《厦门大学学报（自然科学版）》

拱梁组合体系桥梁以主梁、吊杆和拱肋构成上部结构,为分析此类桥梁各主要受力构件的冲击效应差异性,对复杂桥梁的结构设计及承载能力评估提供冲击效应分析的方法参考,依托厦门天圆大桥,建立精细三维车桥耦合振动体系的分离迭代法,开展拱梁组合体系主梁、拱肋、刚性吊杆构件的冲击效应数值计算,分析行车速度、路面不平度、不同车辆模型、车辆行驶的车道位置等因素对各主要构件冲击系数的影响,并利用结构实测应变数据计算实测冲击系数,验证数值计算结果的可靠性.研究表明,拱梁组合体系桥梁3种主要受力构件的冲击效应存在显著的差异性,且比按照规范依据桥梁基频计算的冲击系数大; 拱桥刚性吊杆尤其是短吊杆冲击效应较大,在桥梁运营及维护中应重视其动力问题引起的结构安全问题.

In this study,we aim to analyze differences of impact effects on arch-beam combinational bridges,and to provide suggestions for structure designs,bearing-capacity evaluations,and dynamic performance analyses of complex bridges.In reference to TianYuan Bridge in Xiamen,a detailed 3-D bridge model is established.A vehicle-bridge coupled vibration analysis is carried out by using the separated-iteration method to calculate impact factors of main structural members.Primary parameters including traveling speed,road roughness,different vehicle models,and vehicle passing lane are discussed in terms of impact effects of the girder,arch rib,and selected typical hangers in the arch bridge.Results show that the traveling speed and road roughness exert a greater influence to these impact factors in arch bridges than other two parameters do.In addition,significant differences exist among impact factors in the girders,arch ribs,and hanger members.For example,impact factors in hangers exceed those in girders and arch ribs.Finally,it should be emphasized that the impact effect on arch-beam combinational bridges deserves considerable research attention.

引言
1 三维车桥耦合振动体系的分离迭代求解方法
2 桥梁概况及有限元分析模型
3 冲击效应影响因素的数值分析
4 冲击效应的实测数据对比分析
5 结论

图1 分离迭代法求解车桥耦合问题流程图<br/>Fig.1 Flow of vehicle-bridge coupling analysis with separated iteration method

图1 分离迭代法求解车桥耦合问题流程图
Fig.1 Flow of vehicle-bridge coupling analysis with separated iteration method

图2 路面不平整样本<br/>Fig.2 Samples of road roughness

图2 路面不平整样本
Fig.2 Samples of road roughness

图3 1/4跨截面测点微应变时程<br/>Fig.3 Micro-strain time history curve of 1/4 cross section measurement point

图3 1/4跨截面测点微应变时程
Fig.3 Micro-strain time history curve of 1/4 cross section measurement point

图4 桥型结构及测点布置图(单位:mm)<br/>Fig.4 Layout of bridge structure(unit: mm)

图4 桥型结构及测点布置图(单位:mm)
Fig.4 Layout of bridge structure(unit: mm)

图5 天圆大桥有限元模型<br/>Fig.5 Finite element model of the Tianyuan Bridge

图5 天圆大桥有限元模型
Fig.5 Finite element model of the Tianyuan Bridge

表1 天圆大桥主要振动频率比较<br/>Tab.1 Comparison of main natural frequencies of Tianyuan Bridge

表1 天圆大桥主要振动频率比较
Tab.1 Comparison of main natural frequencies of Tianyuan Bridge

图6 P7测点典型的动力和准静态应变时程曲线<br/>Fig.6 Typical dynamic and quasi-static strain time history curves of P7 measuring point

图6 P7测点典型的动力和准静态应变时程曲线
Fig.6 Typical dynamic and quasi-static strain time history curves of P7 measuring point

图7 不同车速下拱桥各测点的冲击系数计算值<br/>Fig.7 Calculation value of impact coefficient at each measuring point of arch bridge under different vehicle speed

图7 不同车速下拱桥各测点的冲击系数计算值
Fig.7 Calculation value of impact coefficient at each measuring point of arch bridge under different vehicle speed

