The high-location and long run-out landslides usually have typical dynamic erosion characteristics，resulting in obvious increments of both the landslide volume and the moving distance，and consequently，inducing serious geological disasters due to misjudgment of the disaster area. In this paper，a new dynamic erosion model for evaluating the plowing behaviors of a long run-out landslide through the substrate¢s surface material was proposed based on the sliding block-spring model and the plowing resistance model. The developed model describes that，during the movement of sliding blocks，the resistance at the base produces a scraping force on the substrate¢s surface material and a scraping layer forms，and that the scraping layer pushes against the front accumulation，similar to plowing a field，and will be subjected to reaction named as plowing resistance. According to the relationships among the plowing resistance，the plowing passive zone and the motion path，two detailed kinds of plowing models including pushing and shearing types were put forward. The corresponding mechanical expressions of the base resistance were established and a two-dimensional program was compiled. Areletuobie flowslide in Xinyuan county，Xinjiang Autonomous region，was illustrated to analyze the motion features of long run-out landslides, and variations of the plowing volume and depth with the specific resistance were revealed. Comparisons among the developed model，sled model，equivalent fluid model and liquefaction model show that the developed model has a similar trend with the equivalent fluid model and the sled model，and is more stable than the liquefaction model. It is also shown that the peak value of the movement velocity calculated by the developed model is smaller than that by the other three models，which is mainly due to the energy dissipation of spatial plowing effect. As a mechanical model which can quantitatively calculate the volume increment of landslides in the process of dynamic erosion，the developed model has clear concept and simple calculation，and provides an effective supplement to the kinematic model of landslides.

Loading and unloading experiments on coal-rock combination bodies were carried out by a true triaxial test system to explore the mechanical behavior response characteristics of the combination bodies with different coal thickness proportions and to analyze the influence of the coal thickness proportion on impact failure characteristics of combination bodies. The results show that，as the proportion of the coal thickness increases，many X-shaped conjugate shear cracks form in the bodies，the strength shows a significant decrease trend with a gradually decreasing gradient，and the impact failure characteristics gradually become obvious. The deformation mainly occurs in the initial stress loading stage and the vertical stress reloading stage，and the maximum principal strain plays a dominant role in deformation. The characteristics of the full stress-strain curves of combination bodies with different coal thickness proportions are similar. As the proportion of the coal thickness increases，however，the plastic deformation gradually increases. According to the experimental results，under similar mining and geological conditions，the burst trend of the floor increases with a gradually decreasing gradient as  the bottom coal thickness increases. When the bottom coal thickness increases to a certain value，the increase of the bottom coal thickness has no obvious superimposed effect on floor burst. The research results can provide a reference for further study of occurrence mechanisms of floor burst，the construction of pilot test platform for prevention and control technology，and the development of engineering simulation.

The state of surrounding rock faced in the development of deep mineral resources is essentially different from that of shallow roadways. The fracture degree of the surrounding rock in deep roadways is more serious，and the mechanical properties of the fractured rock are quite different from the intact rock. To investigate the mechanical behaviors of damaged and fractured rock，a preparation method of damaged and fractured rock samples by triaxial test through simultaneously unloading axial and confining pressures was proposed，and an apparent damage and fracture variable taking into account the degradation of the elastic modulus and the influence of the plastic deformation was defined for describing the damage fracture behaviors of rocks. The MTS 815 rock mechanics test system was used to carry out triaxial unloading tests at 8 unloading points including pre-peak，peak，post-peak and residual，and rock samples with different damage and fracture degrees were obtained. Through the triaxial compression test of damaged and fractured rock samples，the relationships between the peak stress，strength and deformation parameters and dilatancy characteristics with the confining pressure and the damage fracture degree were revealed. The test results show that the stress-strain curve of the triaxial reload test of rock samples with different damage and fracture levels still has 5 stages of the conventional triaxial compression test of intact rock samples. However，the curve of post-peak softening section of rock samples with a high damage and fracture degree is gradually gentle，showing certain plastic deformation characteristics. The peak stress，strength and deformation parameters of rock samples are positively correlated with the confining pressure，and the confining pressure has a significant inhibitory effect on the volume expansion of rock samples. As the damage and fracture degree of the rock sample increases，the reloaded rock sample after unloading is more likely to expand，the peak stress and the elastic modulus of the rock sample will decrease，while the generalized Poisson¢s ratio will increase.

