摘要
本论文以甘肃省交通科研项目-《武罐高速公路典型滑坡对隧道危害机制及防治技术研究》（No：200813）为主要依托，结合我院数十年的交通工程地质灾害防治经验，选取“隧道-滑坡体系的变形机理及控制技术研究”一题作为研究对象。采用了资料调研、理论分析、数值仿真试验、地质力学模型试验和现场测试相结合的研究方法，重点探讨建设期隧道和滑坡的变形特征与相互作用机理、隧道-滑坡体系的工程安全性评价以及变形控制技术等几个问题。
（1）武罐高速公路沿线地形地质条件复杂，构造极为发育，分布大量滑坡、崩塌和泥石流等灾害，对线路影响较大，整体属于欠稳定场地。调查表明，武罐高速公路沿线分布各类滑坡54处，崩塌错落47处，还有很多规模大小不一的危岩体病害。以麻崖子梁（区域南北分水岭）为界，北段主要发育黄土类滑坡，以大中型浅层～中层为主；南段多发育第四系松散堆积层滑坡、基岩顺层或切层滑坡，规模巨大。根据武罐高速公路沿线隧道-滑坡病害的具体特征，将沿线隧道-滑坡的坡体结构类型划分为以下四类：堆积层-顺倾基座式坡体结构、堆积层-反倾基座式坡体结构、陡倾顺层坡体结构和陡倾切层坡体结构。针对上述类型，选取典型工点对其坡体结构特征分别进行了分析，为进一步深入分析开挖施工过程中滑坡的破坏模式奠定了基础。
（2）以武罐高速公路典型隧道-滑坡为重点考察对象，初步建立了“隧道-滑坡体系”的概念，从“坡体结构、灾变诱发因素和隧道与滑坡的空间组合关系”几方面综合考虑，建立了以平行体系、正交体系和斜交体系为核心的较为完备的受力变形模式。选取“隧道穿越滑动带、隧道下穿滑体、平行体系下隧道穿越滑体和正交体系下隧道穿越滑体”四种具有代表性的基本模式，建立体系受力模型，主要以隧道作为承载体。对简化模型建立微积分方程并引入边界条件得到位移函数，通过位移、截面转角、弯矩、剪力之间的微分关系得到隧道支护荷载和变形的理论解。(创新点之一,详见第3、4章)
（3）在进行隧道围岩安全性和滑坡体稳定性评价时，需要不断地根据围岩（坡体）中的应力或变形信息来评价其安全稳定状态。本项研究探讨了适用于隧道工程安全性和滑坡稳定性的点安全系数统一评价方法，跟踪开挖过程中该评价指标的空间分布规律和时间发展过程，为实现隧道-滑坡体系的工程安全性评价和支护优化设计奠定理论基础。数值分析和模型试验成果显示：整个坡体在试验预定的几个工况中是整体稳定的，但是局部破坏也会对工程造成一定影响，因此在工程中采用点安全系数来评价隧道-滑坡体系的变形机理和控制技术是比较合理的。（创新点之一，详见第5、6章）
（4）以隧道-滑坡平行体系为研究对象，采用数值模拟、地质力学模型试验和现场监测测试相结合的方法开展隧道-滑坡体系的变形机理研究，主要得到以下几方面认识。①在三维数值计算成果的基础上，定义隧道围岩的应力状态点安全系数和滑面单元（接触面）的点安全系数，根据点安全系数的分布来判断围岩和坡体不同部位的稳定程度，从而分析隧道围岩和滑坡的变形机理；②隧道开挖使滑坡体的稳定状态和岩土体力学性质发生了变化，在雨水的作用下，坡体变得更不稳定；③隧道开挖应尽量保持两洞间必要的超前距离，有效减小施工扰动范围；④在穿越滑动带等特殊地质体时，最好采用一定的预加固措施，至少应做好应急预案。
（5）以隧道-滑坡平行体系为研究对象，阐述了预加固技术的作用机理，提出了基于预加固理念的变形控制技术。认为控制或降低开挖过程中的变形是控制隧道-滑坡体系渐进性破坏的关键，因此需采用合理的预加固技术，包括预加固工程措施和科学的施工工艺工序。数值分析和地质力学模型试验综合分析表明：对隧道-滑坡体系的稳定性而言，开挖和降雨对滑坡的影响在一定范围之内，工程预加固的作用是最为明显的，对原体系性质有显著的改善和优化作用，但须注意支护结构要设计在合适的位置上；开挖方式亦在一定程度上决定体系的稳定状态，反向开挖优于正向开挖，正向开挖对隧道-滑坡体系的稳定性最为不利。（创新点之一，详见第6章）
In this thesis, on the basis of Traffic Construction Science and Technology Project inGansu Province–"Mechanism and Control Technology of Tunnel Hazards induced byTypical Landslide along Wu-Guan Expressway "(No:200813), it is that "DeformationMechanism and Control Technology of Tunnel-Landslide System." be selected as theresearch subject combined with our experience of decades in traffic engineering geologicaldisaster prevention. The combination method is used for research, such as informationresearch, theoretical analysis, numerical simulation experiments, geomechanical model testand on-site monitoring. Focusing on the construction period, the author discusses thefollowing aspects of the problems: the deformation characteristics, interactional mechanism,engineering security evaluation, and deformation control technology of Tunnel-LandslideSystem.
