随着“一带一路”倡议的推进，寒区基础设施建设迅猛发展，铁路、公路路基两侧岩质滑坡灾害频发。高陡岩质边坡在开挖卸荷作用下促使后缘张拉裂隙发育，与天然或蠕变作用形成的软弱剪切带结合，构成了“三段式”岩质边坡。张拉裂隙和剪切带间的锁固段是维持边坡稳定的关键。寒区裂隙水生成冻胀力劣化锁固段，导致锁固段损伤破坏及边坡灾变，防灾减灾需求迫切。本文以川藏铁路拉萨-林芝段桑日地区的“三段式”岩质边坡为例，聚焦锁固段在冻融-荷载作用下的损伤破坏及边坡灾变问题，采取现场调查、室内试验、模型试验、理论与数值计算相结合的方法，阐明了单向冻融单裂隙岩体的冻胀损伤劣化特性；明确了冻融环境下“三段式”岩质边坡锁固段的损伤破坏特性；揭示了冻融-荷载共同作用下“三段式”岩质边坡锁固段损伤破坏规律及灾变机制。主要研究内容与成果如下：

通过单裂隙岩样单向冻融试验，研究了温度场、冻胀力以及裂隙尖端变形的演化特征，明确了冻胀开裂的温度阈值，阐明了单裂隙尺寸对冻胀损伤破坏的影响规律。裂隙内不同位置的温度变化趋势相近，不同尺寸单裂隙水均经历冻结前降温阶段、快速冻结阶段、冻结后深度降温阶段、冻结冰升温阶段、裂隙冰表面融水向下迁移阶段和融化后升温阶段。在快速冻结阶段，单裂隙顶端的水最先冻结形成密封条件，冻结锋面由裂隙顶端向底部推进冻结，产生冻胀力。在冻结后深度降温阶段前期冻胀力增长最显著，裂隙尖端冻胀变形（开裂）主要发生在此阶段。冻胀力随单裂隙宽度、长度增大而增大，将不同单裂隙尺寸的破坏模式，划分为单次张拉开裂、疲劳损伤开裂和应力腐蚀开裂三种。

基于自主研制的双面冻融试验装置，研究了“三段式”岩质边坡锁固段在冻胀作用下的损伤破坏规律，揭示了锁固型边坡的损伤破坏机理。冻结期间冻结峰由坡肩、坡顶和坡面向坡体内部推进。冻胀力自裂隙水快速冻结阶段产生，在冻结后深度降温阶段前期快速达到峰值，冻胀张拉导致裂隙尖端锁固段开裂。以冻结峰为分界点，考虑冰楔效应，构建了裂隙冻胀开裂理论模型。40mm、60mm和80mm后缘张拉裂隙，依次在冻融14次、8次和4次后锁固段贯通破坏。冻胀力与后缘张拉裂隙长度正相关，裂隙的扩展受重力、水压力和冻胀力共同作用，其中裂隙冻胀张拉作用主导锁固段的损伤破坏过程，进而影响边坡破坏机理。

通过冻融-荷载作用下“三段式”岩质边坡缩尺模型试验，揭示了边坡不同倾角锁固段的损伤破坏规律，并研究了其破坏模式。冻融作用减弱了边坡的抗变形和承载能力。冻融环境下边坡锁固段长度和倾角均会减小，影响损伤破坏模式。边坡锁固段倾角增大，抗变形和承载能力下降，张拉作用增强，张拉破坏区主要分布在锁固段，并改变了破坏模式。破坏模式主要分为四类：锁固段张拉断裂破坏模式；锁固段下部剪切断裂破坏模式；沿前缘剪切裂隙竖直向上张拉断裂的破坏模式；两级破坏模式。根据裂纹扩展路径，确定不同工况下边坡的潜在滑移面以及起裂位置。大于60°的锁固段拉剪断裂可以作为“三段式”岩质边坡发生崩滑的前兆。

根据“三段式”岩质边坡冻胀数值模拟试验，研究了不同锁固段角度边坡的应力和位移变化场，揭示了锁固段角度对损伤开裂破坏的影响规律，阐明了“三段式”岩质边坡的灾变机制。冻结峰向坡体内部推进，冻胀力导致锁固段变形开裂，应力云图能够很好的再现应力集中区，与应变场相呼应。冻结深度增大导致拉应力集中区向下移动，锁固段变形区域、变形量和裂纹长度均增大。锁固段角度减小，前缘剪切裂隙压剪响应减弱，后缘张拉裂隙尖端的裂纹长度减小。锁固段决定了破坏的过程和时间，锁固段贯通可视为该类边坡发生崩滑的前兆。冻胀开裂主导了寒区“三段式”岩质边坡剪切滑移－拉裂－剪断的灾变机制。研究成果可为寒区裂隙岩质边坡工程建设提供技术支持。

