Setting reasonable slurry pressure in pipe jacking construction is the key to ensuring the stability of excavation face. If the slurry pressure is too small, it will lead to surface subsidence, and active instability will occur in severe cases. Excessive mud pressure will cause surface uplift and passive instability in severe cases, which will affect the safety of construction and surrounding structures. Based on the background of a water supply pipe jacking tunnel project in southwest China, the upper bound solution of passive limit support pressure of excavation face in clay stratum is derived theoretically, and the relationship between the upper bound solution of passive support pressure and the field slurry pressure is compared and analyzed. The influence of different buried depth and inner diameter on the passive support pressure was further studied. The results show that: (1) By comparing the upper limit solution of passive support pressure with the field mud pressure, the theoretical solution value is higher than the measured mud pressure, which can provide some reference for the reasonable setting of mud pressure in similar projects. (2) With the increase of buried depth, the passive support pressure increases linearly, the pressure ratio increases parabolically, and the increase rate decreases gradually. When the buried depth increases from 2 m to 10 m, the passive support pressure and pressure ratio increase by 456.6% and 59.1% respectively. (3) With the increase of inner diameter, the passive support pressure increases parabolically, and the increase rate decreases gradually. When the inner diameter increases from 2.0 m to 3.2 m, the passive support pressure increases by 5.6%.
Liu Weihua
,
Fang Yabiao
,
Luo Li
,
Wang Feng
,
Wang Jialin
. Upper Bound Solution of Passive Support Pressure Limit Analysis of Pipe Jacking Excavation Face in Clay Stratum[J]. Chinese Journal of Underground Space and Engineering, 2025
, 21(S1)
: 37
-43
.
DOI: 10.20174/j.JUSE.2025.S1.05
[1] 苏明浩,李洋,甘雨.机械化非开挖管道原位破除更新工法研究与应用[J]. 地下空间与工程学报,2022,18(增2):767-771.
[2] 臧延伟,孙华俊,严佳佳,等.矩形顶管上坡掘进开挖面稳定及支护压力研究[J]. 隧道建设(中英文),2023,43(6):959-967.
[3] 付亚雄,郑宏.黏土盾构隧道开挖面被动破坏研究[J]. 长江科学院院报,2018,35(7):117-123, 130.
[4] 雷华阳,刘敏,程泽宇,等.透明黏土盾构隧道开挖面失稳扩展过程和失稳特征研究[J]. 岩石力学与工程学报, 2022,41(6):1235-1245.
[5] 张子新,胡文.黏性土地层中盾构隧道开挖面支护压力计算方法探讨[J]. 岩石力学与工程学报,2014,33(3):606-614.
[6] Mollon G, Dias D, Soubra A H. Continuous velocity fields for collapse and blowout of a pressurized tunnel face in purely cohesive soil[J]. International Journal for Numerical and Analytical Methods in Geomechanics, 2013,37(13):2061-2083.
[7] 王金麒,李林安,陈茜,等.水平分层土质条件下浅埋隧道掌子面支护稳定性研究[J]. 防灾减灾工程学报,2016,36(2):196-204.
[8] 程诚,赵文,程超楠,等.干砂盾构隧道开挖面主动极限支护压力计算[J]. 东北大学学报(自然科学版),2018,39(9):1348-1352.
[9] Liu W, Zhao Y, Shi P, et al. Face stability analysis of shield driven tunnels Built in dry sand using 1-g large scale model tests[J]. Acta Geotechnica, 2018,13(3): 693-705.
[10] 吕玺琳,王浩然.软土盾构隧道开挖面支护压力极限上限解[J]. 土木建筑与环境工程,2011,33(2):65-69.
[11] 吴奔,刘维,史培新,等.盾构隧道掘进面失稳螺旋破坏机制分析[J]. 岩土力学,2021,42(3):767-774.
[12] Kirsch A. Experimental investment of face stability of shale tunnels in sand[J]. Acta Geotechnica, 2010, 5 (1): 43-62.
[13] 胡瑞青,王立新,郭亮,等.基于上限定理的砂卵石地层盾构隧道开挖面稳定性分析[J]. 科学技术与工程,2024,24(8):3399-3406.
[14] 张尚达.大直径泥水盾构泥浆渗透成膜及开挖面稳定性研究[D]. 成都: 西南交通大学,2021.
[15] 吴奔.大断面矩形顶管掘进面稳定性研究[D]. 苏州:苏州大学,2022.
[16] Mollon G, Dias D, Sourbra A H. Face stability analysis of circular tunnels driven by a pressurized shield[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2010, 136(1):215-229
[17] Jaky J. Pressure in silos[A]//Proceedings of the Second International Conference on Soil Mechanics and Foundation Engineering[C]. Balkema, 1948:103-107.
[18] 刘卫华,罗利,王峰,等.黏土地层顶管开挖面主动支护压力极限分析上限解[J]. 人民长江,2024.
