On the analysis of anchoring mechanism for compression dispersion-type anchor cable，three problems that should be considered in the anchor cable design have been put forward，namely the calculation of unit anchor length，the deformation of grouting body near pressure plate and the nonuniform loads of steel strand wires caused by the rock mass deformation after slope completed. The anchorage force has been improved to compare with tension type anchor cable，because the radial expansion deformation of grouting body is restrained by the rock mass. The hard the rock mass is，the stronger the restriction is；and the more the improved anchorage force，otherwise，the smaller. A formula for calculating anchoring length，of which the physical concept is clear and calculation simple，is presented，together with the formula to determine the deformation of the grouting body near pressure plate. In order to eliminate the nonuniform loads，the anchor cable tension method is recommended，in which rock mass permitted displacement after slope completed is considered；and the detailed tension order and the calculation formulas are also given.

On the basis of the 5-factors comprehensive method for rockburst classification，the authors put forward an empirical criterion for expressing rockburst potential and intensity. The field investigation and statistic analyses are carried out with help of interaction matrix approach. The proposed criterion is called rockburst potential  ，where is maximum value of shear stress in sides walls； is tensile strength； is the intactness index of rock mass. Corresponding to the 4 grades as intense，moderate，weak and no rockburst，the 3 boundary values are presented as 1.7，3.3 and 9.7. General calculation for depths of H = 1 000 and 2 000 m(lateral coefficient = 1.0)，the values are 3.3 and 6.5，corresponding to upper limit of weak rockburst，and median of moderate rockburst，respectively. Case studies for application show the feasibility and reliability of the index .

By accident investigation，theoretical analysis and field measurement，this paper studies the occurrence mechanism，control methods，the risk?s regionalization and grading evaluation method of abnormal weighting in fully mechanized/caving face of deep shaft. Following results are obtained：(1) The main affecting factors of abnormal weighting in working face are roof weighting，roof water，roof control distance increasing，low setting load，mining height change，fault，advance speed and the superposition of these factors. (2) The occurrence mechanism of abnormal weighting was the imbalanced relationship between roof structure and support，which caused by these factors and result in roof abnormal activities and support subjected to abnormal forces. (3) The control methods of abnormal weighting are evaluated before mining，pretreatment risk area，implement mine pressure observation in the process of mining，reducing the risk by using roll steering working face，reduce mining height properly，improving setting load，draining water or strengthening the roof in advance，pre-splitting roof，accelerating advance speed and optimizing support resistance，ect. The research results have been applied to Zhaolou coal mine coal face 1306 with a good result，so as to avoid the support crushing accident effectively.

Current support in coal mines cannot solve rockburst effectively. The basic problems of support form and method in coal mines are analyzed. Based on the theory of deep rock mass of a complex hierarchy of blocks structure which is discontinuous and self-balance stress rock mass，a theoretical model of discontinuous overburden blocks-rock and support crossfeed action is presented. The effect of support performance on the overburden block-rock dynamics response is studied when the shock load propagates in the discontinuous and self-stress block-rocks in form of pendulum-type wave. We came to the conclusion that：acceleration amplitude of overburden block-rock which close to support declined obviously when increasing stiffness of rigid support；acceleration response time of overburden block-rock shortened significantly when addition damping to support，which has energy dissipation mechanism to rigid support. Based on the two points，support with the coupling effect of rigid and energy dissipation mechanism is better to enhance the stability of surrounding rock and enhance the ability of support-surrounding rock system resistance impact. It can prevent rockburst serious result. We put forward the design of rapid energy-absorption and abdication anti-shock rigid-flexible coupling support，and briefly introduced the new energy-absorption and abdication anti-shock hydraulic support. The core component of energy absorption is analyzed preliminary. The results of this paper can provide a basis for development of series energy-absorption and abdication anti-shock support equipment and improving support method，formation a new anti-shock support technology and method.

