Hydraulic coupling has an important influence on mechanical properties of deep coal and rock mass and failure mode. In order to study the softening effect of uni-axial compression of coal and rock samples and multi-scale characteristics of damage evolution. Utilizing the rock mechanical testing system and acoustical emission monitoring system，the uni-axial compression test of coal and rock samples is developed under the different water conditions. Firstly，by means of scanning electron microscopic identification of micro-structure. Secondly，the mechanical properties of coal and rock samples and failure mode is analyzed from macro scale. Thirdly，the damage evolution process of coal and rock samples is retrieved from the meso-scale based on acoustic emission parameters. Finally，the evolution characteristics of macro-and meso-scale damage is discussed under hydraulic coupling. The result shows that the macroscopic softening effects of coal and rock samples in different water-bearing states are similar. The increase of water content can effectively softening of rock mechanics parameters of coal as well as softening effect of distinct phases for the state has low water content，the softening effects of coal and rock samples in different water-bearing states are obviously different. The acoustic emission parameters of coal samples show a softening trend as the moisture content increases. Rock acoustic emission parameters，with the water rate increases，showing reduce the increasing trend in first. It shows that the water can effectively slow the damage evolution of coal sampling process. Ultimately，the impact of the coal sample bias is weakened. While the higher water content to provide rigidity and pore water coupling of water film speeds up the process of rock damage evolution. Finally，it is contrary to the theory of rock burst prevention and control to reduce the severity of rock mass failure. This study conclusion provides the theoretical basis for prevention measures of deep water softening of coal and rock burst.

In order to study on the evolution characteristics of rock deformation and post-peak energy under different loading methods，the triaxial tests with pre-peak unidirectional loading and post-peak cyclic loading，and the triaxial tests with pre-peak and post-peak cyclic loading were carried out with different confining stress. Results showed that at the same pre-peak stress level，the deformation caused by cyclic loading was little smaller than unidirectional loading，meanwhile，the specimens of cyclic loading appeared non-penetrating tiny crack with different lengths and angles，which developed form the end to the main crack，and the angles of main crack were relatively large under the same confining stress. The post-peak stress drop form of two loading methods was similar，while the total energy(W)，the dissipation energy(Wd)，and the frictional dissipation energy(Wf) of specimens during the process of stress drop caused by cyclic loading were smaller than unidirectional loading，and the elastic strain energy were larger. The residual strength stage of two loading methods showed ideal plastic deformation characteristics，and the residual strength was decreased with the increasing number of cycles. The W，the Wd，and the Wf，and the We，and the frictional dissipation energy per unit strain(wf) of rock specimens at residual strength stage of cyclic loading test were larger than unidirectional loading test，and the wf of two loading methods had confining pressure effect.

To investigate the fracture mechanical behaviours and acoustic emission characteristics of Beishan granites，the MTS815 Flex Test GT rock mechanics testing system and acoustic emission(AE) three-dimensional positioning monitoring system are used to conduct Cracked Chevron Notched Brazilian Disc CCNBD tests with two different loading modes(static loading and cyclic loading). Experimental results show that mean value of KIC under static loading is 1.180 MPa?m1/2，while mean value of KIC under cyclic loading is 1.153 MPa?m1/2，which is reduced by 2.3%. The existence of subcritical crack growth is verified by cyclic loading test，and it is turned out that the failure mode of CCNBD specimens under cyclic loading do not change，the specimens are still brittle. Based on the mechanical characteristic curves and acoustic emission characteristics，the fracture propagation process and fracture characteristics of CCNBD specimens under static and cyclic loading are studied.

In order to determine the uniform dynamic increasing factor model for the strength and modulus of different rock materials at different strain rates，a large number of experimental data for the relationship between strength and modulus of different rock materials and strain rate are counted. The basic types of dynamic increasing factor models describing rock material strength and modulus at different strain rates are summarized. From the aspects of standard deviation，goodness of fit，experimental law and smoothness，a best suitable dynamic increasing factor model for reflecting the strength and modulus of different rock materials is comprehensively evaluated and then determined. The results show that the applicability of the evaluation of the dynamic increasing factor model can not only be determined by the standard deviation and the goodness of fit，but also by the experimental law and smoothness of rate effect of the rock strength and modulus. The rock strength and the logarithm of strain rate at medium and low strain rates is consistent with linear positive correlation. And the exponential function is most suitable for reflect the rate effect of different rock strength under medium and high strain rates. Further，the best uniform model for describing the strength of different rocks at full range strain rate is also determined. Compared with rate effect of the strength，the dynamic increasing factor model embodying rate effect of different types of rock modulus at different strain rates is almost the same. The difference is that the rock modulus at the medium and low strain rates is linearly positively correlated with the logarithm of the strain rate. Meanwhile，models suitable for describing the rate effect of different rock modulus at medium and high strain rates are not only exponential function but also power function.

For simulating the environmental changes experienced by wellbore surrounding rocks during the exploitation of geothermal energy，circular granite was heated and cooled and immersed in water at different temperatures for curing，thus the experimental study on the radial compression of circular granite under the condition of temperature-humidity cycling has been carried out. The results show that the deformation characteristics of circular granite are affected by inner diameter，heating temperature，curing water temperature and cycles of thermal energy exploitation，and there appear concave section，straight section，platform section and cliff descending section on load-displacement curve. The larger inner diameter，the higher temperature heating，the higher curing water temperature and more cycles of thermal energy exploitation weaken the ability of circular granite to bear radial load. In addition，the circular granite was destroyed under the effect of tensile stress，and it cracked along the circular inner wall of loading direction firstly，and then the cracks extended to the circular outer wall，resulting in buckling failure of the whole structure. Based on the deformation and failure characteristics of circular granite，it is indicated that the maximum tensile strain can be used as a parameter to determine whether the specimen is damaged. Furthermore，the failure criterion of circular granite is established with certain assumptions，and it is verified by the inner and outer wall strains of circular granite with different inner diameters under radial load.

Using non-explosive high-energy gas to break rock is a technical method often used in engineering practice. In order to study the rock-breaking characteristics of high-energy gas and obtain the key factors that affect the rock-breaking effect，an experimental device is designed to simulate the generation and impact of high-energy gas. By controlling the pressure peak，loading speed and other factors，the simulation of the rock breaking effect of high energy gas with different characteristics is realized. A comparative experimental study of quasi-static and transient loading is used to study the influencing factors that affect the rock breaking effect of high-energy gas. The transient flow theory is used to analyze the motion of high-energy gas in the device，and the pressure characteristics of the effective impact load acting on the bore surface of the specimen are analyzed. Combining the experimental results and theoretical analysis，the influence laws of each factor on the rock breaking effect are explored. The analysis results show that the transient effect of high-energy gas is obvious，and the effect of gas pulse pressure is much larger than that of gas expansion pressure，and the loading speed obviously affects the effect of impact rock breaking. Therefore，in the design of high energy gas rock breaking，when the loading peak is limited，the rock breaking effect can be improved by adjusting the loading speed.