With the promotion of the “Belt and Road” Initiative, infrastructure construction in cold areas has developed rapidly, and rock landslide disasters on the roadbed of railway and highway have occurred frequently. The high-steep rock slope is formed by the development of tensile fissure at the back edge under the action of excavation and unloading, and which combines a “three-stage” rock slope formed by the weak shear zone. The locking section between tensile fracture and shear zone is the key to maintain slope stability. The frost heave of fissure water in cold area deteriorates the locking section, leading to the damage of the locking section and the disaster of the slope. So, the need of disaster prevention and mitigation is urgent. Taking the “three-stage” rock slope of the Lhasa - Nyingchi section of Sichuan-Tibet Railway as an example, this paper focuses on the problems of damage and slope disaster of the locked section under freeze-thaw load, and adopts the methods of field investigation, laboratory and model tests, theory and numerical calculation to illustrate the freeze-heave damage and failure characteristics of the unidirectional freeze-thaw single fracture rock mass. Firstly, the damage mechanism of “three-stage” rock slope locking section under freeze-thaw environment is defined. The damage mechanism and disaster mechanism of “three-stage” rock slope lock section under the combined action of freeze-thaw and load are revealed. The main research contents and achievements are as follows:

(1) The evolution characteristics of temperature field, frost heave force and crack tip deformation were studied through one-way freeze-thaw test of single crack rock sample. The temperature threshold of frost heave cracking was defined, and the influence of single crack size on frost heave damage was clarified. The trend of temperature change in different positions in the fracture is similar. The fissure water of different sizes goes through 6 stages. They are respectively rapid cooling stage; Freezing phase transformation; Deep cooling stage after freezing; Frozen ice heating phase; Downward migration stage of meltwater on fissure ice surface; Post-melt heating stage. During the freezing phase transition, the water at the top of a single crack first freezes to form a sealing condition, and the freezing front advances from the top of the crack to the bottom to freeze, resulting in frost heave force. The frost heave force increases most significantly in the early stage of deep cooling after freezing, and the frost heave deformation (cracking) of crack tip mainly occurs in this stage. The frost heave force increases with the increase of width and length of single crack. The failure modes of different single crack sizes can be divided into three types: single tensile cracking, fatigue damage cracking and stress corrosion cracking.

(2) Based on the self-developed double-sided freeze-thaw test device, the failure law of the locked section of the “three-stage” rock slope under the action of frost heave is studied, and the damage mechanism of the locked slope is revealed. During the freezing period, the frozen peak is pushed into the interior of the slope by the slope shoulder, the slope top and the slope side. The frost heave force starts from the phase of water freezing in the fissure, and reaches its peak rapidly in the early stage of deep cooling after freezing, and the frost heave tension causes cracking of the locking section of the crack tip. Taking the freezing peak as the boundary point and the ice wedge effect into account, a theoretical model of frost heave cracking was established. The 40mm, 60mm and 80mm tensile cracks at the back edge of the three-stage rock slope were cracked and destroyed after freezing and thawing 14, 8 and 4 times respectively. The frost heave force is positively correlated with the length of tensile crack at the back edge. The frost heave tension of slope crack leads the failure process of the locking section.

(3) Based on the “three-stage” slope scale model test under freeze-thaw and load, the damage law and failure mode of the locked section of the slope at different angles are revealed and studied. The freeze-thaw action weakens the deformation resistance and load bearing capacity of the slope. The length and Angle of lock section of slope in cold area will decrease gradually, which will affect the damage and failure mode. With the increase of the Angle of the locking section, the deformation resistance and load bearing capacity of the slope decrease. The tensile failure zone is mainly distributed in the locking section, and the strengthening of the tensile action changes the failure mode. The failure modes of slope can be divided into four categories: the failure modes of locking section tensile fracture; Shear fracture failure mode in the lower part of locking section; The failure mode of upward tension fracture along the leading edge fracture end; Two levels of destruction mode. According to the crack propagation path, the potential slip plane and crack initiation position of the slope under different working conditions are determined. When the locking section of “three-stage” slope is greater than 60°, the tensile shear fracture of the locking section can be used as the precursor of landslide.

(4) According to the numerical simulation test of frost heave of “three-stage” rock slope, the displacement and stress variation fields of slope with different locking section angles are studied, the influence law of locking section angles on crack propagation is revealed, and the disaster mechanism of “three-stage” rock slope is expounded. The frost heave force gradually increases as the frozen peak pushes into the interior of the slope. The stress nephogram can reproduce the stress concentration area well, corresponding to the strain field. With the increase of frost heave force, the tensile stress concentration area moves downward, and the deformation area, deformation amount and crack length of the locking section increase. As the locking Angle decreases, the compressive shear response of the leading edge shear fracture and the crack length of the trailing edge tensile fracture tip decrease. The penetrating of locking section can be regarded as the precursor of slope slide because the locking section determines the process and time of slide failure. Frost heave cracking in cold regions is the main mechanism of “three-stage” rock slope with creep-tension-shearing. The research results can provide technical support for the construction of fractured rock slope in cold area.

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