【作者】 任勇；

【导师】 巫锡勇；

【作者基本信息】 西南交通大学 ， 地质工程， 2012， 硕士

【摘要】 本文从现场实际出发,详细地介绍了隧址区的地形地貌及气象水文条件、岩石建造特征、地质构造特征及风化卸荷情况。分析了隧址区山体的岩性及其结构的水文地质意义、含水介质的渗透结构特征,研究了整个隧址区水文地质结构系统的渗透性能,进而利用Ansys中的热分析模块建立隧址区渗流模型,并进行数值分析,预测隧道涌水量。结合水量均衡法、模糊数学法,对隧道涌水量进行综合评价,并与现场实测数据对比。得出如下结论：(1)隧址区含水介质可分为成岩裂隙、成岩孔隙、构造断裂、岩溶空间(或者岩溶管道)、松散堆积层孔隙和风化卸荷裂隙等,其相应的渗透结构随空间分布特征而变化；(2)整个隧址区地下水运动在平面上和剖面上具有多层次、多介质和多流向等特征,各单元之间的水力联系程度强弱不一。考虑到隧址区浅表层以下非碳酸盐岩的裂隙岩体自身渗透性差,且深部裂面随埋深变深而趋向紧闭,岩体渗透性极弱,而只有断层发育地段具有较好的透水性。可将断层视为导水层,而将非断层发育段的裂隙岩体视为隔水层。在详细研究了隧址区地下水的补给排泄条件及地球化学特征的基础上,将隧址区地下水分为5个基本水文地质单元：进口端表层地下水单元、出口端表层地下水单元、进口端深层地下水单元、出口端深层地下水单元和出口端较深层地下水单元。(3)泥巴山隧道实测最大涌水量约为130000m3/d。经综合评价,泥巴山隧道稳定涌水量为86531m3/d,而在没有考虑水文地质结构的情况下,采用大气降水入渗系数法、地下水迳流模拟法、地下水动力学法所得出最大涌水量仅为48252.7m3/d。可见,本方法更能反映实际情况,基本可以满足工程需要。更多还原

【Abstract】 In this paper, the topography, meteorological and hydrological conditions, rock characteristics, geological structures, and weathering and unloading conditions of the tunnel area are introduced detailedly according to the field investigation. Then, The hydrogeological significance of the lithology and structure and the permeability characteristics of the aqueous medium of the tunnel area are also analyzed with the permeability of the hydrogeological structure system of the tunnel area analyzed. After that, a seepage model of the tunnel area is built by the thermal analysis module of the Ansys software to simulate the water yield of tunnel. Finally, by combining with the water balance method and fuzzy mathematics, a comprehensive evaluation of tunnel water inflow is conducted to compare with the field test data. Conclusions are as follows:(1) The aqueous medium of the tunnel area can be divided into different types such as diagenetic fissures, diagenetic pores, tectonic faults, karst rooms, loose accumulation layer pores and weathering and unloading fissures, which have different permeability characteristics in different distributions.(2) The running of the underground water of the whole tunnel area presents the characteristics of multiple layers, multiple mediums and multiple flow directions in plane and vertical, which makes the hydraulic connection strength between units presents different levels. Considering the poor permeability of the fractured non-carbonate rock mass under the shallow layer of the tunnel area, which has a poorer permeability as the joint gets closer when the tunnel gets deeper, and the good permeability of the fault zone, the fault zone can be regarded as conducting layer and the non-fault development area of the fractured rock masses as aquifuge. Based on the detailed study of the recharge and discharge conditions and the geochemical characteristics of the groundwater in the tunnel area, the distribution of the underground water of the tunnel area is divided into five basic hydrological units:the shallow underground water unit near the inlet end, the shallow underground water unit near the outlet end, the deep underground water unit near the inlet end, the deep underground water unit near the outlet end, and the deeper underground water unit near the outlet end.According to the stress field test data, the maximum water inflow value is130000m3/d. And the predictive steady water inflow value by the comprehensive evaluation is86531m3/d. Without considering the hydro-geological framework characteristic, the atmospheric precipitation infiltration coefficient method, groundwater runoff simulation, groundwater dynamics method give us a maximum water inflow value of only48252.7m3/d. So, the method in this paper is closer to the field conditions, and the result could meet the basic needs of the project.更多还原