For the sake of investigating the impact rules of strata stress，hydraulic pressure and thickness of waterproof-resistant slab on water inrush，which hazard on the tunnel face，a mechanical model of minimum safe thickness of waterproof-resistant slab for water inrush was established. And a series of pattern tests were carried out by using similar model test method. The experiment smoothly and successfully reproduced the process of sudden water inrush in front of the tunnel face caused by excavation unloading. And the hydraulic pressure value of water inrush was obtained under the condition of different strata stress and thickness of waterproof-resistant slab. The influence law of each factor on water inrush disaster was analyzed under the combined action of excavation unloading. With the increase of the strata stress，the hydraulic pressure during water inrush which under different thickness of waterproof-resistant slab indicates totally opposite change rule. In addition，there were two primary failure patterns for the destruction of the tunnel face for a water inrush disaster. Namely，one was the shear failure occurring at the center of tunnel face. And the other was infiltration failure along the edge of the tunnel face. And the water pressure during water inrush of the former was dramatically higher than that of latter. The test results can provide the trial basis and the data support for the hazard risk assessment of sudden water inrush in front of the tunnel face during the tunnel construction，and can also offer reference for similar projects.

Heterogeneity has been incorporated into numerical models，dues to the fact：The mechanical response of geomaterials is highly affected by microscopic heterogeneity(material heterogeneity，geometrical heterogeneity，boundary/interface heterogeneity). In the past，it was difficult to quantitatively characterize rock heterogeneity owing to technical limitations. Facing reality，researchers are often wise：On the one hand，they pursue better reason，thus constantly improve measurement tools and analysis techniques to achieve quantitative charact- erization of rock microstructures；on the other hand，they are good at finding a feasible path to solve practical problems in rock engineering，such as establishing the classical elasticity based on the homogeneity hypothesis. With the fast development of the related techniques，it is becoming possible to characterize microscopic inhomogeneous quantitatively，and to construct numerical models for the actual spatial distribution of different minerals/components in rock using digital image processing(DIP). The review begins by describing the development process of rock heterogeneity research from qualitative to quantitative analysis. Then，the characterization of rock microstructures based on DIP and the research progress of modeling using DIP for geomechanics applications are presented. The likely future developments are discussed，such as the assignment of input parameters，characterization of boundary/interface heterogeneity，quantitative description of geometric heterogeneity，unity of implicit approach(statistical method) and explicit approach(mineral-based method)，3D modeling of unstructured mesh，mesoscopic characterization with parallel acceleration.

The mechanical response and energy partition of coal-rock combinations with different strength ratios were studied through laboratorial uniaxial compression tests and numerical simulation calculations. The results show that the strength and deformation parameters of the coal-rock combination mainly depend on the weak carrier. When the rock strength is weaker than the coal strength，the combination strength is similar to the rock strength，and the main destruction occurred at the rock section，when the coal strength and rock strength are similar，the combination strength is slightly higher than that of coal and rock，and fully destroying the coal and rock，as the strength and rigidity of the rock increase，the strength and rigidity of the combination also increase，and after the rock strength reaches twice of the coal strength，the uniaxial compressive strength of combination increased to 15%，the elastic modulus increased to 70% and both tended to be gentle compared with coal. At this time，coal is the main body of destruction，and with a much more consistent form of destruction. The loading stage of coal-rock combination can be divided into three stages：rapid accumulation of strain energy，slow growth of strain energy and rapid release of strain energy. Dissipative energy and friction energy begin to increase slowly in the second stage，after entering the third stage，dissipative energy，frictional energy and kinetic energy begin to increase sharply. The strain energy evolution of coal and rock is similar to that of the combination，coal is the important carrier of strain energy in combination. As the rock strength increases，the strain energy density of the coal-rock combination increases rapidly and then decreases slowly. When the strength ratio of the coal and rock is 1∶2，the coal-rock combination reaches the highest strain energy density. The bursting energy index of coal continues to increase，and the strain energy density of coal in the combination increases rapidly and then plateaus. When the rock strength in the combination is higher than that of coal，the energy storage capacity of coal strain energy can be increased up to 30%. The strain energy density of the rock in the combination increases first and then decreases，and then reaches its maximum when the coal-rock strength ratio is 1∶1.

For studying the damage evolution features of the interbedded slopes during the process of destruction under strong earthquake，and providing technical support for the slope seismic stability assessment，a centrifuge shaking table is conducted. The monitored acceleration data collected in model test is denoised，signal reconstruction and processed by HHT transformation. The relationships between the peak value of marginal spectrum，the entropy value and the development of slope damage are analyzed. A new method for identifying dynamic damage of steep interbedded slope by using the cumulative entropy of marginal spectrum is proposed. The results show that：(1) the deformation and failure mode of interbedded slope under strong earthquake is dynamic sliding-bending type，and the failure area of this kind of slope is shallow under strong earthquake. Its dynamic response presents significant near-slope effect. (2) The peak value and entropy value of marginal- spectrum of the damaged parts in a slope will change suddenly with increased seismic motion；however，only the entropy of marginal spectrum can quantify the damage degree of slope. (3) Compared with the two methods of the peak value variation and entropy value of marginal spectrum，the cumulative-entropy field chart of marginal spectrum can directly reflect the development process of damage and failure in slope，the damage degree of slope at different positions，the location of locking section and failure plane.

In order to study the effect of wetting and drying cycles on the shear mechanical properties of jointed rock mass，joint samples with a JRC range of 5.20 ± 0.25 were selected by tilt test，and the direct shear tests of red sandstone joints with different numbers of wetting-drying cycles were carried out under constant normal stress. At the beginning of the wetting-drying cycle，the peak shear displacement of the joints increased first and then decreased，and increased after 8 wetting-drying cycles. As the number of wetting and drying cycle increased，the shear stiffness of joints gradually decreased，especially under low normal stress. After 16 wetting-drying cycles，the peak shear strength of sandstone joints decreased by 12.41%–23.77%. The influence of wetting and drying cycles weakened with the increase of cycle times，and the deterioration degree of peak shear strength of joints under high normal stress decreased. The cohesion and friction angle deteriorated significantly when the number of wetting and drying cycles is small. Under the same number of cycles，the degree of degradation of the cohesion is greater than the friction angle. The degree of joint surface damage increased with the increase of the number of wetting and drying cycles. After 4 wetting-drying cycles，the degree of damage tended to be stable. Under the action of wetting and drying cycles，the shear mechanical properties of joints are significantly degraded. The generation and expansion of cracks and fissures near the joint surface is the cause of the deterioration of shear mechanical parameters.

Accurate prediction of TBM tunneling parameters under complex geological conditions can optimize and adjust the tunneling parameters in time to effectively guide equipment construction. According to on-site tunneling data from the 3rd TBM section of Songhua River water supply project in Jilin province，this paper first uses least square method to perform regression analysis on TBM tunneling parameters and on-site tracked rock mechanics parameters，which realizes the transformation from mechanical parameters to rock mass information. Then k-means method is used to classify the estimated rock mechanics parameters to establish a database including rock mass properties and machine parameters under different surrounding rock grades. Finally，the TBM rock mass parameters and machine parameters corresponding to surrounding rock grades is used as the model input，operating or control parameters as the model output target，and ELM-based machine learning algorithm is utilized to construct predictive models matching the surrounding rock grade. The predictive value fits the change trend of the measured data well，and the average error is less than 12%. The results show that TBM tunneling parameters prediction method based on clustering classification of rock mass can significantly improve the problems of low prediction accuracy and poor robustness of TBM tunneling parameters under the dynamic change of rock mass.

