西安建筑科技大学学报(自然科学版)

为研究服役期内产生材料性能劣化的连续刚构桥地震响应,以某在役高墩三跨连续刚构桥为对象,考虑氯离子侵蚀作用下材料性能劣化,基于相似原理构建实体模型进行振动台试验,得出模型桥梁在三向地震激励作用下结构的地震响应规律.三向地震波激励下跨中挠度受地震波影响程度较大,随着地震强度的增加,桥墩在横桥向更易受损.在实际工程中,应着重考虑对桥墩处进行加固处理.

To study the seismic response of a continuous rigid frame bridge that produces material degradation during service,Taking a high-rise three-span continuous rigid frame bridge in service, considering the deterioration of material properties under the action of chloride ion erosion, a solid model is built based on the similar principle for the shaking table test. The seismic response law of the model bridge under the excitation of three-way earthquake is obtained.The mid-span deflection under the excitation of the three-way seismic wave is greatly affected by the seismic wave. As the seismic intensity increases, the pier is more vulnerable to damage in the transverse bridge.In actual engineering, the reinforcement of the pier should be considered.

引言
1 桥梁原型工程概况
2 试件模型设计及试验方案
3 试验结果及分析
4 结论

图1 模型桥结构示意图<br/>Fig.1 Schematic diagram of the model bridge structure

图1 模型桥结构示意图
Fig.1 Schematic diagram of the model bridge structure

图2 模型桥梁主梁截面图(单位:mm)<br/>Fig.2 Sectional view of the main beam of the model bridge(unit: mm)

图2 模型桥梁主梁截面图(单位:mm)
Fig.2 Sectional view of the main beam of the model bridge(unit: mm)

图3 模型桥墩截面图(单位:mm)<br/>Fig.3 Sectional view of the model pier(unit: mm)

图3 模型桥墩截面图(单位:mm)
Fig.3 Sectional view of the model pier(unit: mm)

表1 模型相似比关系<br/>Tab.1 Model similarity relationship

表1 模型相似比关系
Tab.1 Model similarity relationship

图4 模型桥照片
Fig.4 Model bridge photo

表2 试验加载工况<br/>Tab.2 Test loading condition

表2 试验加载工况
Tab.2 Test loading condition

表3 三向地震波输入时桥墩加速度峰值<br/>Tab.3 Peak acceleration of bridge pier when inputting three-way seismic wave

表3 三向地震波输入时桥墩加速度峰值
Tab.3 Peak acceleration of bridge pier when inputting three-way seismic wave

图5 三向激励墩顶加速度峰值对比<br/>Fig.5 Three-way excitation peak acceleration peak comparison

图5 三向激励墩顶加速度峰值对比
Fig.5 Three-way excitation peak acceleration peak comparison

表4 三向地震波输入时墩顶位移峰值<br/>Tab.4 Peak displacement of the pier top with three-way seismic waves put in

表4 三向地震波输入时墩顶位移峰值
Tab.4 Peak displacement of the pier top with three-way seismic waves put in

图6 三向激励墩顶X、Y向位移峰值对比<br/>Fig.6 Comparison of X- and Y-direction displacement peaks of three-way excitation piers

图6 三向激励墩顶X、Y向位移峰值对比
Fig.6 Comparison of X- and Y-direction displacement peaks of three-way excitation piers

表5 三向地震波输入时墩底钢筋应变峰值<br/>Tab.5 Strain peak value of pier bottom reinforcement with three-way seismic wave put in

表5 三向地震波输入时墩底钢筋应变峰值
Tab.5 Strain peak value of pier bottom reinforcement with three-way seismic wave put in

图7 三向激励墩底钢筋应变对比<br/>Fig.7 Three-way excitation strut steel bar strain comparison

图7 三向激励墩底钢筋应变对比
Fig.7 Three-way excitation strut steel bar strain comparison

表6 三向地震波输入时墩底混凝土应变峰值<br/>Tab.6 Peak strain of concrete at the bottom of the pier with three-way seismic waves put in

表6 三向地震波输入时墩底混凝土应变峰值
Tab.6 Peak strain of concrete at the bottom of the pier with three-way seismic waves put in

图8 三向激励墩底混凝土应变峰值对比<br/>Fig.8 Comparison of strain peaks of concrete with three-way excitation4

图8 三向激励墩底混凝土应变峰值对比
Fig.8 Comparison of strain peaks of concrete with three-way excitation4

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备注

引言

1 桥梁原型工程概况

2 试件模型设计及试验方案

3 试验结果及分析

4 结论

期刊信息