Seismic Dynamic Response Analysis of Underground Utility TunnelStructure with Three-core Arch Section

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Seismic Dynamic Response Analysis of Underground Utility TunnelStructure with Three-core Arch Section

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[1]HU Penghui,SHENG Guilin,DU Wenfeng,et al.Seismic Dynamic Response Analysis of Underground Utility TunnelStructure with Three-core Arch Section[J].Journal of Zhengzhou University (Engineering Science),2024,45(05):135-142.[doi:10.13705/j.issn.1671-6833.2024.05.012]

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Journal of Zhengzhou University (Engineering Science)[ISSN 1671-6833/CN 41-1339/T] Volume: 45 Number of periods: 2024 05 Page number: 135-142 Column: Public date: 2024-08-08

Title:: Seismic Dynamic Response Analysis of Underground Utility TunnelStructure with Three-core Arch Section

Author(s):: HU Penghui¹; 2; SHENG Guilin¹; DU Wenfeng¹; JIN Ling³; 1. School of Civil Engineering and Architecture, Henan University, Kaifeng 475004, China; 2. China Construction Fifth Engineering Division Co. , Ltd. , Changsha 410004, China; 3. Henan AOONE Architectural Technology co. , Ltd. , Zhengzhou 450000, China

Keywords:: three-center arch section; underground pipe gallery; seismic response; influencing factors

CLC:: TU990. 3

DOI:: 10.13705/j.issn.1671-6833.2024.05.012

Abstract:: Aiming at the seismic problem of underground utility tunnel, the three-core arch section underground utility tunnel between Genghe Substation and Bowen Substation in Zhengzhou City was taken as the research object,ANSYS Workbench software was used to establish a three-dimensional solid model, and carries out the first 6 ordermodal analysis. It was found that the utility tunnel had longitudinal vibration, vertical vibration, lateral vibrationand rotation. Based on the modal analysis, the displacement response, acceleration response and principal stressresponse of the utility tunnel with horizontal and vertical earthquakes were analyzed. The results showed that themaximum horizontal and vertical displacement peaks were -24. 222 mm and -8. 954 mm, respectively. The maximum acceleration peaks were 3 354. 2 mm / s2and 1 646. 0 mm / s2, respectively. The peak values of the first principal stress were 514. 7 kPa and 244. 15 kPa, respectively. The peak values of the third principal stress were -608. 15 kPa and -256. 71 kPa, respectively. It could be concluded that the horizontal earthquake played a leadingrole. Based on the transverse seismic dynamic time history analysis of the utility tunnel, the parameters such asspectral characteristics, structural material strength and structural depth were changed to analyze their influence onthe seismic performance of the utility tunnel. The utility tunnel structure studied was the most sensitive when theseismic wave spectrum characteristic was about 1. 1 Hz; the change of concrete strength had little effect on the dynamic response of the pipe gallery structure. With the increase of the buried depth of the utility tunnel, the surrounding soil pressure increased, and the internal force gradually increased.

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