图8 不同路面等级下的冲击系数<br/>Fig.8 Impact factor changing with pavement condition

图8 不同路面等级下的冲击系数
Fig.8 Impact factor changing with pavement condition

图9 5axle-CHN车型作用下冲击系数随车速的变化<br/>Fig.9 Impact factor with the 5axle-CHN model at different traveling speed

图9 5axle-CHN车型作用下冲击系数随车速的变化
Fig.9 Impact factor with the 5axle-CHN model at different traveling speed

图10 车辆行驶在横桥向不同车道下的冲击系数<br/>Fig.10 Impact factor with vehicle passing in different lane

图10 车辆行驶在横桥向不同车道下的冲击系数
Fig.10 Impact factor with vehicle passing in different lane

图11 实测数据去噪去漂处理<br/>Fig.11 De-noising and de-bleaching of measured data

图11 实测数据去噪去漂处理
Fig.11 De-noising and de-bleaching of measured data

图12 单车过桥实测应变与数值计算时程对比<br/>Fig.12 Comparison between measurement strain and numerical calculation time history of single vehicle bridge

图12 单车过桥实测应变与数值计算时程对比
Fig.12 Comparison between measurement strain and numerical calculation time history of single vehicle bridge

图13 实测样本冲击系数<br/>Fig.13 Impact coefficient of measured samples

图13 实测样本冲击系数
Fig.13 Impact coefficient of measured samples

表2 冲击系数比较<br/>Tab.2 Comparison of impact factor

表2 冲击系数比较
Tab.2 Comparison of impact factor

[1] 中华人民共和国交通运输部.公路桥涵设计通用规范:JTG D60—2015[S].北京:人民交通出版社,2015.
[2] 冀伟,邓露,何维,等.波形钢腹板PC简支箱梁桥局部与整体动力冲击系数的计算分析[J].振动与冲击,2017,36(8):22-28.
[3] WU F,ZHENG W,LUO J,et al.Research on vehicle-bridge coupling vibration and impact coefficient of highway suspension bridge[C]∥20th COTA International Conference of Transportation Professionals.Xi'an:CICTP,2020:1318-1329.
[4] 朱劲松,邑强.中下承式拱桥吊杆应力冲击系数不均匀性研究[J].振动与冲击,2012,31(13):5-10.
[5] HUANG D Z.Dynamic and impact behavior of half-through arch bridges[J].Journal of Bridge Engineering,2005,10(2): 133-141.
[6] 霍学晋,蒲黔辉.蝶形拱桥的动力冲击系数研究[J].振动与冲击,2014,33(1):176-182,208.
[7] WANG W,YAN W,DENG L,et al.Dynamic analysis of a cable-stayed concrete-filled steel tube arch bridge under vehicle loading[J].Journal of Bridge Engineering,2015,20(5): 04014082.
[8] GAO Q F,MA Q,CUI K,et al.Numerical investigation of the characteristics of the dynamic load allowance in a concrete-filled steel tube arch bridge subjected to moving vehicles[J].Shock and Vibration,2020,2020:8819137.
[9] 施颖,宋一凡,孙慧,等.基于ANSYS的公路复杂桥梁车桥耦合动力分析方法[J].天津大学学报(自然科学与工程技术版),2010,43(6):537-543.
[10] 朱劲松,香超,祁海东.大跨度悬索桥冲击系数影响因素研究[J].天津大学学报(自然科学与工程技术版),2019,52(4):413-422.
[11] 邓露,段林利,何维,等.中国公路车-桥耦合振动车辆模型研究[J].中国公路学报,2018,31(7):92-100.
[12] YU Y,DENG L,WANG W,et al.Local impact analysis for deck slabs of prestressed concrete box-girder bridges subject to vehicle loading[J].Journal of Vibration and Control,2015,23(1):31-45.
[13] 邵元.考虑车桥耦合的拱桥吊杆体系安全及耐久性研究[D].大连:大连海事大学,2017.

备注

引言

1 三维车桥耦合振动体系的分离迭代求解方法

2 桥梁概况及有限元分析模型

3 冲击效应影响因素的数值分析

4 冲击效应的实测数据对比分析

5 结论

学报简介

备注