地震研究

矩形隧道结构的地震动力破坏研究

魏晓刚^1,2,刘会丽^1,3,杨柳川^1,3,王占阳⁴,李广慧¹,刘书贤⁵,法靖宇¹

(1.郑州航空工业管理学院土木建筑学院,河南郑州 450046; 2.中国地震局工程力学研究所中国地震局地震工程与工程振动重点实验室,黑龙江哈尔滨 150080; 3.郑州意和达建筑科技研究院,河南郑州450046; 4.中建七局安装工程有限公司河南郑州 450046; 5.辽宁工程技术大学土木工程学院,辽宁阜新123000)

关键词：矩形隧道结构; 地震作用; 有限元数值模拟; 力学模型

Study on Seismic Dynamic Failure of the Rectangular Tunnel Structure

WEI Xiaogang^1,2,LIU Huili^1,3,YANG Liuchuan^1,3,WANG Zhanyang⁴,LI Guanghui¹,LIU Shuxian⁵,FA Jingyu¹

(1.College of Civil Engineering and Architecture,Zhengzhou University of Aeronautics,Zhengzhou 450046,Henan,China)(2.Key Laboratory of Earthquake Engineering and Engineering Vibration,Institute of Engineering Mechanics,China Earthquake Administration,Harbin 150080,HeilongJiang,China)(3.Institute of Civil Engineering of Realization in Zhengzhou,Zhengzhou 450046,Henan,China)(4.Installation Engineering Co.,Ltd. of CSCEC 7th Division,Zhengzhou 450046,Henan,China)(5.College of Civil Engineering,Liaoning Technical University,Fuxin 123000,Liaoning,China)

Keywords：rectangular tunnel structure; seismic action; finite element simulation; mechanical model

DOI: 10.20015/j.cnki.ISSN1000-0666.2022.0039

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参考文献

为深入研究地震作用下矩形隧道结构的动力响应变化规律,得到隧道结构的失稳破坏机制,通过建立土-隧道结构协同作用的整体力学模型,采用大型室内振动台实验与有限元数值计算对比分析的方法,重点探讨了地震作用下土-隧道结构整体力学模型的加速度时程、频谱特性、位移及土压力等方面的力学响应。研究发现:振动台实验与数值模拟计算的结果变化规律基本吻合,隧道结构整体表现为4个角受力最大; 随着台面输入地震波峰值加速度的增大,土压力也逐渐增大,且隧道结构中部受土压力的影响最大; 隧道结构的底板以及拱腰部位产生的位移最大,容易引起隧道结构的动力失稳,可对隧道结构受力薄弱处加强加固和采取抗震措施,提高隧道结构的稳定性与安全性。

In order to carry out an in-depth study of the law of the dynamic response of the tunnel structure under the action of seismic loads,and obtain the mechanism of the instability and failure of the tunnel structure,an overall mechanical model of the soil-tunnel structure interactions is established. Then a model experiment is conducted on a large indoor shaking table,and a numerical simulation by the Finite Element Method is done. In this way,the acceleration time history,the spectral characteristics,the displacement and earth pressure of the whole mechanical model of the soil-tunnel structure subjected to seismic loads are discussed. The study shows that the results from the shaking table experiment are consistent with the results from numerical simulation. The four corners of the tunnel structure bear the largest stress. With the increase of the peak acceleration of the mesa seismic wave input,the earth pressure increases gradually,and the middle part of the tunnel structure is most affected by earth pressure. The displacement of the bottom plate and the waist of the tunnel structure is the largest,which easily causes the dynamic instability of the tunnel structure.

