Model Test on the Behaviors of Deep Excavation with Lateral Confined Water
To investigate the excavation characteristics and mechanisms of a deep foundation under lateral confined water pressure, a model test was conducted with real-time monitoring of the stress and deformation of the foundation strut system. The results indicate that in stages 1 and 3 (the process of rais...
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2025-01-01
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| author | Mingyuan Wang Minyun Hu Chaohua Li Xiaobing Xu Zefeng Ye Qi Hu |
| author_facet | Mingyuan Wang Minyun Hu Chaohua Li Xiaobing Xu Zefeng Ye Qi Hu |
| author_sort | Mingyuan Wang |
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| description | To investigate the excavation characteristics and mechanisms of a deep foundation under lateral confined water pressure, a model test was conducted with real-time monitoring of the stress and deformation of the foundation strut system. The results indicate that in stages 1 and 3 (the process of raising the lateral confined water level, O and F), the rise in lateral confined water levels caused the diaphragm wall to shift inward. However, the reduction in earth pressure due to the inward shift of the diaphragm wall exceeded the increase in water pressure from the raised confined water level, resulting in an overall decrease in lateral pressure on the diaphragm wall. During stage 2 (the excavation and supporting process, K1–Z4), as excavation and strut installation progressed, the lateral pressure on the diaphragm wall decreased, while both bending moment and horizontal displacement increased, with the most pronounced changes occurring when excavation reached the depth of the lateral confined aquifer. Upon reaching the soil layers within the depth of the lateral confined aquifer, the axial force of struts increased significantly, with the second level of strut experiencing the greatest axial force. In deep foundation design, it is essential to account for the maximum bending moment and horizontal displacement of the diaphragm wall within the depth range of the lateral confined aquifer, as well as the maximum vertical displacement in the range of 0.50%<i>D</i>–0.83%<i>D</i> outside the pit. Due to the rapid transmission of lateral confined water pressure changes in fine sand, and the delayed transmission in clay due to their low permeability, the diaphragm wall response is most pronounced within the depth range of the lateral confined aquifer. |
| format | Article |
| id | doaj-art-a1d615a0589b4d37bd2cc11d950d8724 |
| institution | Kabale University |
| issn | 2076-3417 |
| language | English |
| publishDate | 2025-01-01 |
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| spelling | doaj-art-a1d615a0589b4d37bd2cc11d950d87242025-01-24T13:20:25ZengMDPI AGApplied Sciences2076-34172025-01-0115266310.3390/app15020663Model Test on the Behaviors of Deep Excavation with Lateral Confined WaterMingyuan Wang0Minyun Hu1Chaohua Li2Xiaobing Xu3Zefeng Ye4Qi Hu5Zhejiang Huadong Geotechnical Investigation and Design Institute Co., Ltd., Hangzhou 310030, ChinaChina Institute of Water Resources and Hydropower Research, Beijing 100038, ChinaSchool of Civil Engineering and Architecture, Guangxi University, Nanning 530004, ChinaSchool of Civil Engineering and Architecture, Guangxi University, Nanning 530004, ChinaDepartment of Road and Bridge, Zhejiang Highway Technician College, Hangzhou 310013, ChinaDongtong Geotechnical Technology Co., Ltd., Hangzhou 310020, ChinaTo investigate the excavation characteristics and mechanisms of a deep foundation under lateral confined water pressure, a model test was conducted with real-time monitoring of the stress and deformation of the foundation strut system. The results indicate that in stages 1 and 3 (the process of raising the lateral confined water level, O and F), the rise in lateral confined water levels caused the diaphragm wall to shift inward. However, the reduction in earth pressure due to the inward shift of the diaphragm wall exceeded the increase in water pressure from the raised confined water level, resulting in an overall decrease in lateral pressure on the diaphragm wall. During stage 2 (the excavation and supporting process, K1–Z4), as excavation and strut installation progressed, the lateral pressure on the diaphragm wall decreased, while both bending moment and horizontal displacement increased, with the most pronounced changes occurring when excavation reached the depth of the lateral confined aquifer. Upon reaching the soil layers within the depth of the lateral confined aquifer, the axial force of struts increased significantly, with the second level of strut experiencing the greatest axial force. In deep foundation design, it is essential to account for the maximum bending moment and horizontal displacement of the diaphragm wall within the depth range of the lateral confined aquifer, as well as the maximum vertical displacement in the range of 0.50%<i>D</i>–0.83%<i>D</i> outside the pit. Due to the rapid transmission of lateral confined water pressure changes in fine sand, and the delayed transmission in clay due to their low permeability, the diaphragm wall response is most pronounced within the depth range of the lateral confined aquifer.https://www.mdpi.com/2076-3417/15/2/663foundation pitmodel testlateral confined waterdiaphragm wallstrut |
| spellingShingle | Mingyuan Wang Minyun Hu Chaohua Li Xiaobing Xu Zefeng Ye Qi Hu Model Test on the Behaviors of Deep Excavation with Lateral Confined Water Applied Sciences foundation pit model test lateral confined water diaphragm wall strut |
| title | Model Test on the Behaviors of Deep Excavation with Lateral Confined Water |
| title_full | Model Test on the Behaviors of Deep Excavation with Lateral Confined Water |
| title_fullStr | Model Test on the Behaviors of Deep Excavation with Lateral Confined Water |
| title_full_unstemmed | Model Test on the Behaviors of Deep Excavation with Lateral Confined Water |
| title_short | Model Test on the Behaviors of Deep Excavation with Lateral Confined Water |
| title_sort | model test on the behaviors of deep excavation with lateral confined water |
| topic | foundation pit model test lateral confined water diaphragm wall strut |
| url | https://www.mdpi.com/2076-3417/15/2/663 |
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