宽幅分体箱梁涡振性能及其抑振措施

马存明; 王俊鑫; 罗楠; 李泓玖; 廖海黎

doi:10.3969/j.issn.0258-2724.20161029

宽幅分体箱梁涡振性能及其抑振措施

doi: 10.3969/j.issn.0258-2724.20161029

马存明^1,2,,
王俊鑫^1,,
罗楠^1,2, ,,
李泓玖¹,
廖海黎^1,2

基金项目: 国家自然科学基金资助项目（51778545，51278435）

详细信息

作者简介:
马存明（1976—），男，副教授，博士，研究方向为桥梁风工程，E-mail：mcm@swjtu.edu.cn

通讯作者:
罗楠（1982—），男，副教授，博士，研究方向为桥梁风工程，E-mail：nanluo@swjtu.edu.cn

中图分类号: U448.25
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- 文章访问数: 545
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- 被引次数: 0
出版历程
- 收稿日期: 2016-10-29
- 修回日期: 2018-09-07
- 网络出版日期: 2018-10-15
- 刊出日期: 2019-08-01

Vortex-Induced Vibration Performance and Control Measures of Wide Twin-Box Girder

MA Cunming^{1,2
,},
WANG Junxin^1
,,
LUO Nan^{1,2
, ,},
LI Hongjiu¹,
LIAO Haili^1,2

摘要

摘要: 为研究宽幅分体箱梁桥梁涡激振动特性及其相应振动抑制方法，以某主梁总宽度为64.1 m的分体箱梁大跨悬索桥为工程背景，在均匀流场下对1∶70缩尺比节段模型进行了风洞试验. 首先研究了主梁成桥态在0°、± 3°和± 5°五种不同来流攻角下的涡激振动特性；其次，考察了单一气动措施（包括设置水平气动翼板、封闭中央开槽、隔涡网以及检修车轨道导流板），以及各种组合措施对主梁涡激振动的影响，检验了这些措施对主梁颤振性能的影响. 研究结果表明：宽幅分体式双箱梁在5个风攻角下均发生了竖向自由度涡激共振，其中最不利攻角为–3°，竖向振幅最大值为0.69 m，超过《公路桥梁抗风设计规范》限值的70%；设置隔涡网和采用组合气动措施后，较原始主梁，涡振振幅下降50.7%～98.6%；尽管抑振措施使主梁颤振临界风速降低6%～15%，但仍满足抗风设计要求.
- 气动措施 /
- 分体式双箱主梁 /
- 涡激共振 /
- 风洞试验 /
- 悬索桥
Abstract: In order to study the vortex-induced vibration (VIV) characteristics and control methods of wide twin-box girder bridges, a long-span suspension bridge with twin-box girder and a total girder width of 64.1 m was modeled in a 1∶70 scale ratio and wind tunnel tests for this model were carried out under smooth flow. Firstly, the VIV characteristics of the girder under five attack angles (0°, ± 3°and ± 5°) were studied; secondly, the effects of single aerodynamic measures, including using a horizontal aerodynamic plate, closed central gap, grids and guide plates on overhaul vehicle rail and the effects of the measure combinations were also studied. Finally, the influence of the above aerodynamic measures on the flutter performance of the main girder is examined. The results show that the vertical DOF vortex-induced resonance occurs at all five wind attack angles. The most unfavorable attack angle is –3°, and the maximum vertical vibration amplitude is 0.69 m, which exceeds the limit of the allowable value in Wind-Resistent Design Specification for Highway Bridges by 70%. The combined use of grid and other aerodynamic measures can reduce the VIV amplitude of the main girder by 50.7%–98.6%. However, these control measures reduce the critical flutter wind speed by 6%–15%, which still meets the design requirements.
- aerodynamic measures /
- twin-box girder /
- vortex-induced vibration /
- wind tunnel test /
- suspension bridge

