To further reveal the impact failure mechanism of the two-phase flow of coal and gas outburst，the briquette specimens from the Sunjiawan outburst coal seam in Fuxin were made，and simulation tests of deep coal and gas outburst in roadways under different depths(1 000，1 200，1 400，1 600，1 800 and 2 000 m) were carried out by using the self-developed true triaxial coal and gas outburst roadway simulation test system. The relative outburst intensity under the test outburst critical gas pressure was defined as unit outburst intensity. The relationships between the critical gas pressure and the unit outburst intensity with the depth were analyzed，and the variation rules among the critical gas pressure，the effective stress and impact parameters(peak impact force，time to peak，duration of outburst) were obtained. Based on the outburst shock wave front velocity formula，the velocity of the impact flow in the test roadway was inverted. The results show that：(1) When an outburst occurs，the pulverized coal is spewed out violently by high-pressure gas，and outburst coal at different depths gathers within the interval of 0–6.45 m from the outburst mouth. As the depth increases，the mass proportion of the pulverized coal concentration area increases，while with increasing the outburst distance，the mass proportion of the pulverized coal gradually decreases，indicating that the outburst energy gradually decays with the outburst distance and that the pulverized coal settlement after the outburst has sorting characteristics. (2) As the depth increases，the critical gas pressure decreases while the unit outburst strength gradually increases. The greater the depth，the greater the change amplitude，reflecting the low threshold，easy outburst and high strength characteristics of deep coal and gas outburst. (3) The evolution of the impact force in the roadway experiences a process of“rise，peak and decrease”，presenting a“crest effect”. The velocity of the impact flow is 361.61–379.13 m/s，showing obvious turbulence characteristics. The greater the depth，the less obvious the turbulence characteristics. (4) The critical gas pressure and the effective stress have significant influence on impact parameters. The peak of the impact force increases exponentially with the critical gas pressure while linearly decreases with the effective stress. The time to the peak decreases with increasing the critical gas pressure but increases with increasing the effective stress. The duration of outburst increases with increasing the critical gas pressure while decreases with increasing the effective stress.

The anchorage force loss of prestressed anchor cables is the key factor causing the failure of engineering. It is vital to study the time-dependent variation law of the anchorage force. When the anchor cable interacts with rock-soil mass for a long time，the stress is equal but the deformation is different. The loss of the anchorage force needs to consider the influence of the interaction between free and anchorage sections of the anchor cable with the rock-soil mass respectively. The Hooke and the Generalized Kelvin bodies are used to simulate the anchor cable and the rock-soil mass respectively. Considering that the free section of the anchor cable is in parallel with the corresponding rock-soil mass but the anchorage section is in series with the rock-soil mass，a coupling model of the anchor cable and rock-soil mass creep is established，and its constitutive，relaxation and creep equations are derived. The rationality and accuracy of the model are verified by comparing with the existing models and experiment data，and the influence of parameters of the anchor cable and the rock-soil mass on the anchorage force loss rate is analyzed. The results show that the loss rate of the anchorage force increases with increasing the equivalent elastic modulus of the anchor cable but decreases with increasing the hysteretic elastic modulus and the viscosity coefficient of the rock-soil mass. When the instantaneous elastic modulus or the viscosity coefficient of the rock-soil mass in free and anchorage sections changes by the same amount，the change of the loss rate is equal. The change of the loss rate caused by the change of the hysteretic elastic modulus in the free section is more than that in the anchorage section. The model can more truly reflect the regular of the anchorage force loss.

Rock damage has a significant impact on the mechanical properties and seepage characteristics of reservoirs. In order to study the meso-damage mechanism of reservoir shale，CT scanning test was carried out to reconstruct three-dimensional digital cores. Subsequently，rock mechanical parameters were obtained based on the uniaxial compression test and the Brazilian test，and the uniaxial compression numerical simulation was carried out by using the rock plastic damage constitutive model. The results show that：(1) When the shale is compressed，the damage starts from the pore dense area，then the damage value increases，and finally the damage range expands until each damage area penetrates，forming shear oblique cracks. (2) There are different stress thresholds for the compression damage and the tensile damage. When the shale is compressed，the compressive stress first reaches the stress threshold of the compression damage and the compression damage occurs at once. The tensile damage，showing hysteresis，occurs where the compression damage is larger，and its damage volume is smaller than that of the compression damage. (3) The distribution range of the pore equivalent diameter of shale is 0–200 μm，and the pores with an equivalent diameter of 10–40 μm contribute the most to porosity. As the porosity increases，the decrease rate of the post-peak strength decreases and the ductility of the rock gradually increases. (4) The spatial distribution of pores has a great influence on the damage propagation form and the failure form of shale. Fractal dimension is introduced to characterize the complexity of the pore structure. The fractal dimension affects the peak strength of rock only when the porosity is large. Under the same porosity，the larger the fractal dimension，the lower the peak strength. The fractal dimension has little influence on the elastic modulus of rock. Both the porosity and the fractal dimension have a great influence on the damage volume of rock. The larger the porosity and the fractal dimension，the larger the damage volume.