The surrounding rock is subjected to linear or nonlinear gradient geo-stress. However, there is no ideal loading test method and device for applying gradient stress on rock，which has severely restricted the investigation of mechanical properties of rock under gradient stresses. Based on the distribution regularities of the tangential and radial stresses around underground circular opening，a new test device was developed to simulate the gradient static stress environment on a long rock specimen. The loading device system consists of a base platform and horizontal close load-bearing bracket，an axial loading device，a transverse loading device，and some auxiliary parts and tools. The key test techniques for determining the normal forces on upper and lower lateral sides of specimens，the thickness of the rubber blanket，the static friction coefficient between red sandstone/stainless steel and rubber blanket were studied. The long specimens were prepared with stainless steel and red sandstone. The gradient stress loading tests of stainless steel and red sandstone specimens were carried out to verify the feasibility of the proposed test method and device system. The results show that the test method and device system can ideally simulate linear and nonlinear gradient static stress on a long specimen，and that the test device system is easy to operate and can realize various static stress gradient modes. When the uniform bolt tightening torque is applied on red sandstone specimens，the cross-section of specimens will have linear gradient static stress and nonlinear gradient static strain. With increasing the bolt tightening torque，the curvature of the gradient strain curve becomes smaller and smaller. When the non-uniform bolt tightening torque is applied on red sandstone specimens，both the stress and the strain on the cross-section of red sandstone specimens are nonlinear. As the non-uniform gradient of the bolt tightening torque increases，the non-linear gradient of the axial compressive strain becomes larger.  

Grouting is a commonly used reinforcement method in geotechnical engineering. The grouting consolidation bodies formed in actual engineering projects are generally inner-defect-containing，and the failure of the grouting consolidation bodies is actually the destruction of those internal defects. In this paper，a preparation method of samples with internal defects is designed and a series of mechanical tests of samples with internal defects are conducted. The numerical method of PFC2D is used to carry out the numerical contrast test on the inner-defect-containing grouting consolidation bodies(IGCB). The test results demonstrate that the number and position of internal defects have a significant effect on the strength of grouting consolidation bodies and the failure of IGCB first occurs at the defect position. In the initial stage of failure，a small amount of micro-shear cracks and micro-tensile cracks respectively appear at the upper and lower positions around the hole. With the loading process going on，the micro-tensile cracks at each defective point continue to extend and finally run through，resulting in a final destruction of the sample. The preparation method of samples with internal defects and the research work can provide some theoretical supports for design and construction in grouting engineering as well as some new ideas for other similar projects.

Compared with the traditional mechanical test，the numerical test method has the advantages of low cost，flexibility and convenience，and is not affected by the performance of test machines and the dispersion of rock samples. The meso-mechanism of rock deformation and failure can be conveniently studied by analyzing rock meso-structure and parameter sensitivity. As a useful supplement to the macroscopic mechanical test，the mesoscopic numerical test method has gradually developed into an important means to study the mechanical properties of rocks in recent years. Based on the discontinuous deformation analysis method，a numerical micromechanical test method was established to realize the ideal rigidity of a rigid testing machine and the servo control of an electro-hydraulic servo testing machine. Under the framework of mixed high-order discontinuous deformation analysis，the block elements that make up the rock sample can adopt the displacement mode of constant strain element or higher-order polynomial，and the block elements that simulate the loading frame adopt the rigid-body displacement mode，so as to achieve the ideal rigidity of the loading system. The numerical simulation of the closed-loop control mechanism of the electro-hydraulic servo testing machine is realized by the real-time feedback control of the loading rate and its magnitude. The application of calculation strategies such as“loading step withdrawal”and“binary search”makes the loading rate and its magnitude in the numerical test always adapt to the bearing capacity of the rock sample，so as to get a more realistic post-peak curve. The validity of the servo numerical simulation program was verified by two simplified models. After that，uniaxial compression test was carried out with the developed program，and the stress-strain whole-process curve was obtained. The servo numerical test method based on mixed higher order DDA provides a new research method for the numerical micromechanical study of basic mechanical properties of rock.