In this paper，for characterization of the damage process and precursor characteristics of the coal samples，the acoustic emission(AE) location technology is used to describe damage evolution process of the coal the samples under cyclic loading and unloading. Based on k-means algorithm，the cluster analysis method of the temporal-spatial dimension is proposed to study the correlation of AE events. Based on the obtained results，AE events can be divided into three categories. The short-link AE events describe the evolution process of small-scale damage，having an obvious temporal-spatial migration characteristics. The middle-link AE events reflect the evolution process of the overall damage，evidenced by a “blank zone” in the temporal-spatial distribution image. The long-link AE events represent a random damage process，and temporal-spatial distribution is isolated relatively. Among the three types of AE events，the evolution process of the middle-link AE events has the highest correlation with coal samples buckling failure. The “blank zone” of the AE events shrinks significantly while the energy release increases obviously，which can be regarded as precursor characteristics of the coal samples buckling failure.

The formation anisotropy induced by mining-induced fracture is one of the key scientific problems of mine disaster prevention and environmental protection. Based on the disturbance theory of seismic wave propagation in anisotropic media，artificial source excitation and Walkaround VSP three-dimensional three- component acquisition technology were used to extract the slowness vector and polarization vector of direct qP wave propagation in excavated fracture rock mass by using the algorithm of “five-point trinomial derivative” and “covariance matrix eigenvector method” respectively，and the trend of fracture and anisotropic coefficient of strata were predicted. The results show that the predicted fracture trend is consistent with regional geology，tectonic stress field and mining conditions. The trend of mining fracture will turn in the stratum，which is caused by the difference of lithology，strength and stiffness. The degree of anisotropy excavated fractured rock mass is closely related to the characteristics of “three zones” of overburden, from shallow to deep shows a small increase and then a smaller trend. The degree of anisotropy of bending subsidence zone and strata not affected by mining is less than 1%，fracture zone is less than 2%，and caving zone is 2%-4.5%，which provides a new index for quantitative evaluation of “three zones” of overburden.

The face stability analysis of circular tunnels in fractured rock masses is a hot issue with important scientific value and practical significance. Due to nonlinear characteristics，the strength envelopes of fractured rock masses are often expressed with various different nonlinear failure criteria. Among the nonlinear failure criteria，the Hoek-Brown failure criterion is considered to reasonably model the strength of fractured rock masses. First，two existing failure mechanisms，the popular multi-block failure mechanism and modified multi-block failure mechanism，are modified and extended to calculate the limit support pressures of tunnel face in fractured rock masses within the framework of limit analysis theory. Second，the limit support pressures obtained from the two failure mechanisms and the two existing approaches，single cone failure mechanism and horn failure mechanism，are compared，which indicates that the results obtained from multi-block failure mechanism are between the results from the two existing approaches and the results obtained from modified multi-block failure mechanism are the best results when comparing with the other three failure mechanisms. Those influence rules are consistent with the rules of face stability analysis of circular tunnels in soils that follow the Mohr-Coulomb criterion. Finally，the limit support pressures obtained from the new failure mechanisms and other existing numerical simulations are compared. The results show that the results obtained from the two failure mechanisms in this paper provide consistent results with numerical simulations，especially for the results obtained from modified multi-block failure mechanism.

For the counter-tilt hard rock slope，the deformation mechanism and failure mode are controlled by rock mass structure. Based on the detailed investigation of the development and intersecting combination relationship of different structural planes in a highway slope，the deformation and failure process of the slope and the deep monitoring data are comprehensively analyzed. It is found that the deep deformation is controlled by the fault F13，the middle layer potential slip surfaces are consist of the fault F14 and part of tracing joints，and the shallow potential slip surfaces are consist of joints，weathering fracture，and unloading crack. A geological analysis model of 11 sliding surfaces in deep layer，middle layer，and shallow layer is constructed. Then the rigid body limit equilibrium analysis and discrete element simulation are carried out to summarize the deformation and failure mechanism of the counter-tilt hard rock slope. The results show that under the conditions of scouring，cutting and artificial disturbance，the slope will deform and destroy along the potential sliding surfaces with different depths and different combinations of structural planes. Through comparison of multiple schemes，treatment of anti-pressure foot protection combined with anchor bolt reinforcement，supplemented by drainage measures is proposed. After eight years of operation and monitoring，the scheme has proved to be safe，economical and reliable.

Tunnels in mountainous areas are often in high head areas with multiple faults. Currently，very few studies paid attention to the seepage field of deep tunnels surrounded by rocks under the combined action of high far-field head and the head of water-filled fault. To investigate the influence of the size of head and the uneven distribution under the combined action，this paper provides a theoretical basis for the tunnel reinforcement design. Based on the mirror image method and seepage theory，the tunnel drainage volume and the change law of the head at the key locations area are obtained，such as the lining，grouting circle and surrounding rock of the deep circular tunnel buried in the water-enriched area. Meanwhile，the head difference parameter is introduced to solve the uneven distribution law of the water head. The finite element numerical simulation is used to numerically simulate the geological conditions of this problem. The numerical simulation results are then checked with the results of the theoretical analysis，and good consistency is obtained. Moreover，this paper performs a sensitivity analysis on the influence of the parameters on the seepage field and the distribution law of the head such as the size of the water-filled fault head，the distance between the fault and the tunnel，the dip angle of the fault and the tunnel drainage volume after drainage ditch is set. The main findings are as follows：(1) the water head on the tunnel structure increases as the water-filled fault head enlarges，while the uneven distribution decreases；(2) the head and the uneven distribution on the tunnel structure decrease as the distance between the fault and the center of the tunnel increases；(3) the fault dip mainly affects the uneven distribution of the water head on the tunnel structure. The connection line between the point at the maximum and the point at the minimum of the water head on the tunnel structure at the same circumference from the center of the tunnel is always perpendicular to the fault. The research results can provide a theoretical basis for tunnel excavation and operation in the water-enriched mountain areas and the unfavorable geological environments with faults.

The prediction of rock burst intensity grade is influenced by the comprehensive action of various indexes，and the accurate prediction and evaluation of rock burst grade is an urgent problem to be solved in rock mechanics research. A rock burst prediction method based on coefficient of variation and sequence correlation analysis-multi-dimensional normal cloud model is proposed. In this method，the elastic deformation energy index Wet，stress coefficient ??/?c，brittleness coefficient ?c/?t and rock uniaxial compressive strength ?c are used as rock burst grade evaluation factors. Aiming at the problem that the accuracy of comprehensive weight determination of rock burst index is not high，the comprehensive weights are obtained based on the coefficient of variation and sequence analysis method. Combined with the multi-dimensional forward cloud generator，the membership degree of different rock burst grade is calculated，and then the sample rock burst prediction levels are given. The research shows that the graded prediction results of rock burst intensity grades based on the coefficient of variation and sequential analysis method-multidimensional normal cloud model are in good agreement with the actual situation，which shows that the method is feasible and can provide a new research method for rock burst grade prediction.

