基于稳定排水量等效原则预测衬砌外水压力折减系数方法
高鑫1冯世杰2张廉卿3
Predicting Method for Lining External Water Pressure Reduction Coefficient Based on Equivalent Stable Drainage Volume Principle
GAO Xin1FENG Shijie2ZHANG Lianqing3
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作者信息:1.青岛黄海学院建筑工程学院，266427，青岛
2.河南省中工设计研究院集团股份有限公司，450018，郑州
3.中铁隧道集团二处有限公司，065201，三河
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Affiliation:1.College of Civil Engineering and Architecture , Qingdao Huanghai University, 266427, Qingdao, China
2.Henan Zhongzhou Design & Research Co., Ltd., 450018, Zhengzhou, China
3.Erchu Co., Ltd., of China Railway Tunnel Group, 065201, Sanhe, China
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关键词:
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Key words:
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DOI:10.16037/j.1007-869x.2025.03.050
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中图分类号/CLCN:TV554+.14
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栏目/Col:应用技术
摘要:
［目的］通过建立符合真实排水系统的渗流分析数值模型，并引入二次衬砌“虚拟渗透系数”概念，旨在深入探究数值方法与理论公式之间的关联性，以期充分发挥理论公式在外水压力预测中的快捷实用优势。［方法］基于水下隧道稳定排水量等效的原则，研究引入了二次衬砌“虚拟渗透系数”的概念，并以此为基础，选取环向排水盲管布置间距、土工布厚度及其渗透系数作为主要研究因素，通过调整这些因素，建立了多个符合真实排水系统的渗流分析数值模型。［结果及结论］真实作用在二次衬砌上的外水压力展现出显著的空间分布特征：在纵向上，外水压力的变化呈现出与环向排水盲管布置间距相匹配的周期性起伏规律；在环向上，距离纵向排水盲管越近的位置，其外水压力越小，且最大环向水压力呈现出拱顶最大、仰拱次之、边墙最小的分布特征。利用理论公式计算得到的外水压力折减系数普遍小于数值方法的结果，且排水设计参数的排水能力越强，2种计算结果的差别越小。同时，折减系数始终呈现出拱顶、仰拱、边墙依次减小的分布特征。当理论公式直接用于工程定量设计时，需考虑引入一个大于1的综合修正系数以确保工程安全。综合修正系数的取值需结合具体工程部位，以边墙为界进行分区，其上结构宜取1.48~1.97，其下结构宜取1.21~1.39。
Abstracts:
［Objective］ By establishing a numerical seepage analysis model that aligns with real drainage systems and introducing the concept of a ′virtual permeability coefficient′ for secondary lining, the objective is to delve into the correlation between numerical methods and theoretical formulas, with expectation to leverage the efficiency and practicality of theoretical formulas in predicting external water pressure. ［Method］ Based on the principle of equivalent stable drainage volume in underwater tunnels, the concept of a ′virtual permeability coefficient′ for the secondary lining is introduced. On this basis, key factors, including the spacing of circumferential drainage blind pipes, the thickness of geotextiles, and their permeability coefficients, are selected as primary research factors. By adjusting these factors, multiple numerical seepage analysis models consistent with real drainage systems are established. ［Result & Conclusion］ The actual external water pressure acting on the secondary lining exhibits significant spatial distribution characteristics. Longitudinally, the variation in external water pressure displays periodic fluctuations corresponding to the spacing of circumferential drainage blind pipes. Circumferentially, the closer the position is to the longitudinal drainage blind pipe, the lower the external water pressure, with maximum circumferential water pressure occurring at the arch vault, followed by the inverted arch, and the smallest pressure on sidewalls. The reduction coefficients of external water pressure calculated with theoretical formulas are generally smaller than those derived from numerical methods. The stronger the drainage capacity of the design parameters, the smaller the difference between the two calculation results. The reduction coefficient consistently follows a decreasing trend from the vault to the invert to the sidewalls. When applying theoretical formulas directly in quantitative engineering design, it is necessary to introduce a comprehensive correction factor greater than 1.0 to ensure engineering safety. The value of comprehensive correction factor should be determined based on the specific structural location, with zones divided by the sidewalls. For the upper structure, a range of 1.48-1.97 is recommended, while a proper range of 1.21-1.39 for the lower structure.
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