西安建筑科技大学学报(自然科学版)

针对湖州地区在役钢筋混凝土系杆拱桥,在长期荷载作用下产生的病害特点,采用吊拉协同主动加固方法以恢复原结构承载能力.利用Midas Civil软件进行有限元仿真分析,对结构加固前、后各主要构件的内力及位移状态进行了理论对比分析,并对加固后结构主要构件的应力及位移状态进行了实桥监测,通过理论分析与实测数据验证了钢筋混凝土系杆拱吊拉协同补强主动加固方法在工程应用中的实际效果.理论分析与实测数据表明:采用吊拉协同主动加固方法,使新吊杆发挥了良好的协同补强作用,使原混凝土刚性吊杆处于全截面受压状态,抑制了已有裂缝的开展,改善了原结构拱肋及系杆的受力分布状态,保证了结构的正常使用,提高了结构的安全性和耐久性,达到了预期加固效果,为日后同类型结构的加固方法提供了理论依据及实桥参考.

In view of the disease characteristics of an existing reinforced concrete tied arch bridge in Huzhou, under the long-term load, the active reinforcement method is adopted to restore the bearing capacity of the original structure. In the paper, the finite element simulation analysis using Midas Civil software, the structure before and after strengthening the internal force and displacement state of main components were compared, and the main components of the structure after reinforcement stress and displacement state for bridge monitoring data were put to practical examination, through theoretical analysis and the real test of reinforced concrete tied arch cable-stayed suspension, the cooperative effect active reinforcement method in engineering application of reinforcement was also verified. Theoretical analysis and experimental data show that: as the new boom played a synergistic reinforcement effect, the original concrete rigid suspender in section compression state, has inhibited the development of crack, and the stress distribution state improves the structure of arch rib and tied. In ensuring the normal use of the structure, improving the safety and durability the structure and achieving the desired effect of reinforcement. This method may provide a theoretical basis for reference and bridge reinforcement method of the same type of structure after day.

引言
1 理论方法
2 依托工程
3 结构性能分析
4 依托工程加固效果
5 结论

图1 新增吊杆立面布置图/cm<br/>Fig.1 Newly added hanger facade layout /cm

图1 新增吊杆立面布置图/cm
Fig.1 Newly added hanger facade layout /cm

表1 新增吊杆编号及张拉力<br/>Tab.1 Number and tension of new hanger

表1 新增吊杆编号及张拉力
Tab.1 Number and tension of new hanger

图2 加固前空间有限元模型<br/>Fig.2 Finite element model of pre reinforcement

图2 加固前空间有限元模型
Fig.2 Finite element model of pre reinforcement

图3 加固后空间有限元模型<br/>Fig.3 Finite element model after reinforcement

图3 加固后空间有限元模型
Fig.3 Finite element model after reinforcement

图4 各截面位移状态<br/>Fig.4 Displacement state of each section

图4 各截面位移状态
Fig.4 Displacement state of each section

图5 结构一阶自振频率<br/>Fig.5 First vibration frequency

图5 结构一阶自振频率
Fig.5 First vibration frequency

图6 原吊杆应力对比<br/>Fig.6 Stress comparison of the original hanger

图6 原吊杆应力对比
Fig.6 Stress comparison of the original hanger

图7 系梁弯矩对比<br/>Fig.7 Comparison of bending moment of tie beam

图7 系梁弯矩对比
Fig.7 Comparison of bending moment of tie beam

图8 拱肋弯矩对比<br/>Fig.8 Bending moment comparison of arch rids

图8 拱肋弯矩对比
Fig.8 Bending moment comparison of arch rids

图9 拱肋轴力对比<br/>Fig.9 Axial force comparison of arch rids

图9 拱肋轴力对比
Fig.9 Axial force comparison of arch rids

图10 拱肋应力对比<br/>Fig.10 Stress comparison of arch rids

图10 拱肋应力对比
Fig.10 Stress comparison of arch rids

图11 系梁应力对比<br/>Fig.11 Stress comparison of tie beam

图11 系梁应力对比
Fig.11 Stress comparison of tie beam

图12 原吊杆应力对比<br/>Fig.12 Stress comparison of the original hanger

图12 原吊杆应力对比
Fig.12 Stress comparison of the original hanger

图13 桥面位移对比<br/>Fig.13 Bridge deck displacement contrast

图13 桥面位移对比
Fig.13 Bridge deck displacement contrast

图14 自振频率对比<br/>Fig.14 Self vibration frequency contrast

图14 自振频率对比
Fig.14 Self vibration frequency contrast

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备注

引言

1 理论方法

2 依托工程

3 结构性能分析

4 依托工程加固效果

5 结论

期刊信息