In order to realize the advance perception of unfavorable geology of TBM tunnel，this paper is devoted to tunnel fault intelligent perception using machine learning methods based on 4.08 billion records of TBM tunnel construction data of Jilin Yinsong project. The variation laws of TBM rock-machine interaction parameters (cutter-head torque and top shield pressure，etc.) are analyzed，and the excavation segments near the fault were divided into stable section，early warning section and fault section. Seven key parameters were selected as the features for fault perception by Pearson correlation analysis. A weighted integrated voting model was constructed for the intelligent perception of tunnel faults using the random forest and support vector machine method as the base classifiers. The effective tunneling cycle data of 771 groups of TBM construction near the fault was selected，and the model was trained (539 groups) and tested (232 groups) with accuracy as the target. The accuracy，recall rate and F1-score were used to evaluate the performance of the weighted integrated voting model for fault advance perception. Partial dependence plot was used to determine the sensitivity of key interaction parameters in different prediction categories. The results show that the key interaction parameters such as cutter-head torque and top shield pressure exhibit different degrees of responses prone to the fault. The weighted integrated voting model can effectively predict the stable，early warning and fault section with an overall accuracy of 89.22%. The work provides supports for early warning analysis and pre-control measures near the TBM tunnel fault.

In the process of engineering investigation of rock mass，it is of great significance to obtain precise rock structural plane properties for rational design of the project and prevention of geological disasters during construction. In order to obtain the morphology characteristics of deep rock mass，a profile line description method of borehole wall is developed based on digital borehole camera technology. Firstly，based on the plane expansion map of borehole wall，the profile line of structural plane is extracted from the plane expansion map of borehole wall by digital image processing technology，and the occurrence of rock structural plane on borehole wall is analyzed. Then，the feature parameters of the profile in each direction are calculated and counted，and the feature parameters′s distribution is used to describe the morphology characteristics of structure plane′s surface. Finally，according to the distribution of the feature parameters，the mechanical properties of the structural plane′s surface are analyzed，and the rose diagram of roughness coefficient is formed. The results show that the morphological description method can reflect the anisotropy of JRC in rock structural plane，and solve the problem that the structural′s morphology features of the deep rock mass are difficult to obtain.

Abstract：Based on TS-InSAR(time series-interferometric synthetic aperture radar)，GPS and image offset measurement data，this paper employs inverse velocity model(INV) and slope model(SLO) to calculate landslide failure trend，discusses the existing questions about the combination of the three types of data and prediction models and explores a landslide monitoring and warning technique based on time-series deformation data measured by remote sensing. TS-InSAR monitoring of landslide in Xinmo Village，Maoxian County，Sichuan Province occurred on 24 June 2017，indicates that the main displacement acceleration started two months ahead before failure，and the prediction models can provide early warning two days in advance. Although the deformation accumulated over 1 meter and accelerated in part of the time for 18 months continuously monitored by 6 GPS monitoring stations and observed serious ground fissures at the Zuofangxi slope in Meigu River of Sichuan Province，the predicted and residual life plots of two models showed that this slope is gradually stable. Field investigation verified the judgment and the current state of this slope. The failure time of Baige landslide in the upper stream of the Jinsha River is predicted by INV and SLO methods using satellite imagery offset measure data and predicted accurately in the most rapidly deformed area. The results show that (1) INV and SLO combined with remote sensing time-series deformation monitoring can predict the development trend and even the time of landslide failure，which is an efficient and economic monitoring and forecasting method. (2) Both INV and SLO have their advantages in landslides prediction，the results of the SLO model are more conservative than that of the INV model. But in the process of slope deceleration，the INV model can indicate the trend to restore stability，and the SLO model is more likely to get an invalid forecast. The prediction results of the two models are complementary，and the two models are more reliable when used together than when used alone.

The evaluation of rockburst proneness is becoming increasingly important as mining activities reach greater depths below the ground surface. In view of the uncertainty of rockburst proneness evaluation，an improved multidimensional normal cloud-critic rockburst proneness evaluation model is proposed. Based on 220 rockburst cases at home and abroad，combined with forward and backward cloud generator to determine the each rockburst proneness evaluation index belongs to the certainty and reasonable numerical characteristics of each rockburst level. The indexes weight are determined by using the improved CRITIC method. The multi-dimension normal cloud models with different rockburst level are established. The rockburst proneness evaluation level is determined by the comprehensive certainty. Compared with the evaluation results of the entropy weight method-cloud model and the cloud model for rockburst proneness based on the index distance and the uncertainty measure，it shows that the improved multidimensional normal cloud-CRITIC model is effective in rockburst proneness evaluation，and it can provide an effective basis for identification of rockburst hazard area and establishment of prevention and control measures in deep engineering.

To make clear the internal blasting vibration characteristics of the interlaid rock in small clear distance tunnels is of great significance to the guarantee construction safety and tunnel stability. Based on a large number of in-situ interlaid rock blasting tests，the main influencing factors of the vibration speed and the evolution of the vibration frequency in the near and far areas of blasting，and the blasting vibration law of different blastholes in different areas were studied. The maximum allowable charge to ensure the safety of the Great Wall was deduced by combining case analysis. The results show that SD = 3.5 is the boundary of near and far blasting，when SD≤3.5，it is near blasting area, and when SD＞3.5，it is far from blasting area，the maximum vibration velocity in the near and far blasting area is produced by the blasting of peripheral holes and cut holes respectively. The PPV value of the center of the interlaid rock in the blasting area is larger than that on both sides，and its attenuation rate is the lowest. The vibration velocity on the surface of the tunnel is larger than that in the middle of the interlaid rock，and the former has a faster attenuation rate. With the increase of SD，the phenomenon that the PPV value in front of the palm face is greater than that behind the tunnel face gradually disappears，and the main frequency of internal vibration of the interlaid rock decreases in a“L”shape. The relationship between the safe charge quantity and distance of the Great Wall based on the regression formula in front of and behind the tunnel face can better guide the blasting construction，and the blasting vibration will not cause damage to the Great Wall.

The geometric characteristics of the fracture after hydraulic fracturing determine the strength，deformation behavior and seepage characteristics of the fractured rock mass. In order to further quantitatively analyze the surface roughness，fracture aperture，occurrence and fractal characteristics of sandstone fracture surfaces under the coupling of shear stress and water injection pressure，a method for 3D reconstruction of fracture surface based on the computational geometry algorithms library(CGAL) was proposed. Combined with the grayscale distribution of CT images of fractured specimens，preprocessing method was optimized to ensure the accuracy of the 3D reconstruction. The Delaunay refinement algorithm was used to reconstruct surfaces of fractured specimens. Surface planes of specimens were detected employing random sampling consistent algorithm，which helped to realize automatic tilt correction and coordinate setting. Finally，the fracture surface could be extracted by cropping. It is quantitatively characterized by calculating the fracture communication volume，fracture communication area and fractal dimension. The results show that based on the 3D model of fractures，the development of fracture systems in sandstone specimens under the coupling of shear stress and water injection pressure can be reproduced，which provides a foundation for the geometric quantitative characterization of fracture surface and numerical simulation of fracture surface seepage behavior.