引言
1 地震作用下隧道结构动力响应的理论分析
2 大型振动台模拟隧道结构动力破坏的实验研究
3 地震作用下隧道结构动力响应数值模拟
4 隧道结构地震动力破坏的数值计算与实验结果对比分析
5 结论

图1 振动台及实验模型箱<br/>Fig.1 Shaking table and experimental box model

图1 振动台及实验模型箱
Fig.1 Shaking table and experimental box model

表1 模型主要相似参数<br/>Tab.1 The main similar parameters of the model

表1 模型主要相似参数
Tab.1 The main similar parameters of the model

图2 土压力计及应变片(a)和加速度传感器(b)位置布置(单位:mm)<br/>Fig.2 Earth pressure and strain gauges(a)and accelerometers(b)layout(unit:mm)

图2 土压力计及应变片(a)和加速度传感器(b)位置布置(单位:mm)
Fig.2 Earth pressure and strain gauges(a)and accelerometers(b)layout(unit:mm)

图3 ChiChi波(a)、Loma波(b)、Taft波(c)的加速度时程及傅氏谱<br/>Fig.3 Acceleration time history of ChiChi wave(a),Loma wave(b),and Taft wave(c)and their Fourier spectrum

图3 ChiChi波(a)、Loma波(b)、Taft波(c)的加速度时程及傅氏谱
Fig.3 Acceleration time history of ChiChi wave(a),Loma wave(b),and Taft wave(c)and their Fourier spectrum

表2 隧道结构实验的加载工况<br/>Tab.2 Loading condition of tunnel structure experiment

表2 隧道结构实验的加载工况
Tab.2 Loading condition of tunnel structure experiment

表3 模型体系的自振频率<br/>Tab.3 Natural frequency of model system

表3 模型体系的自振频率
Tab.3 Natural frequency of model system

表4 各种工况下隧道结构各测点加速度反应放大系数<br/>Tab.4 Amplification coefficient of acceleration response at each measuring point of tunnel under working conditions

表4 各种工况下隧道结构各测点加速度反应放大系数
Tab.4 Amplification coefficient of acceleration response at each measuring point of tunnel under working conditions

图4 各种工况下各测点的应变峰值<br/>Fig.4 Peak strains of each measuring point under working conditions

图4 各种工况下各测点的应变峰值
Fig.4 Peak strains of each measuring point under working conditions

图5 各种工况下测点P4～P8的土压力峰值<br/>Fig.5 Peak values of the earth pressure at measuring points P4-P8 under working conditions

图5 各种工况下测点P4～P8的土压力峰值
Fig.5 Peak values of the earth pressure at measuring points P4-P8 under working conditions

表5 模型部件的物理力学参数<br/>Tab.5 Physical mechanical properties of model components

表5 模型部件的物理力学参数
Tab.5 Physical mechanical properties of model components

图6 模型土(a)及随道结构(b)三维有限元模型网格划分<br/>Fig.6 Meshing of the soil model(a)and the tunnel sturcture model(b)with the 3D finite element model

图6 模型土(a)及随道结构(b)三维有限元模型网格划分
Fig.6 Meshing of the soil model(a)and the tunnel sturcture model(b)with the 3D finite element model

图7 工况B-T3下隧道各测点数值模拟与振动台实验加速度时程对比<br/>Fig.7 Comparison of acceleration time histories by numerical simulation and shaking table experiment at each point of the tunnel under B-T3 condition

图7 工况B-T3下隧道各测点数值模拟与振动台实验加速度时程对比
Fig.7 Comparison of acceleration time histories by numerical simulation and shaking table experiment at each point of the tunnel under B-T3 condition

表6 隧道结构的实验与数值模拟加速度峰值对比<br/>Tab.6 Comparison of peak acceleration of tunnel structure between test and numerical simulation

表6 隧道结构的实验与数值模拟加速度峰值对比
Tab.6 Comparison of peak acceleration of tunnel structure between test and numerical simulation

图8 工况B-T3下隧道各测点数值模拟与振动台实验傅氏谱对比<br/>Fig.8 Comparison of the Fourier spectrum by numerical simulation and shaking table experiment at each point of the tunnel under B-T3 condition[HT]

图8 工况B-T3下隧道各测点数值模拟与振动台实验傅氏谱对比
Fig.8 Comparison of the Fourier spectrum by numerical simulation and shaking table experiment at each point of the tunnel under B-T3 condition[HT]