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图 1 宽幅分体箱梁断面（单位：m）

Figure 1. Wide twin-box girder section （unit：m）

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图 2 节段模型试验示意

Figure 2. Schematic diagram of model test

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图 3 设置水平气动翼板的涡振响应

Figure 3. VIV response with the horizontal pneumatic winglet section

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图 4 设置检修车轨道导流板的涡振响应

Figure 4. VIV response with guide plate on maintenance rail

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图 5 封槽后的涡振响应

Figure 5. VIV with closed central slot

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图 6 设置隔涡网后的涡振试验

Figure 6. VIV tests with grids

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图 7 不同气动措施组合下加劲梁的竖向涡振响应

Figure 7. Vertical VIV responses with different measure combinations

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表 1 节段模型试验主要参数

Table 1. Primary parameters for section model in wind tunnel tests

振型	频率/Hz		等效质量/（kg•m^–1）		等效质量惯性矩/（kg•m）			阻尼比/%
振型	实桥	模型	实桥	模型		实桥	模型	阻尼比/%
一阶对称竖弯	0.098 9	2.25	49 073	20.981				0.30～0.40
一阶对称扭转	0.218 2	4.73				29 298 100	2.556	0.36～0.42

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表 2 原始断面各风攻角下涡振响应

Table 2. VIV response of original section at different wind attack angles

风攻角/(°)	最大振幅/m	锁定风速/(m•s^–1)	斯托洛哈数
+5	0.32/0.59	4.16/5.81	0.106 9
+3	0.30	4.16	0.106 9
0	0.28/0.57	4.16/5.94	0.106 9
–3	0.33/0.69	4.26/5.94	0.104 5
–5	0.33/0.64	4.36/6.16	0.102 1

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表 3 气动措施汇总表

Table 3. Aerodynamic measures

方案名称	气动措施	断面示意
FA1	设置水平气动翼板
FA2	检修车轨道内侧设置导流板
FA3	检修车轨道双侧设置导流板
FA4	封闭中央开槽（上表面）
FA5	封闭中央开槽（下表面）
FA6	封闭中央开槽（上、下表面）
FA7～AF10	设置隔涡网（透风系数分别为 0.25、0.5、0.75、0.83）

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表 4 气动措施组合

Table 4. Aerodynamic measure combinations

名称	气动措施组合
ZH1	水平气动翼板+中央开槽上表面封闭（FA1+FA4）
ZH2	内侧导流板+中央开槽上表面封闭（FA2+FA4）
ZH3	双侧导流板+中央开槽上表面封闭（FA2+FA4）
ZH4	水平气动翼板+内侧导流板+中央开槽上表面封闭（FA1+FA2+FA4）
ZH5	水平气动翼板+双侧导流板+中央开槽上表面封闭（FA1+FA3+FA4）

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表 5 涡振和颤振试验结果

Table 5. Test results of VIV and flutter

工况	涡振振幅/m	改变幅度/%	是否符合《英规》	是否符合《公规》	颤振临界风速/（m•s^–1）
M0	0.69		N	N	99.0
FA1	0.66	–4.3	N	N	97.3
FA2	0.71	+2.9	N	N	99.5
FA3	0.70	+1.4	N	N	99.5
FA4	0.46	–33.3	Y	N	83.4
FA5	0.55	–20.3	N	N	86.7
FA6	0.58	–15.9	N	N	76.5
FA7	0.27	–60.9	Y	Y	93.0
FA8	0.01	–98.6	Y	Y	90.2
FA9	0.23	–66.7	Y	Y	86.3
FA10	0.34	–50.7	Y	Y	84.2
ZH1	0.07	–89.6	Y	Y	86.4
ZH2	0.17	–75.4	Y	Y	85.7
ZH3	0.20	–71.1	Y	Y	85.6
ZH4	0.01	–98.6	Y	Y	86.6
ZH5	0.01	–98.6	Y	Y	87.0
注：表中给出的颤振临界风速均为最不利攻角下主梁断面的颤振临界风速.

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