The impact probability of element at landslide risk refers to the impact probability of a element at risk in a certain spatial position under a certain disaster intensity. For this，on the basis of the sliding body motion model，put forward the sliding friction coefficient as a random variable，to calculate the impact probability by the Monte Carlo method，and then landslide risk assessment summarized as three kinds of evaluation model，and the corresponding calculation software system，using C# software programming achieved from the slope stability to the sliding probability analysis and calculation in the whole process of the impact process. Conclusion is obtained by using an real case，the results show that considering the impact probability of element at risk is conform to engineering experience and the rule of the landslide reliability theory，the indicators which use impact probability is more scientific and reasonable than other indicators，just need to calculate the impact probability of each element at landslide risk，and will increase a large amount of calculation work，but the software system can realize the massive spatial data analysis and graphical display，will improve the quantitative degree of landslide risk assessment.

In order to study the mechanism of disaster caused by rock burst and roof fall of rectangular coal roadway in kilometer deep，this paper based on the engineering background of roadway with rock burst and roof fall of Longyun coal industry in Shandong，the two media-four boundaries model of the surrounding rock structure supported by the rockbolt and anchor cable was proposed by particle flow software PFC2D，the microscopic structure evolution characteristic of the roadway during the complete rock burst and roof fall under the coupling impacts of high stress and dynamic disturbance was simulated. The effects of the rock burst on the displacement field，force chain field，crack field，failure mode，roof kinetic energy evolution and roof contact stress of roadway surrounding rock under different support schemes were analyzed. The anchorage and failure mechanisms of the rockbolt and anchor cable were revealed from the microscopic level. The results show that the coupling impacts of high stress and dynamic disturbance on the coal roadway in deep cause the high elastic energy accumulated in the rock mass to release instantaneously. It results in the fractures of the force chains among rock mass，rockbolt and anchor cable，which presents the distribution characteristics of intermittent force chains. The deteriorations of intermittent force chains and concentrated chain area cause the anchoring failure of rockbolt and anchor cable，thereby resulting in the rock burst and roof fall. The tensile and shear cracks are prone to occur at the anchoring interfaces of the rockbolt and anchor cable，and it shows sudden accumulation，which causes the propagation and coalescence of tensile and shear cracks developed at the top of the anchor cable to form the obvious fissure delamination. The anchor cable crossing the interface between coal seam and direct roof is more prone to fracture under the effects of interface shear stress and tensile stress of the rockbolt-coal rock composite，and it is usually accompanied by the accumulation of tensile and shear cracks there. The support action of the rockbolt is to form a rockbolt-coal rock composite structure had complete force chains with the coal and rock，which ensures the integrity and loading capacity of the surrounding rock and inhibits the development of tensile and shear cracks in the anchoring area. The support action of the anchor cable is to form a concentration area of stable force chains with the hard rock at the top，suspend the rock mass in the anchoring area to the top hard rock strata，and prevent the roof fall of top rock mass. Based on the above analysis，the supporting principle was proposed to strengthen the integrity and loading capacity of the surrounding rock and optimize the fracture limit of the anchor cable，which provides a new point for preventing and controlling the rock burst and roof fall of deep coal roadway.

As a new index to evaluate the integrity of rock mass，blockiness can reflect the degree of rock fragmentation from a three-dimensional perspective. In order to accurately grasp the sensitivity of the influence parameters of the blockiness index，a series of three-dimensional fracture network models under the influence of three main influence parameters，namely fracture spacing，fracture persistence and fracture occurrence，are constructed by using the joints and interfaces network inverse modeling technology，and blockiness value of each model is calculated；the influence parameters and blockiness index are calculated and analyzed by using the grey correlation analysis method. The results show that the index of blockiness has negative correlation with fracture spacing，positive correlation with fracture persistence，and no obvious relationship with fracture occurrence；the grey correlation degree of fracture spacing，fracture persistence and fracture occurrence with the index of blockiness is 0.779 9，0.622 5 and 0.34，respectively，and the influence of fracture spacing on the index of blockiness is the largest，followed by fracture persistence，the influence degree of fracture occurrence is the least. The research results lay a theoretical foundation for the complete construction of the evaluation method system of the degree of fragmentation of fractured rock mass.

There are usually columnar dangerous rock masses in the cliff coastline near the bank，which will generate catastrophic impulse wave when it fails with disintegration and plunges into the water. In this study，11 groups of physical experiments were carried out on the basis of PIV technology. For the first time，the coupled motion vector process of avalanche particles and water body was shown. The data and pictures of the tests were analyzed by the methods of phenomenon analysis，theoretical formula verification and data regression. The test results showed that the pushment of particles at the bottom was the main way to cause the water body to form wave upward and outward. The higher the column was，the bigger maximum impulse wave was. The time of the generation of maximum impulse wave was earlier than the time of the stop of the collapse. The final potential energy loss rate of granular column was about 37%–75%. There were two types of waves generated by the collapse of the granular column，i.e. the translation wave and the transition wave，among which the solitary wave form was in good agreement with KdV?s theoretical solution：the average deviation error was only 5.4%. There existed a “saturation” phenomenon for the maximum amplitude of impulse wave. The critical shape coefficient a was 5，that is to say，the amplitude of wave generated was basically kept unchanged when a ≥ 5. Therefore，the step prediction functions of the maximum amplitude were discussed by nonlinear regression，the percentage of difference between predicted value and experimental value was about 0.03%–6.7%. These functions are more suitable for the prediction of the impulse wave generated by the buckling collapse of the granular column. This study can provide technical support for the hazard prevention and mitigation of columnar dangerous rock mass in reservoir area or coastline.

The ascending branch of tunnel boring machine(TBM) tunnelling data provides rich information for real-time rock mass condition perception and the prediction of boring performance parameter. This paper proposed a bidirectional long short-term memory network combined with attention mechanism to predict the performance parameters in the stable phase of TBM tunneling. In our model，time series data of four main parameters are taken as the main input to extract the rock-machine interaction relationship，and the advance speed and RPM given in the stable phase are taken as auxiliary inputs to consider the human control behavior，and the output of the model is the predicted values of thrust and torque. Different from the traditional prediction model，the proposed model does not require geological parameters，and establishes the mapping relationship between control parameters and performance parameters by automatically learning the characteristics of the ascending branch data. In the process of model establishment，some data preprocessing techniques are used to correct the outlier data，filter noise and normalize data，etc.，and a method for segmenting the ascending and stable branch based on the torque-time curve is proposed. Relying on the Jilin Yinsong water supply tunnel project，the effectiveness and accuracy of the model are verified. The results show that the overall prediction effect of the proposed model is good，which can assist the intelligent construction of TBM with similar geological conditions.

Considering the existed shortages of the method combining vacuum preloading with electro-osmosis using prefabricated vertical drain(EPVD)，a new method combining vacuum preloading with electro-osmosis using prefabricated horizontal drain(EPHD) is proposed in this study. Thus，the model tests for both EPHD and EPVD were conducted，respectively，for comparison. Through the result of drainage，electric current and potential during the test，and settlement，water content and shearing strength of different parts of soil after the test，it is found that EPHD has a remarkable advantage in accelerating consolidation over EPHD. Compared with EPVD，the final drainage of EPHD increased about 21.7%，while the final settlement increased by 10.9%. The soil thickness between the anode and the cathode decreases in the EPHD，which not only shortens the path of drainage，but also prevents the decrease of current and effective potential applied on the soil，to improve the electro-osmotic consolidation. Moreover，the water content after the EPHD is obviously smaller than that of EPVD，and the soil strength also increases significantly for EPHD，especially at the place near the anode. However，there exists a nonuniformity for soil treated by EPHD，for relatively small effect on soil consolidation at the cathode. In addition，the energy consumption of electro-osmosis is reduced remarkably for EPHD with the same drainage. In summary，EPHD shows great advantages from the efficiencies of dewatering，reinforcement，and economy，and the further studies are necessary for its field application to treat the hydraulic reclamation slurry.