Theoretical solution of bending moment and deflection about tight roof is a subject which has not been well solved in mining rock mechanics. Statically indeterminate times of the tight roof in the first weighting are one more higher than that in the periodic weighting. The coal seam and immediate roof are considered as an elastic ground to solve the deflection of the unit width tight roof in front of the coal face and over the gob at the middle part of working face which is under the combined action of uniform load，advanced supercharger load of the load peak and the support resistance is solved. Adopting some results of solution of tight roof?s bending moment and deflection before periodic weighting obtained by PAN Yue et al.，all coefficients of tight roof?s four parts deflection expressions which are on the satisfaction of all continuity conditions and natural boundary conditions are obtained. According to the expressions obtained，the tight roof deflection，bending moment curve and shear curve of the tight roof in the first weighting which was got by Matlab software?s calculation and drawing functions was connected smoothly during the inspection. The following conclusions can be drawn from the curve analysis：(1) The increase or the decrease of the load has an obvious effect on bending moment and deflection of the roof.  (2) The support resistance could effectively reduce the bending moment and deflection of the roof before the mine face and hanging roof and the shear stress of the gob roof. (3) Characteristic length of the unit width roof is composed of strata rigidity and flexural rigidity of the roof. With the same load，the bending moment of roof is completely the same if the characteristic length is identical；but the bending moment of the roof is larger when the characteristic length is larger. (4) When the elastic foundation coefficient is smaller，the deflection(subsidence value) of the roof ahead of coal face is larger. When the flexural rigidity is smaller，the deflection(subsidence value) of the gob roof is larger. (5) The peak position of the bending moment lies ahead of the coal face. The position of the bending moment peak is closer to coal face with the condition of large roof load，small the supporting resistance and large the elastic foundation coefficient. The roof shear is largest at the both sides of roof-control area. In this paper the expressions of tight roof deflection and bending moment are only theoretical solutions under ideal roof model，which can be used to be aroused from the calculation example of the theoretical solutions and to obtain regularity understanding for the variation in the roof deflection and bending moment when the relational parameters are changed；and to make reasonable qualitative judgment on the changes of the mine roof status. Also the analytic solution can offer basis for further study about the fracture process of tight roof，the releases of the roof strain energy and the energy source of rockburst caused by the fracture of tight roof .

The failure mechanism of tunnel is more complex under the high geostress and high ground temperature action for deep hard rock tunnel. Loading-unloading triaxial tests on granite under different temperatures were carried out. The complete stress-strain curves of rock，mechanical parameters of rock，and macro failure types under different temperature conditions were analyzed in detail. The results show that there is a temperature threshold value of 60 ℃–100 ℃. The failure is from ductile to brittle with the temperature increase if the temperature does not exceed the threshold value. Temperature enhanced the brittle damage of hard rock. Shear is the dominant failure mode with the temperature increase. Then based on the test，thermo-mechanical coupling calculation was carried out. The thermal effect of excavation unloading for hard rock tunnel was calculated by using a brittle constitutive model and energy release rate index. The mechanical response to tunnel excavation was analyzed under different ground temperatures. The plastic zone，stress index and energy release value were compared quantitatively under different ground temperatures. The calculation showed that temperature increase would make rockburst intensity increase，and shear zone increase. The result of calculation and test data is consistent，and the analysis could benefit the understanding of brittle failure under high ground temperature.

The zonal disintegration phenomena which are different from shallow buried cavern will form with the increasing of the excavated depth of underground engineering. In order to investigate the failure mechanism and formation conditions of the zonal disintegration，taking the Dingji coal mine of Huainan mine area with high geostress as background，the true 3D geomechanical model tests for circular cavern，horseshoe cavern and gate cavern have been carried out by adopting model similar material and numerical controlling true 3D loading model system under different loading condiotions of the parallel loading and vertical loading along cavern axis direction. The model test results show that：(1) The zonal disintegration is going to happen when the direction of maximum principal stress is parallel to the tunnel axis and the value of stress exceeds 1.5 times uniaxial compressive strength of surrounding rock mass. (2) The boundary of zonal disintegration depends on the shape and size of cavern；the larger the size of the cavern is，the larger the zonal disintegration range is. The model test results help to reveal the generating condition and failure laws of zonal disintegration，which lays a solid test foundation for further studying nonlinear deformation characteristics and failure mechanism of deep rock mass.

