大悬臂状态进行模态动力特性分析.主梁钢箱梁由梁单元BEAM4模拟，钢导梁及桥墩由梁单元BEAM188模拟，横隔板通过质量单元MASS21施加于主梁上.桥台处为固定支座，其余各墩顶部均为单向活动支座，约束横向位移，图3为顶推施工期主桥有限元模型.
在模态分析时，采用Block Lanczos法进行特征方程求解[27]，得到模态振型和频率.模态分析结果表明，前两阶模态分别为钢导梁一阶竖弯和钢导梁一阶侧弯，频率分别为0.4507 Hz和0.5344 Hz，之后的模态为桥墩顺桥向弯曲、主梁侧摆等，第二十二阶模态为钢导梁一阶扭转，频率为2.4389 Hz.图4为顶推施工期主桥结构第一阶和第二阶以及第二十二阶模态振型.
2.2　气弹模型设计、制作与调试
在模态特性分析的基础上，进行施工期主桥结构气弹模型的设计，以气动外形相似和动力特性相似为设计准则，确定几何缩尺比为1/100.采用“芯梁+外衣+配重”方法进行试验模型的设计，由ABS板制作主梁和桥墩外衣，A3钢材制作桥墩、钢箱梁和钢导梁的芯梁，并作相应配重，以准确模拟桥梁结构的刚度、质量和外形，顶推施工期主桥气弹模型如图5所示.
在风洞试验过程中，对钢导梁悬臂端进行竖向、侧向和扭转振动位移测试；对钢箱梁第一、二跨（邻近钢导梁）跨中进行竖向和侧向振动位移测试；对钢箱梁第三、四、五跨跨中仅作竖向振动加速度测试.
通过自由衰减法进行主桥结构气弹模型频率和阻尼比参数测试，结果如表1所示.钢导梁一阶竖弯和一阶侧弯模态频率测试值与设计值的误差分别为-4.1%和-8.9%，对应的模态阻尼比分别为0.457%和0.663%，满足设计要求.
风洞试验在湖南大学边界层风洞实验室HD-2低速试验段中进行，该试验段尺寸为宽8.5 m、高2.0 m、长15.0 m，风速范围为0~14.0 m/s，且连续可调.采用“尖劈+粗糙元”方法来模拟B类地表紊流场，通过合理布置尖劈和粗糙元，可以获得目标风速和湍流度剖面.图6所示为气弹模型试验模型位置处（空风洞）风速和紊流度随高度分布.所模拟的风剖面、紊流场风剖面均与规范推荐值吻合较好，表明本试验所模拟的紊流风场可以较好地模拟桥位处大气边界风场特性.
3　试验结果与分析
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3.1　零偏角下风振响应
本试验模型为带有悬臂钢导梁的多跨连续梁结构，为明确桥梁抖振的不利位置，以风速V=40.5 m/s为例，给出了桥轴向不同测点的振动位移响应，如图7所示.可以看出，钢导梁悬臂端竖向和侧向振动响应均远大于主桥连续跨跨中处振动响应.具体而言，钢导梁悬臂端竖向振动位移均方差分别是第五跨和第四跨跨中的11.0倍和7.0倍，侧向振动位移均方差分别是第五跨和第四跨跨中的6.0倍和7.0倍.此外，根据振型函数结果，一阶和二阶模态的振动主要发生在悬臂钢导梁区域，而连续体系的钢箱梁振动非常微弱.上述分析表明悬臂的钢导梁是本桥施工期抖振分析和控制的关键，因此后续分析重点考察钢导梁的抖振特性.
为详细说明钢导梁抖振响应特性，仍以风速V=40.5 m/s为例，给出该风速下的振动位移时程和频谱，其中频谱结果由快速傅里叶变换获得，如图8所示.可以看出，钢导梁竖向和侧向位移响应表现为一定的随机特征，这是由于脉动风具有一定的不稳定性.此外，钢导梁竖向振动位移波动较大，但平均值较小，而侧向振动的波动相对较小，但偏离中心点，这是由于平均风荷载和抖振风荷载在两个方向上存在显著差异，即竖向风荷载的平均值较小，但其脉动成分较大，侧向风荷载反之.更重要的是，钢导梁竖向和侧向振动由单频带主导，其卓越频率分别为4.27 Hz和4.75 Hz，对应于一阶竖弯模态和一阶侧弯模态，表明钢导梁抖振主要由基础模态参与.值得注意的是，该竖向和侧向振动卓越频率略低于无风作用下的气弹模型结构固有频率（分别为4.32 Hz和4.87 Hz）.出现该现象的主要原因是静风荷载引起了结构变形，进而导致振动频率的变化.同时动力荷载的气动刚度效应可能也会对该频率改变有微小的贡献.
钢导梁悬臂端振动位移平均值和均方差随来流风速的变化如图9所示，可以看出，钢导梁振动竖向位移平均值相对较小，而侧向位移平均值随风速增加而显著增大.例如在设计基准风速Vsd=39.4 m/s下，钢导梁端部竖向和侧向位移平均值分别为0.01 m和0.20 m.此外，钢导梁悬臂端竖向位移均方差随风速增加而增大，但存在一定波动，且竖向位移均方差明显大于侧向位移均方差.在设计基准风速Vsd=39.4 m/s下，钢导梁悬臂端竖向和侧向位移均方差分别为0.10 m和0.04 m.