(1) Owing to complex topographic and geologic conditions and development process ofgeologic structure along Wu-Guan Expressway, there are a large number of landslides,collapses, mud-rock flows and other disasters. It had a greater influence along theexpressway, as a whole belonging to the unstable sites. The survey shows that there arelandslides54with various types, the collapse of scattered47and other dangerous rockdiseases along the expressway. Ma-Ya-Zi mountain range is the regional north-southwatershed. Loessial landslides mainly develop in the northern section with large andmedium-sized shallow. Loose Quaternary deposits landslide, bedding rock and antidip rocklandslide with huge-scale, develop generally in the southern section. According to thespecific characteristics of tunnel-landslide along Wu-Guan Expressway, the slope structuretypes of the tunnel-landslide along expressway are divided into the following fourcategories: accumulation layer-bedding rock slope structure, accumulation layer-antidip rockslope structure, steeply bedding slope structure and steeply antidip rock slope structure. Inresponse to these types, the slope structural characteristics of selected typical worksites wereanalyzed separately, and it is laid foundation for further analysis of landslide failure modeduring excavation.
(2) Emphasised on typical tunnel-landslides on Wu-Guan Expressway, the concept of"Tunnel-Landslide System" is initially established. Considering these aspects such as slopestructure, disaster predisposing factors and spatial composing relations between tunnel andlandslide, the relative perfect mode of deformation is established with the parallel system, the orthogonal system and the bias system as the core. Taking "Tunnel passing through thesliding zone, tunnel passing beneath landslide, tunnel passing through under the sliding bodyin parallel system and that in orthogonal system" as four representative patterns, the loadingmode of system is set up, with tunnel as mainsupporting body. Differential equations for thesimplified model have been established, and then displacement function is gained by theintroduction of boundary conditions. The theoretical solution of tunnel supporting loads anddeformation might be got by differential relationof displacement, rotation, bending momentand shear.(One of the innovations, shown in Chapter3&4)
(3) During evaluation of the security of tunnel surrounding rock and stability oflandslide, the stress or deformation in the surrounding rock (slope) mihgt be neededconstantly to evaluate the state of security and stability. This study explores an unifiedassessment criteria of Point Safety Factor for the tunnel safety and landslide stability, wemay get hold of the spatial distribution regularity and develop processes of the evaluationindicator by tracking excavation process. It lays the theoretical foundation for securityevaluation and supporting structure optimization design of Tunnel-Landslide System.Numerical analysis and model test results show that the entire slope is overall stable in eachscheduled test conditions, but the partial destruction would be some impact of the project.Therefore it is more reasonable to use Point Safety Factor for evaluating the deformationmechanism and control technolog of Tunnel-Landslide System.(One of the innovations,shown in Chapter5&6)
(4) As to Tunnel-landslide Parallel System, it can be conclued that the main aspects ofunderstanding as follows by using integrated application of numerical simulation,geomechanical model test and field monitoring.①On the basis of three-dimensionalnumerical calculation results, the Point Safety Factor of Stress State of tunnel surroundingrock and the Point Safety Factor on Interface of landslide have been defined. According todistribution of Point Safety Factor, the stability of the different parts of the rock and slopecan be determined, and then deformation mechanism of tunnel surrounding rock andlandslides would be analyzed;②The landslide steady state and geotechnical physicalproperties changes on account of tunnel excavation, and slope becomes more unstable owingto rainfall;③The necessary advanced distance between the two holes should be kept duringtunnel excavation, so that the scope of the construction disturbance can be effectivelyreduced;④Whlie passing though special geological area such as the sliding zone, it is bestto take pre-reinforcement measures, at least emergency response plans should do a good job.
(5) Mechanism of pre-reinforcement is described and the deformation controltechnology based on the conception of pre-reinforcement is provided by taking Tunnel-Landslide Parallel System as main study object. Controlling or reducing thedeformation during excavation is the key to control progressive destruction of Tunnel-Landslide System. Therefore the use of pre-reinforcement techniques is required, includingpre-reinforcement engineering and scientific construction technology. By comprehensiveanalysis of the numerical analysis and geomechanical model test, it shows that as the impactof the excavation and rainfall on landslide acts on within a certain range to stability ofTunnel-Landslide System. The role of pre-reinforcement engineering is the most obvious dueto significantly improving and optimizing of the nature of original system, but it should benoted that the supporting structure to design in a suitable position. To some extent,excavation also determines the steady state of the system, thus the forward excavation isbetter than reverse excavation, and the forward excavation without pre-reinforcement is mostunfavorable to stability of Tunnel-Landslide System.(One of the innovations, shown inChapter6)
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