According to the results of marble loading and unloading tests，marble failure characteristics and energy evolution under different stress paths are studied. Results show that the absorbed total energy  of conventional triaxial compression is higher than that of uniaxial compression. The release velocity of elastic strain energy under conventional triaxial compression is slower than that of uniaxial compression after peak strength. The energy storage limit of conventional triaxial compression is higher than that of uniaxial compression. The peak strength and peak strain increase with the initial confining pressure increasing. Marble failure mode transfers from tension-shear failure to shear failure. The absorbed total energy  and elastic energy increase. But the dissipated energy   has no significant change. Confining pressure has no significant effect on the rate of   and  . The peak strength and peak strain decrease with the unloading velocity increasing. Marble failure mode transfers from shear failure to tension-shear failure. The absorbed total energy  and elastic energy   decrease. But the dissipated energy has no significant change. Unloading velocity has no significant effect on the rate of   and  . The absorbed total energy and peak strength are in a linear relationship. The energy storage limit and peak strength are also in a linear relationship.

Artificial boundary and seismic input method directly affect the calculation accuracy in aseismic analysis of underground structure using finite element method(FEM). The interaction between artificial boundary and seismic input method is studied on the basis of principle of artificial and seismic input method. The results show that different input methods significantly affect the efficiency of artificial boundary；and different artificial boundaries need compatible seismic input methods. The seismic input method compatible with artificial boundary and input program are proposed. The results using this input method and input program are in good agreement with theoretical solutions. Thereby，the theoretical basis of artificial boundary and seismic input method is provided for underground structures in seismic analysis using FEM.

In order to prevent the filling wall along gob-side entry retaining being crushed when roof caves in deep well，the deep borehole blasting forced roof caving was taken to release the roof pressure and improve the supporting roadway gob-side entry retaining effect. The pressure relief mechanism of deep borehole blasting to forced roof caving was expounded by numerical simulation and theoretical analysis method. After dynamite blasting in hard rock，the surrounding rock of blasting boreholes produces a large number of fissures and the significant displacement by the explosion stress waves；and stresses were redistributed. So the additional load of filling body and the deformation of the surrounding rock were reduced which play the role of supporting roadway. Finally，in the working face 1252(1) of eastern area of Panyi coal mine，the deep borehole blasting was applied to forced roof caving field test；and the filling wall kept stable after mining. It provides a good reference for gob-side entry retaining under similar conditions.

Shale gas reservoir has strong anisotropy and wellbore instability is prone to occur. Wellbore stability model in gas shale was created based on transverse isotropic theory and single plane of weakness theory. Core samples of gas shale were tested to research the influence of drilling fluid on shale matrix strength and bedding plane strength. The influences of dip of bedding，drilling azimuth，drilling time and drilling fluid，etc. on collapsing pressure of horizontal wells were analyzed. The results show that when the dip of bedding is smaller than 45°，failure along the bedding plane will take place on the wellbore wall；when the dip of bedding is higher than 45°，failure in shale matrix will take place in some drilling azimuth；drilling horizontal wells near the direction of minimum horizontal stress may easily lead to wellbore collapsing；with the hole open time increasing，the collapsing pressure will raise gradually；and the failure mode of wellbore wall may change from the initial shale matrix failure into bedding plane failure；oil based mud is more positive for long-term wellbore stability than water based mud. The results can provide a reference for drilling in gas shale.

In order to study the tunnel shock absorption joint damping technology of crossing stick-slip fracture， the seismic damage of Longxi tunnel F8 stick-slip fracture section in Wenchuan earthquake is selected as the research background to conduct large-scale model test of normal faulting stick-slip movement. Firstly，the test scheme is introduced，including the similar design，the test facility and material，the test grouping，the testing scheme and test process. Then，the test data is analyzed，and the structural internal force，longitudinal strain and contact pressure of tunnel vault are mainly researched. The results show that the effect of stick-slip fracture movement on hanging wall is larger than that on footwall；the damping effect of primary lining setting shock absorption joint is not obvious；the damping effect of secondary lining setting shock absorption joint that spacing is 12 m is slightly better than 9 m. In consideration of economy and easy construction，the damping mode of secondary lining setting shock absorption joint(spacing is 12 m) is recommended. These results are significant to the damping technology of tunnel of crossing stick-slip fracture.

