分节预制地下连续墙围护结构加固施工技术

Construction Technology of Subdivision Precast Diaphragm Wall Retaining Structure Reinforcement

为提升接头加固性能,和保证分节预制地下连续墙围护结构的稳定,研究分节预制地下连续墙围护结构加固施工技术。在确定研究区域的基本情况与土体参数后,选择较为恰当的分节预制地下连续墙围护结构接头,用ABAQUS和Plaxis 2D有限元软件分别验证工字型钢接头、锁口管柔性接头性能与接头不同布置位置对分节预制地下连续墙围护结构稳定性的影响。结果表明:未使用接头,地下分节预制连续墙结构在导墙受力一侧以及深基坑底部位置出现最大位移约为26.01 mm,深基坑安全系数达到2.85;在深基坑底部5 m的位置设置接头,随着超载逐渐增大,下极限变形低于9.4 mm,位移情况与轴力变化情况较好,接头具有较为良好的性能;深基坑开挖深度与围护结构高度比值达到0.35后,极限变形值不再发生变化,保持平稳。

In order to improve the reinforcement performance of joints and ensure the stability of segmental precast diaphragm wall enclosure structure,the reinforcement construction technology of segmental precast diaphragm wall enclosure structure is studied.In determining the basic situation of the study area and the soil parameters,choose a more appropriate segmental precast underground continuous wall joint of retaining structures and verify separately with the finite element software ABAQUS and Plaxis 2 D section steel joint,lock mouth tube joint performance and the position of segmental precast joint different decorate the effect on the stability of the underground continuous wall retaining structure.The results show that without using the joint,the maximum displacement of the segmentated precast continuous wall structure at the stress side of the guide wall and the bottom of the deep foundation pit is about 26.01 mm,and the safety factor of the deep foundation pit is 2.85.The joint is set at the position of 5 m at the bottom of the deep foundation pit.With the gradual increase of overload,the lower limit deformation is less than 9.4 mm,the displacement and axial force change are good,and the joint has relatively good performance.When the ratio of the excavation depth to the height of the enclosure reaches 0.35,the ultimate deformation value does not change and remains stable.