To study the crack propagation law of granite subject to unconfined compression at grain scale，a CT-GBM(Computed Tomography-Grain Based Model) method，combining the high-precision CT scanning technology and particle flow numerical simulation，was developed. This method can help to establish two-dimensional GBM model based on real mineral crystal structures. Mesoscopic mechanical parameters involved in the contact model were calibrated according to the results obtained from the unconfined compression tests. The cracking propagation law of granite mineral crystals was explored based on the calibrated model. The results show that the CT-GBM modeling method can effectively reproduce the hard and brittle mechanical properties and splitting failure mode of granite. The cracking process mainly includes four stages：crack-free stage，crack initiation stage，stable cracking stage and unstable cracking stage. The order of microcrack initiation is as follows：intergranular tensile crack，intergranular shear crack，intragranular tensile crack and intragranular shear crack，and the intergranular tensile cracks predominate. From the aspect of mineral type，the cracks first initiate inside the feldspar mineral，followed by quartz and mica，and the areas where microcracks converge and nucleate are dominated by mica and feldspar minerals.

To study the loading rate effect of coal rock material damage，uniaxial compression tests with different grade rates were carried out by using the rock mechanics loading test system and infrared radiation monitoring platform，and damage morphology，mechanical properties，energy evolution and infrared radiation characteristics were analyzed. The results show that，with increasing the strain rate，the damage morphology of the specimen changes from shear damage at medium and low rates to full-scale shear expansion destabilization damage at high rates. The logarithm of the strain rate of the specimen is positively correlated with the peak strength，which can be described by binomial. The strain rate is closely related to the energy evolution，and there is a critical strain rate at which transformation from plastic to brittle occurs. High-temperature abnormal mutation points appear on the thermal image at   for high strain rate specimens，while high-temperature abnormal regions appear only at   for low strain rate specimens. The highest temperature value of the low strain rate specimens appears a few seconds before the stress peak，while for the medium and high strain rate specimens，the highest temperature value arrives almost simultaneously with the stress peak and a“V”shape anomalous turn occurs before rupture. The results of the study can provide a reference for rock dynamic hazard warnings.

Aiming at the creep characteristics of surrounding rock during excavation of deep mine roadways and taking the siltstone in the ingate roadway of the west ventilation shaft in Yuandian No. 2 coal mine as the research object，triaxial compression and graded unloading creep test was carried out by setting the loading mode according to the actual adjustment path of stress in the process of roadway surrounding rock excavation，and the creep characteristics of siltstone under different confining pressures were systematically analyzed. An unloading creep model of siltstone was established by introducing viscoplastic creep starting element based on fractional derivative and verified by the experiment results. The results show that when the stress level is lower than the quasi-failure stress of siltstone，siltstone only presents two creep stages such as attenuation and steady states. When the stress level is higher than the quasi-failure stress of siltstone，siltstone enters the stage of nonlinear accelerated creep until failure occurs. Under different initial confining pressures，the total time of creep failure and the start-up time of nonlinear accelerated creep failure of siltstone are obviously different. The axial creep deformation of siltstone samples is positively correlated with the initial confining pressure. The proposed creep model has the advantages of relatively few parameters and easy introduction in numerical analysis software. The research has certain application value for analyzing the stability of surrounding rock after unloading in siltstone roadway construction in the future.