Studying stress wave propagation across fractured rock mass is crucial to estimate the safety of an underground construction. This paper is concerned with an obliquely incident longitudinal wave(P-wave) propagation across a set of parallel joints. The Barton-Bandis model(B-B model) and the linear elastic model are adopted to describe the normal and shear properties of the joints，respectively. Based on the time-domain recursive method，the stress wave propagation equation is firstly established. Secondly，the analysis of energy transmission is carried out；and the transmitted and reflected energies for P-wave propagation across the joints are calculated. Finally，parametric study is conducted for the effects of the joint initial stiffness，the joints spacing，the amplitude，the frequency and angle of incident waves on the energy transmission. The analytical results show that the stress wave energy transmission is related not only to the mechanical properties of the joints but also to the geometrical distribution of the joints，i.e. the joint spacing and direction. The result also shows the variation of the stress wave energy transmission with the frequency and amplitude of an incident wave.

The response deformation method for seismic analysis of underground structures is introduced. Based on the physical concept and basic principle of the response deformation method，an integral response deformation method is proposed to reduce the error source of the original method. The integral response deformation method takes the soil-structure model to realize the interaction between soil and structure. In order to verify the efficiency of the improved method，on the one hand，the improved method is proved to be consistent with the response deformation method in the physical concept；on the other hand，the improved method is compared with the dynamic analysis method by numerical calculation. It can be found from the numerical results that，compared to the response deformation method，the integral response deformation method requires less computational complexity and achieves more accurate result. The integral response deformation method is proved to be a highly practical pseudo-static method.

In the correlation research of rock saturation degree，longitudinal wave velocity and strength，the influences of saturation process and air-drying process on strength and longitudinal wave velocity are lack of comprehensive consideration；however，the study of these problems is of great significance for ultrasonic technology in the testing of rock physico-mechanical parameters. Based on these，typical layered sandstones in the Three Gorges reservoir area were selected，vertical-bedding samples and parallel-bedding samples were prepared to conduct saturation and air-drying experiment. The experimental results show that：(1) The relationship between longitudinal wave velocity and saturation degree is obviously nonlinear and nonmonotonic；the longitudinal wave velocity of water-bearing rock is not only related to saturation degree，but also associated with saturation process and air-drying process. (2) The anisotropy of sandstone is obvious；the longitudinal wave velocity change range of vertical-bedding rock is significantly greater than that of the parallel-bedding rock in the process of saturation and air-drying；and the anisotropic characteristics of the sandstone increase slightly under saturated state. (3) In the process of saturation and air-drying，the changing laws of compressive strength and longitudinal wave velocity are inconsistent. The adsorbed water which is on the surface of mineral particles and pore wall has a great influence on elastic modulus and strength；however，the influence of pore saturation degree on longitudinal wave velocity is more apparent. These research results have important reference value for the strength and longitudinal wave velocity tests of water-bearing rock；what?s more，the relevant test methods can provide reference for similar test.

The typical test apparatus of rock friction sliding was designed and improved. The samples including phyllite，quartzite，quartz sandstone，lithic sandstone，marble，limestone，lite limestone and dolomitic limestone were studied experimentally using the apparatus. The polished surfaces of the samples were taken as the frictional sliding surfaces. The force-displacement curves of frictional sliding for the samples were investigated experimentally under the natural state，saturated state and dry state. The frictional sliding constitutive parameters were analyzed according to Ruina-Dieterich(R-D) constitutive model；and the influence of the asperities and fractal dimensions of polished surfaces for the samples on the constitutive parameter was analyzed. The test results reveal that the three parameters which are the mean diameter of the asperity，the mean height of the asperity and the mean height of the surface profile are different for different rocks under the same polishing condition. As for the mean diameter of the asperity，the mean height of the asperity and the mean height of the surface profile increase，the constitutive parameters are decreased with the linear law. The surface topography of the sliding surface finer，fractal dimension is larger. The constitutive parameters are increased with the linear law as fractal dimension increases.

In underground grouting engineering，phase interfaces in different types of grouts and water have different characteristics；the characteristics of slurry-water phase interface have great significance to describe the mechanism of grouting for stopping up water and build a numerical model of slurry mixing zone. By analyzing the phase interface morphologies of different slurries，the characterization methods and application types are obtained. By the laboratory experiments，determination test of cement-silicate mixed area is carried out；and characterization of cement-silicate grout phase interface in dynamic water is obtained. By analyzing the experimental data，phase function is decomposed into height function and width function in order to describe the geometric features；besides，the influencing factors are analyzed. The results will be helpful to develop the mechanism of grout and block water as well as establish the numerical model of slurry-water interface.