The non-pillar mining technology of roof cutting and pressure releasing with automatically formed roadway(AFR) is a new type of coal mining method，which takes advantage of the mining pressure and rock mass expansion characteristic to automatically form roadways and hence，achieves coal mining without requiring excavating mining roadways and reserving protective coal pillars. In order to study the movement mechanism of overlying strata，the mining pressure behavior and failure mechanism of AFR in the whole mining process of the non-pillar mining with AFR，a 3D geomechanical model test system for non-pillar mining with AFR was independently developed，which composes of reaction and hydraulic loading subsystem，automatic mining and roadway forming subsystem and high-precision real-time monitoring subsystem. The model test system，equipped with a complete set of test devices to simulate the core techniques such as mining，roof pre-splitting and roadway automatic forming，can actually simulate the whole mining process of mining and forming roadway integration by the non-pillar mining technology of roof cutting and pressure releasing with AFR and monitor the mining pressure of whole working face. The geomechanical model tests with different model sizes in the range of 5.5 m in length，2.4 m in height and 3.0 m in width can be carried out through a combined anti-force device. Taking the China¢s first working face of N00 technology—S1201–II working face of Ningtiaota Mine Coal as the engineering background，the 3D geomechanical model test was carried out by applying the model test system to study the most complicated N00 technology in non-pillar mining technologies with AFR. The mining pressure behavior of N00 technology was revealed and the control mechanism of the AFR surrounding rock was cleared. The key control positions of AFR were obtained，and the corresponding engineering suggestions were put forward to guide the following field application. The field monitoring results are basically consistent with the model test，which verifies the rationality and effectiveness of the model test system.

The main purpose of this study is to compare the five rapid assessment methods of landslide susceptibility mapping including information value(I)，certainty factor(CF)，logistic regression(LR)，LR-I and LR-CF based on GIS technique. The five models are applied in Jiuzhaigou County，Sichuan，China，which is part of the area affected by the August 8，2017 Jiuzhaigou earthquake. 6205 landslides were selected as the database based on history records，remote sensing interpretation and field investigation，and fifteen influence factors including elevation，slope gradient，slope aspect，terrain curvature，profile curvature，plane curvature，PGA，stratum lithology，rainfall，topographic relief，surface roughness，surface cutting degree，distance to fault，distance to highway and distance to river were chosen as the evaluation indices. The I，CF and LR models were used to build the landslide susceptibility mapping evaluation systems based on 80% of total(6205) landslide database，and the landslide susceptibility was set as extremely low，low，middle，high and extremely high in Jiuzhaigou County. The LR-I and LR-CF coupling models were proposed to optimally perform landslide susceptibility at Jiuzhaigou County. A susceptibility evaluation index system was secondly calculated by logistic regression and susceptibility level prediction for landslides was performed based on GIS platform. The validations of the resulting susceptibility maps were performed and compared by the frequency ratio and the area under curve(AUC) in receiver operating characteristic curve(ROC)，which represents the respective success rate. The results indicate that the frequency ratio of high and extremely high susceptibility in the Jiuzhaigou County is more than 85% for all I，CF，LR，LR-I and LR-CF models and the AUC assessment accuracy of the five models is respectively 0.762，0.756，0.788，0.838 and 0.836. The LR-I and LR-CF models can improve evaluation accuracy approximately 8% compared to I and CF models and approximately equal to5% compared to LR model，proving that the LR-I and LR-CF are better than I，CF and LR for predicting landslide susceptibility. These models can provide reliable approaches for rapidly building up evaluation index system and regional landslide susceptibility.

In order to meet with the development of ultra-deep mine shaft construction，the conflicts and tough technical problems existing in design and construction are discussed，and the aim and strategy of the solution based on the elastic state and theory of deep shaft lining design and construction are put forward in introduction. Based on Darcy¢s seepage law，Terzaghi¢s effective stress principal and continuous medium elasticity theory，the mathematical model of coupled seepage and stress fields under grouting consolidation in deep gold mine shafts is studied, and the expressional formulas of seepage and effective stress fields are deduced. Comparison with the numerical method verifies the accuracy of the implicit analytical expressions. By using graphical method，is the effects of the grouting radius，the permeability，the possion¢s ratio and the elastic modulus of grouting area on seepage and effective stress fields are discussed. A case study on Xincheng new main shaft in Shandong province，China，is illustrated, presenting the controlling design method of grouting consolidation based on the grouting radius and the seepage conductivity. It is shown that enlarging the grouting radius or decreasing the seepage conductivity of and the Possion¢s ratio can decrease the effective stress of grouting and surrounding rock，which is benefit to enhance the stability of shafts and to decrease the water flow to the shafts. The research results could provide a theoretical reference for designers and constructors.

