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
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.
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.
Fig.1Soil layer distribution and structure location under different working conditions
Fig.2Ground motion acceleration time histories and Fourier spectra of shaking table test
Fig.3Arias intensity of seismic wave
输入波类型
编号
ap
Td/s
北京场地波
BJ-1
0.1
20
北京场地波
BJ-2
0.2
20
北京场地波
BJ-3
0.3
20
名山波
MS-1
0.1
150
名山波
MS-3
0.3
150
名山波
MS-5
0.5
150
Kobe波
KO-1
0.1
27
Kobe波
KO-2
0.3
27
Kobe波
KO-3
0.5
27
Tab.1Loading conditions of shaking table test
Fig.4Gauge distribution of different working conditions
Fig.5Variation of acceleration magnification factor along height of foundation under different working conditions
Fig.6Relationship between displacement time history curve and excess pore pressure ratio time history curve of structure at MS-5 position
Fig.7Horizontal variation of maximum excess pore pressure ratio of soil on right side of structure
Fig.8Vertical variation of maximum excess pore pressure ratio of soil on right side of structure
Fig.9Horizontal variation of maximum excess pore pressure ratio at bottom of adjacent structure
Fig.10Horizontal variation of maximum pore pressure ratio at depth of 0.265 m at bottom of structure
Fig.11Variation of maximum excess pore pressure ratio of soil directly below structure with depth
Fig.12Horizontal variation of maximum excess pore pressure ratio of soil adjacent to structure at bottom of structure
Fig.13Horizontal variation of maximum excess pore pressure ratio of soil at 0.265 m buried depth at bottom of structure
Fig.14Horizontal variation of maximum excess pore pressure ratio of soil at 0.425 m buried depth at bottom of structure
Fig.15Peak field of excess pore pressure ratio in right half of middle line of model
Fig.16Peak field of excess pore pressure ratio in right half of bottom of structure
Fig.17Relationship between excess pore water pressure ratio time history, seismic acceleration time history and Arias intensity of monitoring points
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