In order to solve the long-term stability of the shallow-buried coal pillars in withdrawal roadways with high-strength mining effect，the backstoping in the final mining section on the 31409 working face of Jinjie Coal Mine was taken as a project case，and adopting mechanical testing，numerical simulation and on-site monitoring，the stress evolution and accumulated damage mechanism of the coal pillar in the roadway were explored under the superimposed effect of the advanced support pressure on the working face and the progressive loading condition during excavation disturbance. An experiment of coal sample strength weakening and damage failure under three-stage cyclic loading and unloading conditions was designed to reveal the mining stress transfer process in the final mining section，and a numerical model of the mining stress response in the final mining section on the working face was constructed. The research results indicate that：(1) The uniaxial compressive strength of the coal sample under cyclic loading and unloading damage is reduced to 14.14 MPa，while the uniaxial compressive strength of the non-destructive coal sample is 18.40 MPa with a change rate of 23%. There are load fluctuations in the load-bearing section after the peak，which is different from instantaneous damage. The AE parameter of uniaxial compressive of the cumulatively damaged coal sample before the peak load is floating in low values，which is slightly attenuated in the mobility of fracture development compared with that after three loading and unloading cycles. (2) The mining stress in the final mining section experiences three states including repeated superimposition of the advanced support pressure on the coal wall in the conventional mining section, continuous transfer of the support pressure in the adjacent passage section and release of multiple cumulative stresses in the mining run-through section，the passage coal pillar load presents the characteristics of mining-excavation combining influence and uneven distribution in the auxiliary recovery roadway and the goaf，and the critical damage evaluation parameter ω of coal pillar stability is obtained. (3) In the final mining section，the overlying strata or the coal body before and after the goaf contains three zones such as the support pressure attenuation zone，the limit equilibrium zone and the cumulative increase zone. As the working face advances，the influence range of the mining stress extends to the key overburden strata，where the ground pressure is sharp and the coal pillar stress in the roadway accumulates gradually 7.3 MPa about 2.8 times of the original rock stress. This research provides a theoretical basis for ensuring the stability of the supporting system in withdrawal roadways and the safe operation of protective coal pillars.

Bed-packing porous media widely exists in natural geological reservoirs，and always features complex geometrical morphology，random spatial distribution and fractal structure，etc. Pore space derived from such a complex assembly would significantly affect the storage and transport of oil and gas resources. Therefore，clarifying the meso-control mechanism of the complex pore structure on microscale is the basis of efficient exploitation and utilization of these resources. Apparently，quantitative characterization of the microstructure of the pore space is fundamental. In this work，two types of complexity in fractal bed-packing porous media were identified as per the newly emerged fractal topology theory，namely，the original complexity describing the particle geometry and the behavioral complexity dominating the invariant scale property. According to the basic requirements of scale invariance，the relationship between these two types of complexity were clarified to be independent of each other and the complex assembly patterns were confirmed. Based on these patterns，the quartet structure generation set(QSGS) algorithm was employed to characterize the original complexity，while the fractal topography theory was used to define self-similar and self-affine properties of the pore structure. A mathematical framework was then constructed to quantitatively characterize arbitrary fractal bed-packing porous media. Afterwards，the effects of the original and behavioral complexities on the pore structure were analyzed. The results indicate that the fragmentation degree of particle clusters，random distribution characteristics and boundary roughness of particle are determined by the original complexity，and the scale-invariant characteristics of self-similarity and self-affinity are controlled by the behavioral complexity. The anisotropy of pore structure is the coupling result of the original complexity and the behavior complexity.

In response to the problems of low excavation efficiency and rapid wear and tear of drilling tools in hard rock roadways and tunnels，this paper proposes the idea of low pressure abrasive air jet assisted hard rock breaking technology. Fluent-EDEM was used to numerically analyse the structure of the air jet flow field and the abrasive acceleration mechanism under different pressure conditions and to determine the key factors affecting the acceleration of the abrasive. Based on the self-developed abrasive air jet rock breaking system，the influence law of the jet pressure，the abrasive mass flow rate and the erosion time on the effect of erosion crushing granite was studied，and the key factors for improving rock breaking efficiency were clarified. Scanning Electron Microscopy was used to analyse the morphology of granite erosion pits and the hard rock breaking mechanism of low-pressure abrasive air jet was revealed. It is concluded that at a pressure of 2 MPa，the jet can reach 543 m/s and is capable of accelerating the abrasive material to 130 m/s，providing the ability to erode and destroy hard rock. Increasing the difference between air and abrasive velocities as well as the drag force and the virtual mass force on the abrasive is the key to increase the abrasive velocity. Increasing the abrasive mass flow rate and the erosion time will improve rock breaking efficiency more than increasing the pressure. The incident abrasive mainly produces cracks and lip-like edge erosion pits on the rock surface in the forms of impact stress wave and repeated plastic deformation，while the rebound abrasive produces micro-cracks in the form of shear stress，forming flake fracture cracks. The low-pressure abrasive air jet breaking mechanism is the same as that under high-pressure conditions，which theoretically verifies the feasibility of breaking hard rock by low-pressure abrasive air jet.