There are still many problems to be solved due to the complex structure and various factors of rockfall，especially the dynamic response of railway bridge engineering to the impact of rockfall is one of the key problems to be solved. This paper takes a typical bridge engineering site of La-Ling Railway as an example，using Rocfall simulation，focuses on the dynamic analysis of the total kinetic energy of translational velocity，spring height and so on caused by rock mass collapse and rock falling on the same structural plane with different slope inclinations，based on the above analysis，combined with the model test acceleration response test，using SPECTR calculating program of the acceleration，velocity and displacement features of the dynamic response spectrum analysis and evaluation. The results：(1) The rockfall movement is mainly related to the slope dip angle. The slope dip angle is relatively large，the rock falling from the slope is mainly rolling movement；The slope angle is small，and the falling stone mainly slides from the slope. (2) Under the influence of dynamic friction and recovery coefficient，the falling rock of the dangerous rock will have a nonlinear decrease in the process of each impact on the concrete bridge deck. (3) Rock mass rockfall has a large short-term acceleration pulse effect on the impact of structure. When the fundamental frequency of structure is the same，the spatial change of rock fall movement from the slope is the main factor causing the significant difference in response of vibration characteristics. (4) Speed response time history curve approximation shows "cosine" type，the overall even increase over time and present nonlinear changes，increase or decrease its speed and large angle slope angle response peak slightly bigger than the small angle，slope angle rockfall impact time effect of structure on the associated with the slope angle，slope angle，the greater the triggering time effect，the more obvious，the longer duration of vibration effectively. (5) When the damping ratio is between 10% and 20%，the attenuation range of the response spectrum curve is the most significant，and when the value is between 30% and 40%，the acceleration response spectrum curve shows obvious difference. Therefore，the design should encourage the increase of the bridge¢s flexible anti-impact performance. The above research results have engineering guiding significance for the construction of new bridges in mountainous areas of Sichuan—tibet railway.

In order to study the micro-structure of rock mass and to evaluate the pyrolysis efficiency of oil shale by in-situ steam injection，the pore and fracture parameters of oil shale after pyrolysis were tested by mercury injection test and micro-CT，and the temperature evolution characteristics and oil production of oil shale under different heating modes were analyzed and discussed by numerical simulation. The results show that，after pyrolysis，the effective porosity of oil shale is at least 12.2 times of that of natural oil shale，and the structure of pores with smaller tortuosity and larger specific area，being mainly capillary pores，is changed fundamentally.  After pyrolysis，the internal fractures of oil shale are mainly micro-fractures，and the fracture number of the samples is between 185 and 293. Under the action of high temperature steam，there is obvious thermal cracking in the oil shale. In the process of oil shale pyrolysis by steam injection，significant fracture of the bedding plane of the oil shale occurs，forming a fracture plane through the whole three-dimensional space and hence providing a good path for pyrolysis and product migration. It is also found that the efficiency of oil shale pyrolysis by steam injection is much higher than that of conduction heating. When the pyrolysis time is 19 months，the effective pyrolysis area of the oil shale can reach 22.4 times of conduction heating and the oil production of oil shale pyrolysis by steam injection is much higher than that by conduction heating. The experimental test and numerical simulation results show that the technology oil shale pyrolysis by in-situ steam injection is efficient and feasible.

It is of great significance to predict the TBM tunnelling parameters in stable phase based on the data of the rising phase，which can predict the recommended values of the tunnelling parameters at the early phase of each tunnelling cycle and assist to set and optimize the TBM tunnelling parameters. A TBM tunnelling parameter prediction model based on improved particle swarm integrated back propagation(IPSO-BP) is proposed，in which the standard PSO algorithm is improved by using adaptive inertia weight and the connection weight and bias of BP network are optimized based on improved PSO algorithm. Based on the 802-day TBM operation data of Songhua River water conveyance project，the training and test sets are divided. The variation characteristics(mean value and linear fitting slope) of cutterhead torque，penetration，cutterhead power，advance rate and total thrust in the first 30 s of TBM rising phase，as well as three geological parameters(i.e.，lithology, surrounding rock level and groundwater level) are selected as the inputs of IPSO-BP model. Three key hyper-parameters including number of the hidden layer nodes，learning rate and population size are determined by experimental method，and the advance rate v，total thrust F and cutterhead torque T in stable phase are predicted. The results show that the R2 of the proposed model is over 0.85 and the mean absolute percentage error is less than 12.68%. Compared with BP and PSO-BP models，the proposed model has higher prediction accuracy.