The unloading failure mechanism of columnar jointed rock mass in tunnel was studied by using in-situ measuring method，laboratory and scanning electron microscopy(SEM) experiments method. The results indicated that：(1) The fractures contained in the columnar jointed rock mass mainly include three types of joints：joints between the columnar，implicit joints inside columnar and crosswise joints. The joints between the columnar formed in the cooling process of basaltic lava flows are rough. The implicit joints inside columnar，which would resolve into explicit joints after excavation，have plumose steep sill in their surfaces. The crosswise joints，whose direction almost horizontal，is a smooth surface. (2) Compared with SEM analysis under standard failure mode，the results of SEM in site showed that：implicit joints and the joints between the columnar are native tension joints，while the former is mainly in tension failure and the latter is composite tension-shear failure. The crystals is so well developed on the crosswise joints that no apparent breakage characteristic induced by excavation is found. (3) The unloading failure mechanism of columnar jointed rock mass is：The fractures are so well developed that the columnar joints would break from both exterior and interior which lead to the results that the collapse columnar are mainly small columnar and rarely have intact columnar. That is the columnar will first break between columnar and then break from inside when normal force is beyond the tension strength of joints between columnar and implicit joints，respectively. Then the friction between the columnar would come which formed shear failure. The small columnar would collapse at last under the effect of gravity and excavation- disturbance for the crosswise joints are so well developed and large scale collapse would happen in severe cases. This mechanism was a good explanation of three weak planes coexists at the rupture plane of sidewall in site.

To realistically reflect changes in fracture aperture under complex stress conditions，a non-linear fracture constitutive model is introduced into rigid body spring model，taking into account the non-linear normal stress and deformation relationship，tangential shear slip and dilation effects. Based on this method and combining a discrete fracture network model，an implicit hydro-mechanical coupling model is established. Since fractures are explicitly considered，evolution of fracture networks during coupling process can be accurately simulated. A particle tracking method is used to simulate solute transport in fracture network after converge of coupling process is obtained. Corresponding program is developed in accordance with the proposed model. An example from DECOVALEX project is analyzed to study the impact of different stress conditions on flow and solute transport. Key mechanism controlling the coupling processes is studied；and it?s found that under low stress ratio and high stress ratio conditions，coupling process are mainly controlled by normal stress displacement relation and dilation effects respectively. By comparative analysis，the validity of the proposed model is verified. The necessity of considering hydro-mechanical coupling effect under high water head condition is discussed.

Using random function obeying normal distribution to construct rock joint profile morphology， a kind of simulation method of rock joint profile provides the search foundation for microscopic shear characteristics of rock joint and the effects of macroscopical shear dilatation. Using UDEC software，based on improved CY joint model，a numerical analysis program for direct shear characteristics of random morphology rock joint was developed. Microscopic shear characteristics of micro-segment joint and macroscopic shear response of rock joint are discussed by using microscopic shear mechanical parameters of CY micro-segement joint model. The fitting relationships between joint shear strength parameters and joint roughness coefficient(JRC) are proposed. As the results，the greater the JRC is，the greater the peak shear strength and dilatancy angle of rock joints are. But the peak shear displacement is inversely related to JRC. With the increase of the normal stress，the dilatancy effect of joint is gradually weakened；these simulation results have been fully verified by modeling experiment. The microscopic tangential climbing and dilatancy effect of micro-segment joint are the meso-scopic mechanical mechanism of macroscopic shear dilatation of rock joints. Through the analysis of macroscopic shear dilatation numerical curves of random morphology rock joints，a nonlinear shear dilation constitutive model considering the effect of JRC and normal stress is proposed；the model can well describe shearing shrinkage and the shear dilatation during shearing process of rock joint.

The rupture surface of underreamed ground anchor is essentially important for the bearing mechanism of underreamed ground anchor. In order to observe the shape of rupture surface of sand around underreamed ground anchor during uplifting，a series of model tests on underreamed ground anchor under vertical uplifting were carried out with digital photogrammetry. For the first time，the whole deformation fields of underreamed ground anchor were captured through digital deformation analysis. The results show that the shear bands in the whole process exhibited as long and narrow vertical strips. The shear strain amplitude inside the rupture surface increased. During the process，the sand above the top surface of underreamed section exhibited volumetric compression；while the volume of sand on the side of underreamed section expanded. Based on the analysis，the damage model and bearing capacity calculation method of underreamed ground anchor should be established according to the rupture surface through actual observations.