Rock cone penetration test is used to evaluate the mechanical properties of in-situ rock indirectly，while the rock failure pattern and mechanical behavior would be severely affected by the pre-existing cracks contained in the in-situ rock mass. To clarify the influence mechanism of the cracks on the cone penetration test and to quantify the effect of the pre-existing cracks on the cone penetration indexes，series of cone penetration tests and numerical simulations were conducted. The test results show that there exists an influence area of cracks below the cone indenter. When the surface crack extends to the vicinity of the loading indenter，shear failure plane generates and propagates from the indenter to the inner tip of the crack. The position of the crack inner tip dominates the cone penetration strength and the crack propagation path，and the correspondence between the cone penetration strength and the shearing path can be established based on the shear limit equilibrium. Additionally，numerical simulations were carried out to analyze the cone penetration behaviors in the case of the crack inner tip extending to different positions near the indenter. Based on the numerical analysis results，it is found that the affected area of the pre-existing crack can be determined according to the failure pattern. Moreover，the weaken coefficient is also defined to quantify the effect of different pre-existing cracks on the penetration strength. Based on the energy dissipation of different fracture paths，the fracture characteristics with multiple cracks under cone penetration test were also discussed.

Based on three-dimensional digital image correlation technology and adopting a transparent triaxial compression servo-control system，the stress relaxation characteristics of sandstone under the coupling action of pore-water pressure and stress are studied. The temporal and spatial evolution of the strain field in rock surfaces，the stress relaxation curve and micro-morphology of fracture surfaces are analyzed. The results show that：(1) The development and interpenetration of local micro-cracks in the radial strain field are the main controlling factor that causes the failure of brittle rock during stress relaxation. (2) When the relaxation stress level is at the stages of stable and unstable development of micro-cracks inside the rock，the increase of the pore-water pressure can significantly increase the stress relaxation variation and the radial strain change，and shorten the aging failure life of the rock. (3) Both the stress-time curve and the radial strain-time curve of the relaxation failure specimen show a “stepped” trend，and their rate-time curves present a “funnel-shaped”evolution trend，which essentially reflects the development，propagation and interconnection of micro-cracks during the process of stress relaxation. (4) The crack development on the fracture surface of the relaxation failure sample is dominated by intergranular cracks，which converge and connect with each other. The cemented matrix is seriously broken and the cemented structure is lost. The essence of stress relaxation failure of brittle rock is controlled by crack development and propagation.

To investigate the evolution pattern and distribution characteristics of tectonic stress field in Pingdingshan mining area，based on conjugate shear joints，fault slickenside and structure of the mining area data，the Stereographic projection method was applied to restore the direction of the paleotectonic stress in the research area. The characteristics and evolution pattern of the paleotectonic stress field were analyzed. By means of collecting in-situ stress and focal mechanism solution data，the tectonophysics and rock mechanics methods were applied to analyze the magnitude and direction of the present tectonic stress. The distribution characteristics and partitioned graph of the present tectonic stress field were got. The reconstruction results of the paleotectonic stress field showed that the mining area mainly got through three periods of tectonic stress field movement including Indosinian period，Yanshanian period(including Early and Late period) and Himalayan period. The directions of the maximum principal stress were nearly NS，NW，NE and NNE，respectively. The preferred attitudes of the directions were 3°∠6°，313°∠13°，54°∠9° and 18°∠15°. Under multistage tectonic stress field，Pingdingshan mining area formed geological structure on a series of NWW–NW directions folds and faults with NNE–NE directions secondary faults under the control of Likou syncline. The analytical results of the present tectonic stress field showed that the mine area has the partitioned characteristics. As the whole，the mining area manifests as dynamic stress field. The stress field type of the normal fault dominates absolutely in the west mining area. The stress field type of the strike-slip fault dominates absolutely in the middle mining area. The stress field type of the reverse fault and the strike-slip fault dominates in the east mining area. The mining area belongs to high stress region. In the regional mining area，the trend of the stress value is in a gradually increasing process from the west area to the east area. The stability of the stress field is between the relative stable state and the critical state. The maximum horizontal principal stress direction is NEE. The direction of the principle stress have undergone obvious changes in near faults. With the increasing of the buried deepness，the principal stress is gradually increasing，the coefficient of the horizontal pressure is decreasing，and the stress field has the changing tendency from dynamic to static. Research results provide the scientific basis for guiding mine roadway layout and preventing coal and rock dynamic disaster in mining area.