It has become a developing trend to use computer vision to detect structural defects of tunnel lining surface quickly and nondestructively. However，the existing methods for defect diagnosis cannot evaluate the severity of structural defects objectively according to the results of image recognition. In order to overcome the shortcoming，a novel and objective diagnosis index，named tunnel defect index-crack(TDI-C)，and grading standard for structural cracks of shield tunnel lining are proposed through binary images. Firstly，three parameters including length，maximum width and fractal dimension are adopted for the quantification of cracks using digital image processing. A dynamic block algorithm is proposed to calculate the length and maximum width of cracks. The fractal dimensions are calculated by box-counting algorithm. The larger the fractal dimension of cracks，the more complex the morphology of cracks. Secondly，taking tunnel section of 200 ring linings as the diagnostic scale，the accumulative value of the defect quantification parameter is calculated. The defect sample space composed of 21 tunnel sections is established. Three levels of structural defect grading and the defect level of each sample in the defect sample space are also determined rationally using the algorithm of K-means++ cluster. Through the method of partial least square regression analysis，a novel diagnosis index named TDI-C is proposed，and the grading standard of structural cracks for shield tunnels is established subsequently. Finally，a case study of structural crack diagnosis for metro shield tunnels is introduced to point out that the proposed method has more advantages than the existing methods.

In order to improve the temperature control accuracy and to monitor the growth process of ice lens in real-time，a novel visualization apparatus for freezing soil test，mainly including a solid-state refrigeration module and a CCD visualization module，was designed based on solid-state refrigeration and linear array CCD(Charge Coupled Device) scanning technology. The neural network was adopted in the solid-state refrigeration module to optimize the parameters of control algorithm so that the test apparatus has the self-adaption capability to temperature conditions of the controlled object. In the visualization module，a linear array scanning structure with the maximum resolution of 4 800 dpi×4 800 dpi was assembled，which has the advantages of simple operation and high imaging accuracy. Performance test results show that the developed apparatus has a constant temperature control accuracy of ±0.002 ℃. In the variable temperature control process with an amplitude of 0.05 ℃，the temperature overshoot is 0.009℃. When the amplitude increases to 0.5 ℃，the temperature overshoot is only 0.089 ℃. The deviation does not exceed ±0.01 ℃ even in the linear cooling process with a cooling rate of 1.2 ℃/h.  The application test with sinusoidal temperature boundary was carried out. The test results show that the control system is robust with high accuracy and that the ice lens as small as 0.5 mm width can be observed by the scanning imaging module. It is also indicated from the test data that both the supercooling of pore water and the freezing-thawing history have a significant influence on the temperature profile and the growth of ice lens. Hence，the prefreezing of soil samples，aiming at eliminating the supercooling process，will change the initial state of soil samples and affect the test results. Furthermore，the single freezing process cannot simulate the influence of freezing-thawing history on frost heave characteristics，especially for remoulded samples. The novel apparatus can provide test conditions for further researching the influence of these factors on test results.

A series of large dynamic triaxial tests are performed mainly on construction waste. The accumulative axial deformation of construction waste and sand，excess pore water pressure，dynamic stress-strain and dynamic elastic modulus with different types of reinforcement are investigated，and the reinforcement mechanism of construction waste reinforced with tires is analyzed. The experimental results demonstrate that cycle number and dynamic stress have a significant effect on dynamic behaviors of the filler. The accumulative axial deformation obtained in the tests is in line with the shakedown theory，and the load capacity of construction waste is higher than that of sand in the same shakedown range. Within 10 cycles，the accumulative axial deformation of construction waste is suitable for the hyperbolic model，while it is suitable for the modified Monismith model after 10 cycles. When the dynamic stress is higher than the critical dynamic stress，the excess pore water pressure has violent fluctuations. The closer the dynamic stress to the critical dynamic stress，the more obvious the fluctuation phenomenon is. As the cycle number increases，the hysteresis loop area gradually decreases while the dynamic elastic modulus of construction waste gradually increases. The hoop stress and friction resistance provided by the tire sidewall can enhance the particle-tire-particle interaction，which can reduce the horizontal and vertical developments of cracks. It is also revealed that the reinforcement effect of construction waste with the top tire is better than that of the bottom tire，and the effect of biaxial geogrid is not better than that of waste tire.