Only the ultimate lateral resistance of circular pile has a theoretical analytical solution，and the other piles with different cross section shapes are less studied. Based on the limit analysis theory of plastic mechanics，the two methods of numerical simulation and theoretical analysis are used to study the pile-soil interaction mechanism of piles with different cross sections，and the complete solutions or upper bound solutions of their ultimate resistance are obtained，including triangle，quadrangle，diamond，pentagon，hexagon，etc. The slip-resistance efficiency of the piles with different cross-sections are analyzed and compared. The results show that for solid piles，the sliding resistance and section stiffness of the traditional circular pile are the smallest among the various pile types under the same cross-sectional area. Under the same perimeter and the same wall thickness，the pipe pile has a good sliding resistance and the strongest section stiffness.

Many high-speed railways in the Southwest of China are facing the problem of expansive rock. The long-term uplift deformation of the subgrade caused by expansive rock will seriously affect the safe of the rail. The central Sichuan red-bed refers to the Jurassic red mudstone widely distributed in the Sichuan Basin，which is a typical expansive rock. At a high-speed rail station in central Sichuan，after the deep excavation and unloading of the red-bed subgrade，a new water seepage channel was formed in the bedrock due to the engineering reconstruction，so that the red-bed mudstone that originally in a closed water-proof state established hydraulic connection with the environment. As a result，the slow water absorption and expansion of the red-bed mudstone was the main reason for the long-term continuous uplift deformation of the subgrade. In order to reveal the long-term uplift deformation mechanism and evolution law of the subgrade caused by the expansion of the red-bed，the analysis method was explored，and the deformation measured data was used to invert the red-bed mudstone expansion caused by the infiltration of water through the fissures. On this basis，the prediction of the long-term uplift deformation of the subgrade was carried out. The results showed that，the deformation of the uplift of the subgrade developed rapidly in the first 5 years and it continued to develop during 5 to 15 years，but the deformation rate gradually slowed down. After 15 to 30 years，the deformation rate of the uplift further slowed down，but still showed a slow linear growth trend and failed to reach a stable state.

Based on the unified soil movement model，the influence of the physical and mechanical parameters of rock materials on the ground disturbance caused by shield construction was considered. With the Verriujt calculation formula modified，the calculation method for predicting the ground settlement caused by shield construction in soft rock area was established. Meanwhile，the indoor model test was carried out based on the similarity theory. The results showed that the settlement value obtained by the modified Verriujt formula was in good agreement with the experimental value. In regard to the settlement curves obtained from Verruijt calculation formula and model test，the curvatures of settlement form were similar，but the goodness of fit become worse as ground depth was closer to the surface. The maximum settlement value of settlement trough obtained by the unified soil movement model was larger than that obtained by experimental value. The maximum settlement caused by shield construction in soft rock ground was above the tunnel and decreased nonlinearly along horizontal direction. When the overlying ground were different，the modified Verriujt formula was still of good applicable. With the analysis of the example，the calculation method in this paper was proved to be reliable for predicting the ground settlement caused by shield construction in practical engineering.

The introduction of quantitative indicators of ramming quality is the premise of scientific cognition of ramming technology and quality control，and is the key to inherit and apply traditional ramming technology. This study adopted traditional ramming technology to ram full-scale field test samples；took samples and measured the parameters of single- and double-layer rammed body including dry density，porosity ratio，unconfined compressive strength，and the depth of rammer into the soil under the condition of different rammer mass，paved soil thickness，and ramming times；and summarized the quality characteristics of single- and double-layer rammed body under three variable different working conditions. The study found the dry density and unconfined compressive strength were the important indexes to control the quality of ramming. The increase of ramming time and rammer mass had a positive effect on the dry density and unconfined compressive strength of the ramming body. Single-layer rammed body after 8 times of ramming was convergent and stable in density and strength；the double-layer rammed body showed an obvious compacting effect of superimposed work，the density of the lower layer being increased by 4.33% compared to the upper layer and the unconfined compressive strength increasing 39.52%. The results revealed the scientificity of traditional ramming technology “chong haiwo” and “hang ying ding” in making up the uniformity of the compactness of rammed layer and enhancing the compactness and strength by layer-by-layer stacking method.

Coarse-grained soil is a widely used soil material，which has the characteristics of easily broken particles，and the research on its mechanical properties and laboratory testing technology is of great importance. The static properties research progress of laboratory testing technology of coarse-grained soil are summarized，and the static properties including particle breaking rule，critical state，dilatancy characteristics，and the law of the scale effect. The analysis shows that particle breakage and the scale effect will significantly affect the mechanical properties of coarse grained soil，and there are still differences in the understanding of critical state and dilation characteristics. In terms of the laboratory testing technology，in order to increase the tested particle size，and reduce the influence of the scale effect，many kinds of large and ultra-large laboratory test instruments have been used，which can carry out the test under wider gradation，complex conditions of high stress state，variety of complex stress path，wind erosion degradation，coupled thermal-hydro-mechanical and etc. To explore the mechanical properties of coarse-grained soil under complex conditions has become the new research spot. On this basis，four suggestions and prospects are put forward for the research problems and directions of coarse-grained soil.

The twin tunneling may induce settlements of the overlying tunnels and lead to adverse influences on the operation of the existing tunnels. The Pasternak elastic foundation beam theory and Loganathan-Polous solution are used to propose a simplified analysis method for evaluating the responses of existing tunnels to new twin tunneling underneath. The relationship between the ground losses induced by the first and second tunnel excavation is described by an exponential equation. The effectiveness of the proposed method is verified by measurement data from a case study. Based on the verified method，a parametric analysis is performed to investigate the influences of the horizontal distance between the twin tunnels，the ground loss and the pillar depth on the tunnel responses. The results show that the proposed method considering the ground loss differences between twin tunnels can derive more accurate calculation results. Increasing the horizontal distances between the twin tunnels and the pillar depth and reducing the ground loss are able to alleviate the tunnel settlements caused by twin tunneling underneath. These parameters have apparent effects on the settlements and bending moments of existing tunnels. The proposed method can provide a theoretical basis for predicting the influences of new twin tunnels excavation on the existing tunnel in relevant engineering practice.

The problem of large-strain consolidation of saturated soft soil foundations is complex，such as material nonlinearity and geometrical nonlinearity，and it is generally difficult to get analytical solutions. Based on the relationship between the porosity and the effective stress and permeability coefficient of the soil，combined with the one-dimensional large-strain consolidation equation proposed by Gibson，the consolidation equation was implified. Then，the separates self-weight consolidation and normal consolidation problems were studied under the corresponding initial and boundary conditions. The analytical solution is verified by the calculation results of the CS2 model of the example in Fox，which calculated porosity ratio of double-sided with self-consolidation with the first layer，and single-sided drainage with the second layer(total 10 layers). The results revealed that the total consolidation degree curve of the analytical solution and the corresponding moment porosity are in good agreement with the calculation results of the CS2 model. Finally the theory has a certain value engineering in the comparative analysis of a reclamation project.