Perforated fracturing of horizontal wells is a key measure to exploit unconventional oil and gas reservoirs，but the competitive initiation of hydraulic fractures from perforation tunnels and the non-planar propagation near the wellbore are still unclear. Therefore，taking the well HX of shale oil reservoir as an example，a three-dimensional fully-coupled fracturing model with helical perforation is established by using the discrete lattice method. The interaction behavior and propagation evolution of multi-tunnel fractures for helical perforation are described in detail. The impacts of controlling factors such as horizontal stress difference，perforation density and phase angle on the propagation of near-wellbore fractures are systematically studied，and several engineering measures to control the complexity of near-wellbore fractures are put forward. The results show that there are longitudinal fractures and transverse fractures at the bottom of perforation tunnels in the initial stage of fracturing，then，transverse fractures propagate predominantly while longitudinal fractures are restrained due to the influence of in-situ stresses，and finally，a dominant transverse-fracture perpendicular to the direction of the minimum horizontal principal stress is formed at the far end after different communication between fractures initiated from adjacent tunnels. When the horizontal wellbore is oriented along the direction of the minimum horizontal stress，the low horizontal stress difference，high perforation density and low phase angle are beneficial to the creation of simple and continuous transverse-fractures near the wellbore. However，under the conditions of high horizontal stress difference，low perforation density and high phase angle，complex fractures with multiple branches are generated due to the difficulty in communication between fractures initiated from adjacent tunnels. The proposed three-dimensional fully-coupled model of perforated fracturing effectively describes the initiation and propagation of multiple-tunnel fractures，and the research results provide theoretical guidance for controlling the complexity of near-wellbore fractures by optimizing perforation completion.

A series of shield tunnel face instability model tests using transparent clay were conducted to investigate the instability process and characteristics of the excavation face. It was verified that the transparent clay could be used for the experimental researches in shield tunnel face instability. The instability evolution process of the excavation face of shield tunnels was studied based on the soil movement under different cover depths to diameter ratios. The characteristics of staged collapse process，influencing zone and shape of the excavation face instability as well as the change of the surface settlement were discovered. In addition，the surface settlement under different collapse stages was studied. The nature of the excavation face instability is a gradual process of soil movement which can be described as three stages. The loosened clays in front of the tunnel face slipps into the tunnel vertically downward at an angle together with those in the upper portion in the initial deformational stage. The surrounding clays are disturbed and loosed continuously and the extent of the soil movement increases in the deformational-extended stage. The clays slipp rapidly and the overall face instability occurs in the collapse stage. The zoning characteristics refers to that the influencing zone of the face instability consists of the collapse zone caused by the overall clay collapse and the disturbed zone in which the clays exhibit obvious movement. A determination criterion of the collapse zone was proposed. The clays in the collapse zone flow into the shield tunnel in the longitudinal section and have an oval shape in the cross-section during the collapse stage. The traditional logarithmic spiral and Torus model contours fit well in the lower portion of the collapse zone but deviate in the upper portion of the collapse zone. The surface settlement in the cross-section conforms to the Gaussian settlement curve in the initial deformational stage and deformational-extended stage but deviates from the Gaussian settlement curve in the collapse stage.

Dry density and moulding water content are two key factors affecting the soil-water characteristic curve of compacted loess. This paper aims to study the influence of the dry density and the moulding water content on the macroscopic soil-water characteristics of compacted loess from microscopic perspective. For this purpose，the filled loess of Yan'an was collected，and two sets of samples were made by static pressure method. The moulding water content of group A with different dry densities of 1.40 g/cm3，1.60 g/cm3 and 1.80 g/cm3 is 10%，and the dry density of group B with different moulding water contents of 10%，16%(optimal water content) and 18% is the maximum(equal to 1.79 g/cm3). In the study，the contact filter paper method was used to measure the full range of wetting soil-water characteristic curves，the SEM images were obtained using polished slices of epoxy-filling soil samples，and the pore distribution curves were measured by the mercury intrusion method. The test results show that the soil-water characteristic curves of the soil samples with different dry densities in group A basically overlap in the residual stage but present regular changes in the near saturated stage and the transition stage. The soil-water characteristic curves of group B also basically overlap in the residual stage，but that，with increasing the moulding water content，the air occlusion value decreases and the suction range of the transition zone widens，resulting in a change from a single wetting mode to a dual wetting mode in the transition stage. Through micro-structure analysis，it is found that the soil-water characteristics of the two sets of samples are essentially controlled by the pore size distribution and that there is a corresponding relationship between the coincident point and the intersection point of soil-water characteristic curves and pore distribution curves. The distribution range of the dominant pores determines the suction range of the transition stage，and the size of the dominant pores determines the wetting rate in the transition stage. The number of peaks(single or double peak) of the pore distribution curve determines the wetting mode(single or double dual wetting mode) of soil-water characteristics，and the coincident pore area curves determine the similar soil-water characteristic curves.