Shear strength indices are key parameters used to assess the anti-scourability of rooted soil. Influenced by factors such as growth period of vegetation，vegetation species type，etc.，values of shear strength indices of rooted soil usually exhibit great variability. To reduce this variability，the shear experiment of rooted soil should be repeated more times to improve the accuracy of shear strength indices and to evaluate the influence factors. However，increasing the number of specimens means extensive damage and disturbance to the ecosystem of grassland，which is frail and vulnerable to be damaged and disturbed. Thus，the priority with reference to specimens is to decrease the number of sampled rooted soil. In this paper，rooted soil of halophytes in salt lake regions of the Daqiadam Lake in Haixi，Qinghai，was selected as the shear test object to obtain the shear strength indices. Oven drying and weighting were used to obtain the moisture content as well as root washing and weighting for the root content，and the root diameter in rooted soil was obtained using a vernier caliper. The correlations between shear strength indices of rooted soil with root content，root diameter and moisture content were analyzed，then，the distribution patterns and the distribution parameters of these physical variables were fitted based on Normal，Gamma，Rayleigh and Weibull distributions，and next Kolmogorov- Smilov test was used to verify these distribution. The results show that，among the five physical indices，the cohesion has a negative correlation with the moisture content while a positive correlation with the root content，and no obvious correlation exists among other physical indices. It is also revealed that the optimal distributions for internal friction angle，the cohesion and the root content，and the root diameter and moisture content are respectively Normal distribution，Weibull distribution and Gamma distribution. This research contributes to further investigate the factors impacting the shear strength of rooted soil and to explore the interaction among the factors，and also has a real meaning in reducing the disturbance and damage to grassland due to the activities of rooted soil sampling.

The residual stress of subgrade soil after compaction significantly affects the strength，deformation and stability of the earth structure. The horizontal residual stress of compacted silty clay under lateral constraints was tested by a self-developed apparatus，and the variation law of the horizontal residual stress with the compaction was examined. Considering the nonlinear relationship between  the components of soil cohesion and friction c(x)，φ(x)，with the shear displacement x，an analytical model，taking the peak value of cohesion component cm and the corresponding internal friction angle φf as the key parameters，was proposed for the prediction of the horizontal residual stress of compacted subgrade soil based on the Mohr-Coulomb criterion.. Finally，an error analysis was performed on the reliability of the calculated results. The research shows that the nature of the residual stress of compacted subgrade soil derives from the inter-particle locking and the residual stress increases as a piecewise function of the soil compaction. The small-shear deformation state represented by the characteristic values of the soil shear capability cm and φf can better reflect the characteristics of the residual stress state under small-rebound deformation condition when subgrade soil is subjected to compaction and unloading. The experimental data and estimated values from the proposed analytical model are in good agreement with an average error of about 6.30%. The research results facilitate a more in-depth analysis of the stress characteristics and engineering properties of compacted subgrade soil.

Electro-kinetic remediation is one soil remediation technology with a significant application prospect，and the electro-kinetic barrier developed based on the principle of this technology can effectively prevent the diffusion of contaminant ions to nearby soils or underground water. In this paper，a 1D advection-diffusion model for contaminant ion transport was established for the electro-kinetic barrier considering the combined action of concentration gradient，hydraulic gradient，electro-osmosis and electro-migration. Analytical solution was then derived by using the Laplace transform method，and the formula for calculating the mass flux was also given. Thereafter，the proposed analytical solution was verified by the 1D mode test results in the previous study. Finally，parameter study was conducted to analyze the migration of contaminant ions in the electro-kinetic barrier. The results indicate that the mass flux of Pb2+ at anode boundary decreases remarkably with increasing average potential gradient，barrier thickness or electro-osmotic conductivity. For the contaminant ions with a large diffusion coefficient，it is suggested to increase the potential gradient to improve the effect of electro-kinetic migration. The soil adsorption retardation coefficient has an unremarkable effect on the final stable outflow mass flux but can effectively prolong the breakthrough time of the electro-kinetic barrier. The proposed analytical solution can not only provide a simple calculation method for the design of electro-kinetic barrier but also be used to verify the corresponding numerical models.