In the high-level radioactive waste repository，the researchers proposed to fill the construction joints in the engineering barriers with bentonite pellet-contained materials. However，the current understanding of the effect of particle size distribution on the hydro-mechanical properties of bentonite pellet-contained materials is limited. Swell index tests，free swelling strain tests，and hydraulic conductivity tests were conducted on four typical gradations of bentonite pellet-contained materials. Results show that different gradations led to different packing dry densities and thus different swell indexes. However，the pellet fraction would affect the expanded volume of materials. The swelling strains of bentonite pellet-contained materials changed rapidly in the initial stage of immersion. The expansion deformation rates for the pellet-contained materials were 1﹣2 orders of magnitude larger than that of the compacted bentonite powder. Subsequently，the expansion deformation rates continued to decrease and became consistent with the expansion deformation rate of the compacted bentonite powder. The hydraulic conductivity of bentonite pellet-contained materials decreased rapidly by 3﹣4 orders of magnitude within the initial 60 minutes，and then decreased slowly and tended to a stable value. Both the initial packing dry density and gradation of bentonite pellet-contained materials can affect the maximum swelling strain and saturated hydraulic conductivity.

The PHC energy pile and traditional vertical ground heat exchanger have significant differences in heat exchanger structure，environmental sensitivity and heat transfer behavior. The long-term in-situ thermal response test of PHC energy pile in multi-layer strata was carried out at the energy pile testing site of Jiulonghu campus of Southeast University. The pile length is 24 m，and the heat exchange pipe is a single U-shape pipe. The duration of test reaches 1 100 h. The 20 m deep ground temperature borehole is set at 0.5，0.65 and 1.15 m from the center of the energy pile to monitor the ground temperature. Field test combined with numerical simulation to analyze and study the heat transfer behavior of PHC energy pile in multi-layer strata and the influence of multi-layer strata on the heat transfer performance of energy pile. The research results show that：(1) At the beginning of heating，the closer the soil to the energy pile，the faster the temperature rises. After a long heating period，the amplitude and velocity of ground temperature rise of each soil layer have decreased. For instance, after heating for 760 h，the temperature rise rate of each point in the soil decreased by more than 80% compared with the first continuous heating. (2) When the thermal response power changes，the closer the soil is to the energy pile，the greater the temperature of the energy pile and the more sensitive the response. As the distance increases，the temperature influence becomes smaller. The soil temperature response has a delay effect，and the further away from the energy pile，the greater the delay. (3) At the soil layer with high thermal conductivity and thermal diffusivity，the ground temperature amplitude and velocity of the soil near the energy pile are both small. Conversely，at the soil layer with lower thermal conductivity，the soil temperature near the energy pile rises faster and rises at a greater speed. (4) After the TRT unit stopped heating，the ground temperature at all points decreased and recovered quickly in the vicinity，while in the distance，the ground temperature showed a first increasing and then decreasing trend due to the delay effect. (5) Numerical simulation results show that thermal conductivity and specific heat capacity produce different effects on soil heat transfer. The heat exchange of the energy pile increases when the soil thermal conductivity is higher.

The squeezing effect of prestressed high-strength concrete pipe piles is one of the most concerned issues in geotechnical engineering. Based on the connection-subgrade project of Qufudong station in Lunan High-speed Railway，a field test of jacked pile group was carried out on the east side of the newly railway line. A high precision automatic monitoring system was established to all-weather monitor the development of the surface horizontal and vertical displacement，deep horizontal displacement，excess pore water pressure and groundwater level caused by soil compaction effect of jacked pile group with high frequency. The test results in area IV and VI，and control effect of the pre-drilled hole and isolation effect of the front piles were analyzed. Results show that：(1) Taking 1.5 mm as the boundary value，the influence range of surface horizontal displacement of jacked pile group in area IV and VI are 50.0 m and 37.0 m，respectively；(2) The squeezing effect of the rear piles can be effectively isolated by the first 5–8 rows of piles；(3) The squeezing effect can be effectively reduced by pre-drilled hole. Taking the measurement point of 5 m from the test area boundary as an example，the maximum horizontal displacement in the test area with pre-drilled holes of 20 m is 74% of that with pre-drilled holes of 15 m，and the maximum horizontal displacement in the test area with pre-drilled holes of 15 m is 25.8% of that of without pre-drilled hole under the same reinforcement width.

With the deepening of globalization and the development of polar resources，a large number of engineering activities will be carried out in the permafrost regions. In addition, in engineering that employing the artificial freezing method，intervention in the thawing of frozen layer by artificial thawing means is a possible way to eliminate thawing settlement. Microwave irradiation has high efficiency in thawing frozen soil，and can be used for rapid thawing and auxiliary-excavation method in cold regions. In this paper，the melting and softening laws of frozen soil under microwave irradiation and the corresponding microscopic mechanism are studied. The results show that：(1) the frozen soil sample with initial temperature of －15 ℃ completely melted after microwave irradiation for 85 s，the internal and surface of the sample melted simultaneously within the depth of microwave penetration；(2) the thermal efficiency of microwave irradiation is much higher than that of traditional heat conduction thawing method；(3) the temperature change of frozen soil during microwave heating has obvious thermal relaxation stage；(4) the unconfined compressive strength of frozen soil dropped from 1.43 MPa to 0.05 MPa after continuous exposure to microwave for 30 s. According to the results of nuclear magnetic resonance (NMR) test on frozen soil during microwave irradiation，combining the above experimental results，following conclusions can be drawn：(1) the fundamental reason for the rapid melting of frozen soil under microwave irradiation is that it contains a certain amount of unfrozen water，thermal movement of those water molecules is enhanced after they absorb microwave，and thus the unfrozen water is heated，meanwhile heat is transferred to the adjacent ice and soil particles，resulting in the continuous melting of the ice and the increase of the overall temperature；(2) the melting and softening process of the frozen soil under microwave irradiation are controlled primarily by the unfrozen water content. In summary，microwave irradiation is a promising artificial thawing method that could be used in various engineering scenarios in cold regions.

Based on distributed fiber optic sensing technology，this paper proposes a refined scheme for the deformation and stress monitoring of buried pipelines. The spatial and temporal distribution characteristics of axial forces，shear forces and bending moments of buried pipelines，evolution of earth pressure and shear stress on the soil-pipe interface were experimentally studied. In this paper，a simplified model for calculating pipeline settlements based on the strain measurements of optical fibers was established. An ellipticity function was introduced to quantitatively evaluate the circumferential deformation of pipeline cross sections. The results show that：(1) The spatial distribution of the settlement of the pipeline conforms to the modified Gaussian curve. Maximum errors in settlement calculation based on the quadratic integration method and the conjugate beam method are 13.1% and 4.2%，respectively. (2) The maximum deformation along circumferential direction of the pipeline occurs in its middle. Compared with bending deformation，the magnitude of circumferential deformation is relatively low，with a maximum ovality value of 1%. (3) When settlement occurs，earth pressures at the pipe bottom dissipates rapidly. Whereas，earth pressures at crown first increase rapidly and then gradually stabilize. Earth pressures on pipe sides continue to increase during settling. (4) The shear stress distribution curve on the soil-pipe interface is center-symmetric. The pipe-soil interaction is classified into two classes：strong-shearing type and weak-shearing type based on the characteristics of the shear stress.