The seismic response of buried pipelines under longitudinal uniform and non-uniform excitations was investigated to explore the similarities and differences of soil and pipeline seismic responses in different boxes by employing the multi-point shaking table tests. The test data of soils and pipelines in different boxes were analyzed and studied in terms of acceleration and pipeline strain. The results show that：(1) The displacement time-history curves of the soil surfaces in different boxes are similar under uniform excitation with different loading levels. Under non-uniform excitation，however，the displacement time-history curves of the soil surfaces in different boxes are significantly different. Obvious longitudinal relative displacements occur between the soils in each box，the soils are torn apart，and large residual displacements are produced after ground motions. (2) Compared with the uniform excitation，there is obvious relative displacement between the pipelines and the surrounding soil under the non-uniform excitation，which results in the increase of the pipeline strain with a peak value about twice that under the uniform excitation. (3) Under uniform excitation，the seismic responses of the pipelines are similar to the response of the soil. Under the non-uniform excitation，the seismic responses of soil and pipeline in different boxes are different，but the seismic response laws of soil and pipeline in each box are basically the same.

The freezing-thawing test is vital to obtain the physical parameters and to evaluate the engineering characteristics of frozen soils. In this paper，the experimental study on frozen soils is reviewed from four aspects：hydrothermal parameters，mechanical parameters，frost heaving and thaw settlement mechanisms. The main test methods and equipments of thermal-hydro-mechanical parameters are presented. The development and experimental verification of the theoretical models are summarized. The variable temperature control ability of the equipments is important for the data quality of frozen soil tests. However，the domestic manufacturing level of low temperature coolant circulation pumps with high pecision is immature in China. Freezing-thawing test systems with high performance are still mainly dependent on imports. Therefore，attention should be paid to the research and development of test equipments when the experiment and theoretical researches on frozen soils are carried out. The neural network-PID algorithm combined with the solid-state refrigeration system is capable to solve the problem of variable temperature control of test equipments. The high variable temperature control performance of the solid-state refrigeration system has the ability to simulate the complex freezing process. Combined with new sensing technologies，such as fiber optic pressure sensing technology and linear CCD scanning imaging technology，the solid-state refrigeration system can provide new experimental schemes for the frozen soil research. The improvement of the test technology can promote the research of freezing and thawing mechanism of soils and provide reference for the engineering construction in the cold regions of China.

In warm and ice-rich permafrost regions，the settlement deformation of the traditional embankments is obvious owing to permafrost degradation. Therefore，cooling methods，such as crushed-rock revetments and thermosyphons，should be implemented in the embankments to improve the thermal and mechanical stability of the embankments. To evaluate the reinforcing effects of different types of reinforcement measures and the mechanical stability of the reinforced embankments，based on six monitoring sections along the Qinghai—Tibet Railway in permafrost regions，the reinforcing effects of combined crushed-rock revetment and thermosyphon measure and single crushed-rock revetment measure are evaluated by analyzing historical deformation data. Then，the settlement process of three sections with large deformation is evolved by using the Verhulst model and the exponential curve method in order to evaluate the mechanical stability of three sections. The results show that the deformation rate of a traditional embankment will be effectively slowed down after reinforced while that the reinforcement efficiency of the combined measure is faster than the single crushed-rock revetment. In the permafrost regions with massive ground ice，the mechanical stability of the embankments can be significantly improved by using combined measures. A single reinforcement measure may only slow down the deformation rate of the embankments to a certain extent，but can not effectively improve their long-term mechanical stability. In addition，the uneven settlement of the embankments can be effectively adjusted by using crushed-rock revetment with different thicknesses on both sides of the embankments. This study aims to deepen the understanding of the effect of embankment reinforcement measures and to provide a scientific basis for embankment reinforcement in the permafrost regions.