图9也给出了均匀流下钢导梁振动响应特性.均匀流和紊流风下的钢导梁悬臂端振动位移平均值基本一致，而均匀流作用下的均方差则明显减小.说明特征紊流引起的抖振响应十分微弱，抖振响应更多地由来流紊流引起.同时，在测试风速范围内，钢导梁未出现驰振、颤振等发散性振动现象.
3.2　风偏角效应
本节对钢导梁抖振的来流风偏角效应进行分析，试验考虑了0°~90°风偏角范围，间隔为15°.定义0°风偏角为来流垂直于桥轴线，90°风偏角为来流平行于桥轴线，且钢导梁悬臂端处于迎风位置.由于考虑到钢导梁处于迎风位置往往最为不利，因此本次试验未考虑钢导梁处于背风的偏角姿态.图10所示为不同风偏角下的钢导梁悬臂端振动位移响应.可以看出，风偏角显著影响钢导梁位移随风速增长的幅度.具体而言，随着风偏角的增大，钢导梁竖向振动位移均方差有所减小，但其平均值有所增大；钢导梁侧向振动位移均方差略有减小，但其平均值显著减小.
为进一步明确风偏角效应，在设计基准风速下测量了钢导梁悬臂端位移响应随风偏角的变化，结果如图11所示.可以看出，在0°~30°风偏角范围，钢导梁振动响应虽有些许波动，但没有显著性差异；当风偏角增大到30°以上时，竖向位移的均方差、侧向位移的均方差和平均值均显著减小，但竖向位移平均值有一定增大.总体而言，来流风向垂直或接近于桥轴线垂直时更为不利，在30°风偏角范围内的振动响应基本相当，0°风偏角能够基本表征不利风向.
4　风振控制
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4.1　控制措施
考虑到主桥顶推施工期较长，且桥位处存在瞬时大风，为确保桥梁施工期抗风安全，提出在桥墩与钢导梁之间增设倾斜抗风索的临时措施，对应的拉索型号为15.7-12，平行布置两根倾斜下拉索，单根拉索参数实桥值如下：直径为125.0 mm，面积为18.0 cm2，单位长度质量为14.2 kg/m，初张力为100.0 kN.并给出了两种布置方案，对应的拉索倾斜角分别为28.8°（方案I）和19.4°（方案II），如图12所示.
在风洞试验中，采用“钢丝+弹簧”方法对倾斜下拉索进行模拟，并满足轴向刚度和索力相似.对布置下拉索后的气弹性模型模态频率进行测试.结果表明，增设倾斜下拉索后，钢导梁一阶竖弯频率由4.322 Hz分别提升至5.900 Hz（方案I）和5.030 Hz（方案II），而侧弯频率几乎不变，表明倾斜下拉索能够显著提高桥梁结构的整体竖向弯曲刚度，而对钢导梁侧弯刚度贡献较小.
4.2　振动控制效果分析
图13给出了增设倾斜抗风索后钢导梁悬臂端振动响应及其与无控制措施的振动对比.可以看出，增设两类倾斜抗风索措施均可使钢导梁竖向位移均方差均明显减小，且两种措施的效果基本相同.具体而言，在设计基准风速Vsd=39.4 m/s下，钢导梁悬臂端竖向位移均方差由0.10 m降低至0.05 m，振动抑制率为50%.
此外，该措施对侧向振动控制的效果非常有限，原因为该抗风索在竖直平面布置，不能有效地提高钢导梁侧向弯曲刚度.但是，钢导梁的竖向振动响应更为显著，因此，提出的倾斜抗风索措施能够有效地提高施工期钢导梁的安全度.
需要指出的是，该抗风索措施可能引起墩顶处主梁负弯矩的增大.因此，后续研究可以通过有限元软件开展抖振分析，定量评估主梁内力[28]，为工程设计提供更为详细的参考.
5　结论
收起
依托于临猗黄河大桥工程，采用气弹性风洞试验方法，对大跨钢-混组合梁桥钢箱梁顶推施工期钢导梁抖振特性开展了系统研究，并提出了倾斜抗风索的抖振抑制措施，得到如下主要研究结论：
（1）在钢箱梁顶推施工期钢导梁存在明显的竖向和侧向抖振响应，振动以竖弯和侧弯基础模态参与为主.在设计基准风速下钢导梁悬臂端竖向和侧向位移均方差分别为0.10 m和0.04 m，平均值分别为0.01 m和0.20 m.
（2）在0°~30°风偏角范围内，钢导梁振动响应基本相当，当风偏角增大到30°以上时，关键振动响应显著减小.
（3）增设倾斜抗风索能有效地提高钢导梁的整体竖弯刚度，进而抑制了钢导梁的竖向振动，在设计基准风速下，其悬臂端竖向位移均方差由0.10 m降低至0.05 m，即减小50%.
基金
收起
  • 国家自然科学基金资助项目(52178475)
文献
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2025年第23卷第10期
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doi: 10.6052/1672-6553-2025-074
  • 接收时间：2025-07-18
  • 首发时间：2026-03-20
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  • 收稿日期：2025-07-18
  • 修回日期：2025-08-09
基金
National Natural Science Foundation of China(52178475)
国家自然科学基金资助项目(52178475)
作者信息
    1.山西省高速公路综合行政执法总队，太原　030012
    2.中铁建大桥工程局集团第四工程有限公司，哈尔滨　150000
    3.湖南大学　风工程与桥梁工程湖南省重点实验室，长沙　410082
    4.中国铁建投资集团有限公司，珠海　519000
    5.中铁建投山西高速公路有限公司，运城　044000

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2种不同金属材料的力学参数
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species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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