In order to study the mechanical performance of the screw anchor foundation with large anchor plate under the uplift load in silty clay area，the static load tests of both single and group anchors are firstly carried out. The influences of the buried depth of single anchor，the number of anchor plates and the inclination angle of single anchors in group anchor on the uplift performance of the foundation are discussed in details. Afterwards，finite element model including soil-foundation interaction is established. Based on the interference analysis of the contact surface，the initial friction between the screw anchor and the soil is applied to FE model. The rationality of the numerical model is verified by comparing the finite element analysis results with the test results. Finally，based on the results of numerical analysis，the change rule of internal force and side friction resistance of the anchor pole，the proportion relationship between the side friction resistance of the anchor pole and the end resistance of the anchor plate to the total pull-up bearing capacity，and the correlation between the pull-up bearing capacity of single anchor and group anchor are analyzed. The results show that the axial load is the main internal force of anchor pole and the side friction increases with the increase of uplift displacement. The load shared by different anchor plates is almost similar，and the load shared by the end resistance of anchor plate accounts for 68%–88% of the total resistance of screw anchor foundation. Meanwhile，the uplift load of group anchor under the same displacement is about three times of that of single anchor.

The membrane behavior of soil bentonite(SB) vertical cutoff wall backfills is important in evaluating the contaminant containment performance of the SB vertical cutoff walls. Lead nitrate(Pb(NO3)2) solutions with various concentrations were tested as testing liquids for a multi-stage chemico-osmotic soil column test to assess chemico-osmotic efficiency coefficients，effective diffusion coefficients and retardation factors of polyanionic cellulose(PAC) amended bentonite/sand(PSB) and unamended SB backfills. The results showed that the measured chemico-osmotic efficiency coefficients of PSB and unamended SB backfills decreased with increasing Pb(NO3)2 concentration. The measured chemico-osmotic efficiency coefficient of the backfill in the Pb(NO3)2 solutions was enhanced with PAC amendment，which was about 2–3 times of that of unamended SB backfill. The effective diffusion coefficients of PSB and unamended SB backfills increased with increasing source Pb(NO3)2 concentration，whereas the retardation factors of lead reduced with increasing Pb(NO3)2 concentration. Compared with unamended SB backfills，PSB backfills possessed lower effective diffusion coefficient and higher retardation factor at a given Pb(NO3)2 solution.

Locking steel pipe pile has advantages of quick construction efficiency and recycle utilization. Nowadays，it is widely used as a retaining structure in excavation engineering. Non-inner supported excavation with locking steel pipe pile retaining structure similar model test was carried out to investigate the deformation characteristics of locking steel pipe pile. To simulate the structural characteristics of locking steel pipe pile，three dimensional(3D) printing technology was creatively applied to manufacture locking steel pipe pile by using Somos? Taurus as printing base material. The similar excavation model test with locking steel pipe pile retaining structure was conducted in dry sand and the soils were filled using rain fall method. The excavation from initial state to retaining structure failure was simulated by manual excavation. The lateral displacement at the pile top，ground surface settlements and the bending moment of the piles were continuously measured during the whole process of excavation. The lateral deflection of model pile was back-analyzed using pile shaft strains. The testing results shown that the 3D printing technology can rapidly and accurately manufacture locking steel pipe model piles，which meet the model test requirement perfectly. The deformation of locking steel pipe pile and the ground surface settlement increased with excavation depth，the deflection of model pile was similar as cantilever beam subjected to distributed load. When excavation depth varies from shallow depth to structure failure，both of positive bending moment in model pile and the lateral displacement in pile top increased nonlinearly. However，the positions of maximum positive bending moment maintain range from 30–35 cm below the excavation face. As a retaining structure，the locking steel pipe piles possess a good integrality. The shear failure did not occur in the pile shaft when the retaining structure reached failure state. In non-inner supported retaining structure，the locking steel pipe pile was flexible structure and its safe installation ratio was suggested from 1.8 to 2.5，which was greater than the other rigid retaining structures.

As industrial waste，electrolytic manganese residue (EMR) has small particle size and poor permeability，so traditional microbial mineralization technology has great limitations in the treatment of the EMR. In this paper，the curing technology with MgO and microbe is proposed，the EMR in Xiushan Chongqing was treated by active MgO and microbe，the principle of curing tailing sand with MgO and microbe was discussed，the effects of active MgO content on water content，unconfined compressive strength，acid-base，XRD pattern and microstructure of solidified samples were studied. The research results indicate that the active MgO reacts with water，fills the micropores of the EMR，and carbonizes with in the air，the strength of solidified samples was improved to a certain extent，and under the action of bacteria，urea was hydrolyzed to form ，which rapidly carbonized the hydration products and further improved the strength of solidified samples. The higher the content of active MgO，the lower the moisture content，the higher the unconfined compressive strength and the higher the pH value of solidified sample of the EMR. The main products of curing tailing sand with MgO and microbe are nesquehonite，dypingite and hydromagnesite. The larger the content of active MgO，the higher the content of nesquehonite.

The centrifugal model of the medium-hard free field was designed and constructed to be the artificial ground motion observation station. Four group of simulated seismic acceleration records at different depths underground including surface were obtained with gravitational acceleration of 75 g. Nonlinear ground motion effect of soil layer is studied by using the traditional spectral ratio method considering destructive interference，and the vibration mode characteristics of medium-hard free fields ground motion response is analyzed in order to reveals the variation law of the ground motion site amplification effect with depth initially. The results show that the first mode is often the most significant and easy to identify in the field amplification among all modes，but it is not the maximum of all mode amplification factors. In special cases，amplification factor of the first mode is smaller than the other modes. In general，the amplification factor increases with depth. For the second mode and higher modes，the ground motion amplification factor inner of the soil layer is slightly smaller than the surface and base of the soil layer. The amplification factor of the maximum ground motion at the surface appears at 15 Hz– 18 Hz which is in the high frequency band. The ratio of the frequency between the higher mode and the first mode is smaller than the theoretical estimation result，the difference will be increased more with the higher modes.

Electrolytic manganese residue，also called manganese slag，is a solid waste produced during the electrolytic manganese process. The engineering mechanical properties of manganese slag have great significance for analyzing the stability of manganese slag dams. Through a large number of indoor tests，the soluble salt components in the manganese slag were determined，and the physical and mechanical properties of the manganese slag before and after desalination were tested. The test results show that the soluble salt contained in the manganese slag is sulfate，and the sulfate content is 10.64%﹣13.98%. Thus，the manganese residue belongs to super-saline soil. Due to the presence of crystal water in sulfate，the recommended drying condition is temperature 55 ℃ and time more than 4 d. The particle size gradation of desalted manganese slag is worse than that of original manganese slag. After the manganese slag is desalted，the liquid-plastic limit，optimal moisture content，permeability coefficient and consolidation coefficient increases. But the maximum dry density and compression modulus decreases. With the increase of dry density and water content，the stress-strain relationship of manganese slag gradually changed from strain hardening type to strain softening type. The peak shear strength decreases with the loss of salt. The values of c and φ increase with the increase of dry density or decrease of water content.