西安建筑科技大学学报(自然科学版)

无柱大跨地铁车站具有美观、方便、实用等优势,由于其结构形式取消了中柱,其抗震性能的可靠性也因此备受关注.为研究无柱大跨地铁车站在多种工况下的地震反应,本文以南宁某无柱支撑地下地铁车站为工程背景,对模型结构的相似比、模型材料进行相关的设计并选用地震波El-Centro波、Taft波、南宁人工波,开展了现浇式无柱变截面地铁车站模型的振动台试验研究.基于动力模型试验建立了有限元模型,分析了结构在地震波作用下的振动响应.最终研究成果表明:应力集中大多出现在结构的底、顶板和侧墙连接部位以及中板两侧靠近板墙的连接处,建议在工程应用中针对这些结构部位采取合理措施进行局部加强.

The pillarless large-span subway station has the advantages of being beautiful, convenient and practical. Due to the elimination of the center column in its structural form, the reliability of its seismic performance has also received much attention. In order to study the seismic response of the pillarless large-span subway station under various conditions, a pillarless-supported underground subway station in Xi'an is chosen as the engineering background. The similarity ratio of model structure and model materials were designed. The shaking table experiment was carried out, considering El-Centro wave, Taft wave, and Xi'an artificial wave. Based on the dynamic model test, the finite element analysis of the structure was made to study the vibration response of the structure under seismic waves. Results show that the stress concentration of the structure appears at the joints of the bottom of the station, at the roof and the side wall and the joints of the two sides of the middle plate near the wall. It is recommended to take reasonable measures for local strengthening of these structural parts in engineering applications.

引言
1 无柱地铁车站振动台模型试验方案设计
2 车站结构震害分析
3 试验结果与有限元分析
4 结语

图1 地铁车站模型(单位:mm)<br/>Fig.1 Metro station structure model(unit: mm)

图1 地铁车站模型(单位:mm)
Fig.1 Metro station structure model(unit: mm)

表1 缩尺相似比常数<br/>Tab.1 Scale similarity constant of model

表1 缩尺相似比常数
Tab.1 Scale similarity constant of model

表2 重塑土参数<br/>Tab.2 Remolding soil parameters

表2 重塑土参数
Tab.2 Remolding soil parameters

图2 模型箱与加速度传感器布置(单位:mm)<br/>Fig.2 Model and acceleration sensor layout(unit: mm)

图2 模型箱与加速度传感器布置(单位:mm)
Fig.2 Model and acceleration sensor layout(unit: mm)

表3 振动台模型加载工况<br/>Tab.3 Loading conditionsof shaking table

表3 振动台模型加载工况
Tab.3 Loading conditionsof shaking table

图3 振动台试验输入的地震动加速度时程曲线<br/>Fig.3 Ground motion acceleration time-history and Fourier spectrum of shaking table surface input

图3 振动台试验输入的地震动加速度时程曲线
Fig.3 Ground motion acceleration time-history and Fourier spectrum of shaking table surface input

图4 车站模型震害图<br/>Fig.4 Station model earthquake damage map

图4 车站模型震害图
Fig.4 Station model earthquake damage map

表4 车站结构加速度响应峰值及动力放大系数<br/>Tab.4 Station structure acceleration response peak and power amplification factor

表4 车站结构加速度响应峰值及动力放大系数
Tab.4 Station structure acceleration response peak and power amplification factor

表5 车站结构加速度响应峰值比较<br/>Tab.5 Comparison of peak response of station structure acceleration

表5 车站结构加速度响应峰值比较
Tab.5 Comparison of peak response of station structure acceleration

图5 车站结构顶板加速度数值模拟与试验结果对比<br/>Fig.5 Comparison of time-history curves of station structure roof

图5 车站结构顶板加速度数值模拟与试验结果对比
Fig.5 Comparison of time-history curves of station structure roof

图6 有限元模型观测点布置图<br/>Fig.6 Finite element model observation point layout

图6 有限元模型观测点布置图
Fig.6 Finite element model observation point layout

图7 El-Centro不同加速度峰值下结构顶部、底部对比图<br/>Fig.7 El-Centro top and bottom contrast diagrams for different acceleration peaks

图7 El-Centro不同加速度峰值下结构顶部、底部对比图
Fig.7 El-Centro top and bottom contrast diagrams for different acceleration peaks

图8 结构应力云图<br/>Fig.8 Structural stress cloud

图8 结构应力云图
Fig.8 Structural stress cloud

图9 El-Centro不同加速度峰值下各观测点应力响应图<br/>Fig.9 Stress response diagram of each observation point under different acceleration peaks of El-Centro

图9 El-Centro不同加速度峰值下各观测点应力响应图
Fig.9 Stress response diagram of each observation point under different acceleration peaks of El-Centro

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备注

引言

1 无柱地铁车站振动台模型试验方案设计

2 车站结构震害分析

3 试验结果与有限元分析

4 结语

期刊信息