Shaking table test of seismic effect of liquefiable soil layer on underground structure

doi:10.3785/j.issn.1008-973X.2021.07.012

Journal of ZheJiang University (Engineering Science)

2021, Vol. 55

Issue (7): 1327-1338 DOI: 10.3785/j.issn.1008-973X.2021.07.012

Shaking table test of seismic effect of liquefiable soil layer on underground structure

Chun-xiao LIU1,2(

),Lian-jin TAO1,*(

),Jin BIAN3,Yu ZHANG1,Jin-hua FENG4,Xi-tong DAI5,Zhao-qing WANG6

1. Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China
2. China Railway Fifth Survey And Design Institute Group CO., LTD., Beijing 102600, China
3. College of Ocean Engineering, Guangdong Ocean University, Zhanjiang 524088, China
4. State Nuclear Electric Power Planning Design & Research Institute CO., LTD., Beijing 100095, China
5. Qingdao Conson Construction & Investment Co., Ltd., Qingdao 266100, China
6. Beijing Urban Construction Investment and Development Co., Ltd., Beijing 101300, China

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Abstract

Aiming at the common single-layer double-span cross-section structure in subway tunnel construction at present, three groups of shaking table tests were carried out, in which the liquefiable soil layer was all around the structure, at the bottom of the structure, and the structure was located in non-liquefied soil layer. Relationship among foundation soil acceleration, pore water pressure and structural displacement was analyzed. Results show that the acceleration amplification coefficient of foundation soil changes along the buried depth, which is affected by ground motions, peak values of ground motion and sites showing different variation rules. The soil adjacent to both sides of the structure is not easy to liquefaction. The soil is easy to liquefaction in the range of 45 degrees at the bottom of the structure. The most serious liquefaction area is distributed at a certain distance between the horizontal sides of the structure and on both sides of the bottom of the structure. The numerical distribution of excess pore pressure ratio corresponds well to the Arias intensity of seismic waves.

Key words： liquefaction rectangular tunnel shaking table test acceleration pore water pressure

Received: 04 May 2020 Published: 05 July 2021

CLC:

O 319.56

Fund: 国家重点研发计划资助项目（2017YFC0805403）；国家自然科学基金资助项目（41877218）

Corresponding Authors: Lian-jin TAO E-mail: liuchunxiao17@163.com;ljtao@bjut.edu.cn

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Cite this article:

Chun-xiao LIU,Lian-jin TAO,Jin BIAN,Yu ZHANG,Jin-hua FENG,Xi-tong DAI,Zhao-qing WANG. Shaking table test of seismic effect of liquefiable soil layer on underground structure. Journal of ZheJiang University (Engineering Science), 2021, 55(7): 1327-1338.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2021.07.012 OR https://www.zjujournals.com/eng/Y2021/V55/I7/1327

可液化土层对地下结构地震影响的振动台试验

针对目前地铁区间隧道建设中常见的单层双跨断面形式结构，开展结构整体位于可液化土层、结构底部存在可液化土层、结构位于非液化土层3组振动台试验，分析地基土加速度、孔隙水压力和结构位移之间的关系. 结果表明，地基土加速度放大系数沿埋深受地震动、地震动峰值、场地的影响展现出不同的变化规律；紧邻结构两侧位置处土体不易液化；结构底部0~45度范围内土体容易液化；液化程度最严重区域分布在结构水平两侧一定距离处和结构底部两侧位置；超孔压比数值分布大小同地震波自身Arias强度有很好的对应关系.

关键词： 液化, 矩形隧道, 振动台试验, 加速度, 孔隙水压力

Fig.1 Soil layer distribution and structure location under different working conditions

Fig.2 Ground motion acceleration time histories and Fourier spectra of shaking table test

Fig.3 Arias intensity of seismic wave

Tab.1 Loading conditions of shaking table test

Fig.4 Gauge distribution of different working conditions

Fig.5 Variation of acceleration magnification factor along height of foundation under different working conditions

Fig.6 Relationship between displacement time history curve and excess pore pressure ratio time history curve of structure at MS-5 position

Fig.7 Horizontal variation of maximum excess pore pressure ratio of soil on right side of structure

Fig.8 Vertical variation of maximum excess pore pressure ratio of soil on right side of structure

Fig.9 Horizontal variation of maximum excess pore pressure ratio at bottom of adjacent structure

Fig.10 Horizontal variation of maximum pore pressure ratio at depth of 0.265 m at bottom of structure

Fig.11 Variation of maximum excess pore pressure ratio of soil directly below structure with depth

Fig.12 Horizontal variation of maximum excess pore pressure ratio of soil adjacent to structure at bottom of structure

Fig.13 Horizontal variation of maximum excess pore pressure ratio of soil at 0.265 m buried depth at bottom of structure

Fig.14 Horizontal variation of maximum excess pore pressure ratio of soil at 0.425 m buried depth at bottom of structure

Fig.15 Peak field of excess pore pressure ratio in right half of middle line of model

Fig.16 Peak field of excess pore pressure ratio in right half of bottom of structure

Fig.17 Relationship between excess pore water pressure ratio time history, seismic acceleration time history and Arias intensity of monitoring points


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