In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation
To study the dynamic response of multi-span mortise and tenon stone bridges under natural excitation, a bluestone multi-span stone bridge with a main span of 2.56 m in southern China was taken as the research object. Based on the collected pulsating signals of bridge piers and slabs, the natural fre...
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MDPI AG
2024-11-01
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| author | Jiaxing Hu Shilong Wang Ming Sun Ji Zhou |
| author_facet | Jiaxing Hu Shilong Wang Ming Sun Ji Zhou |
| author_sort | Jiaxing Hu |
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| description | To study the dynamic response of multi-span mortise and tenon stone bridges under natural excitation, a bluestone multi-span stone bridge with a main span of 2.56 m in southern China was taken as the research object. Based on the collected pulsating signals of bridge piers and slabs, the natural frequencies and damping ratios of the main span bridge slab and pier were analyzed using the half-power broadband method (HPBM) and random decrement technique (RDT). Modal analysis was conducted using ANSYS, and the results were compared with those obtained from on-site experiments for further performance analysis. The research results of this article indicate that the natural frequency range of the 2.56-m bridge slab identified by measured signals is 48–49 Hz, and the damping ratio range is 33.33–36.61%. The natural frequency of the central pier is 75–76 Hz, and the damping ratio range is 26.39–27.83%. Through finite element modal analysis, the natural frequency of the bridge slab is 54.401 Hz, with an error of 10.5%. The natural frequency of the overall stone bridge is about 82.2 Hz, with an error of about 8.2%. The validated finite element model was subjected to normal water flow impact and erosion simulation. The results indicate that under erosion with fewer particles and lower flow rates, the upstream pier bottom at the center receives the highest relative erosion mass and displacement per unit area. The bridge deck near the main span also experienced relative displacement. Therefore, in the subsequent protection work, special attention should be paid to these components. |
| format | Article |
| id | doaj-art-4e17569b3a214cccb5adb3c94d35c428 |
| institution | OA Journals |
| issn | 2075-5309 |
| language | English |
| publishDate | 2024-11-01 |
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| spelling | doaj-art-4e17569b3a214cccb5adb3c94d35c4282025-08-20T02:28:08ZengMDPI AGBuildings2075-53092024-11-011411359610.3390/buildings14113596In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural ExcitationJiaxing Hu0Shilong Wang1Ming Sun2Ji Zhou3Hunan Provincial Key Laboratory of Intelligent Protection and Utilization Technology in Masonry Artifacts, Hunan University of Science and Engineering, Yongzhou 425199, ChinaCollege of Civil Engineering, Xiangtan University, Xiangtan 411105, ChinaHunan Provincial Key Laboratory of Intelligent Protection and Utilization Technology in Masonry Artifacts, Hunan University of Science and Engineering, Yongzhou 425199, ChinaHunan Provincial Key Laboratory of Intelligent Protection and Utilization Technology in Masonry Artifacts, Hunan University of Science and Engineering, Yongzhou 425199, ChinaTo study the dynamic response of multi-span mortise and tenon stone bridges under natural excitation, a bluestone multi-span stone bridge with a main span of 2.56 m in southern China was taken as the research object. Based on the collected pulsating signals of bridge piers and slabs, the natural frequencies and damping ratios of the main span bridge slab and pier were analyzed using the half-power broadband method (HPBM) and random decrement technique (RDT). Modal analysis was conducted using ANSYS, and the results were compared with those obtained from on-site experiments for further performance analysis. The research results of this article indicate that the natural frequency range of the 2.56-m bridge slab identified by measured signals is 48–49 Hz, and the damping ratio range is 33.33–36.61%. The natural frequency of the central pier is 75–76 Hz, and the damping ratio range is 26.39–27.83%. Through finite element modal analysis, the natural frequency of the bridge slab is 54.401 Hz, with an error of 10.5%. The natural frequency of the overall stone bridge is about 82.2 Hz, with an error of about 8.2%. The validated finite element model was subjected to normal water flow impact and erosion simulation. The results indicate that under erosion with fewer particles and lower flow rates, the upstream pier bottom at the center receives the highest relative erosion mass and displacement per unit area. The bridge deck near the main span also experienced relative displacement. Therefore, in the subsequent protection work, special attention should be paid to these components.https://www.mdpi.com/2075-5309/14/11/3596ancient stone bridgemortise and tenon structuredynamic characteristicsnumerical simulation |
| spellingShingle | Jiaxing Hu Shilong Wang Ming Sun Ji Zhou In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation Buildings ancient stone bridge mortise and tenon structure dynamic characteristics numerical simulation |
| title | In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation |
| title_full | In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation |
| title_fullStr | In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation |
| title_full_unstemmed | In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation |
| title_short | In Situ Testing and Finite Element Analysis of a Discontinuous Mortise and Tenon Stone Bridge Under Natural Excitation |
| title_sort | in situ testing and finite element analysis of a discontinuous mortise and tenon stone bridge under natural excitation |
| topic | ancient stone bridge mortise and tenon structure dynamic characteristics numerical simulation |
| url | https://www.mdpi.com/2075-5309/14/11/3596 |
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