Prestressed anchor-cable is one of the most effective means of permanent rock slope reinforcement；but it’s difficult to guarantee the anchoring effect due to the loss of prestress. This paper is based on some highway soft rock slope support engineering，by field measurement analysis，obtained the quantitative prestress loss law. Prestress loss can be divided into instantaneous loss and time loss. The former，caused by strand retraction，can reach about 8% of the initial tensile load. The latter can be divided into short-term and long-term losses，and can reach about 15% of the initial tensile load. The results not only provides theoretical basis for the prestressed anchor rope tensioning and quantitative compensation tensioning，but also provide useful reference for similar soft rock slope support project.

Coarse granular materials are the important construction materials of earth-rock dam. The stress and strain behaviors of coarse granular materials influenced typically by the initial stress states and following construction process. A revised double yield surface elastoplastical constitutive model is presented based on laboratory true triaxial testing. Stress transformation is applied；and a new stress ratio parameter is introduced to change yield locus and hardening axis，through which the anisotropy could be simulated. Comparison between the testing data and the model predictions shows that the revised anisotropic model reasonably describes the strength and deformation characteristics of the coarse grained soil under complex stress states.

The geological strength index(GSI) system concentrates on the description of two factors，rock structure and block surface conditions，which has been widely used in the estimation of strength parameters and deformation parameters. The guidelines given by the GSI system are for the estimation of the peak strength parameters of jointed rock masses. There are no guidelines given by the GSI，or by any other system，for the estimation of the rock mass?s residual strength that yield consistent results. In order to make up the paucity of research，on the basis of GSI system，in this paper，using the GSI quantitative evaluation method by means of adjusting the peak GSI to the residual   with two factors：residual block volume and residual joint condition factor . Firstly，according to rock mass index(RMi)，methods to obtain the rock block volume and joint condition factor values are discussed. Then，on the basis of  and ，the accessor method for and  are probed. Finally，calculating the value by and ，to determine the residual strength parameters by generalized Hoek-Brown criterion. The proposed method for estimating rock mass?s residual strength is validated using in-situ block shear test data from two tunnels and data from back-analysis of rock slopes，so as to provide a new idea to obtain the residual strength parameters of the jointed rock masses.

The paper conducts the research on the force-deformation mechanism under the effects of stick-slip dislocation of the normal fault with 75° obliquity by making use of 1∶50 model experiment. And the strata pressure of the tunnel vault and bottom，axial strain and hoop strain are monitored. Result shows that with the normal fault rupture propagating in the overburden layer，the tunnel structure which is orthogonal to the normal fault will undergo relatively big shear displacement. The strata permanent deformation and the interaction between the strata and the tunnel structure causes the formation pressure changes significantly，of which the pressure on the vault in the hanging wall zone increases significantly，followed by the pressure on the vault in the foot wall zone. The pressure on the tunnel bottom in the hanging wall zone decreases，while greatly increases in the foot wall zone. That leads the tunnel being possibly separated from the wall rock so as to accommodate the shear displacement of the fault. The longitudinal bending moment in the hanging wall zone is positive and negative in the foot wall zone. By judging the lining failure from the cement prototype under compression，the maximum allowed fault displacement of the prototype structure D = 1.25 m is determined. Theoretically，the value is overestimated.

Using the hollow cylinder apparatus，a gravelly soil was tested under triaxial，torsional，triaxial- torsional，and principal stress axes rotational paths. A new loading path was designed to achieve principal axes rotation under various stress levels and constant generalized shear stress during rotating. It is shown that，with the stress level increasing，the generalized shear strain due to principal axes rotation increases first，and then decreases，and increases again. The principal stress axes rotation leads to strength decline and friction angle decrease. The stress circle at failure locates in the interior part of that in triaxial-torsional test. The triaxial and torsional tests were simulated numerically by distinct element method. The results show that the horizontal slip surface is developed under torsional force. The reasons for strength decline due to principal axes rotation are also discussed.