Coarse-grained soil permeability coefficient can be calculated using the easy-measured and conventional parameters，which are related to its permeability. So，it has important theoretical significance to research the similar empirical formula of clay. Considering the influence of adsorbed water layer on clayey permeability characteristics，the invalid and efficient void ratio were defined first. Caculation formulas of the invalid and efficient void ratio were derivated by three methods，e.g.，the liquid limit，initial hydraulic gradient and double electric layer parameters of clay. Then，the empirical formulas of clay permeability coefficient were obtained by modifying the common empirical formulas of sand permeability coefficient. Finally，substituting the relevant physical parameters of the Jingyang loess，the soft clay in the south china sea and coastal saline soil of Kuwait into the empirical formulas of sand and clay permeability coefficient can figure out the value of permeability coefficient. Comparing with the measured value of laboratory test，the results show that the empirical formulas of clay permeability coefficient are reasonable. Kozeny-Carman and Stokes empirical formulas modified using the method of consistency index，are recommended by comparing the advantages and disadvantages of the empirical formulas and the three methods.

Two bedding rock slopes with siltized intercalation were made and tested with large scale shaking table in this paper. The results show that with increase of inputted seismic wave predominant frequency，the amplification effect of slope face increase；when the inputted seismic wave amplitude is less than 0.3 g，the amplification coefficients of slope face increase with inputted amplitude increase，on the contrary，the amplification coefficient decrease；in horizontal，after the siltized intercalation was waterlogged，the amplification coefficients in slope foot is larger than that before waterlogged，the amplification coefficients in the upper part is less than that before waterlogged；in vertical，after the siltized intercalation was waterlogged，the amplification coefficient of slope face is less than that before waterlogged；the amplification coefficient of slope face is larger than that of slope body before the siltized intercalation was waterlogged，however，the amplification coefficients of lower slope body is larger than that of slope face after waterlogged，while the amplification coefficients of upper slope body is less than that of slope face；analyzing the process of failure of slope，it is found that the failure mode of bedding rock slopes with siltized intercalation is tension fracture-slippage-avalanche.

Underground metal mining often lead to discontinuous deform of the surrounding rock. Monitoring，whose result can provide a basis for evaluating the safety of surface structures，is the most direct and effective way to get rock deformation. Taking Eastern area of Jin Shandian Iron as an example，according to monitoring data nearly six years，the law of rock deformation surrounding iron can be got，so do the law of deformation degree and trend. It shows that rock above the mined-out area falling collapsed under the influence of underground mining at Eastern area of Jin Shandian Iron. And the rock around collapse pit cracked and slipped under the influence of unloading and mining while farther rock deformed continuously. Depending on the deformation characteristics，the rock can be divided into five zones，as：vertical caving zone， stretch-slip zone，deform-move zone，micro-deform zone and undisturbed zone. The first two zones are continuous deformed zones while the last two are discontinuous among them，and the rest is a transition zone. The deform-move zone will gradually turn into the stretch-slip zone under mining，which result in expanding of deformation degree and scope.

Rockburst is one of the key science problems in deep underground engineering and deep mining condition. On the basis of elastic strain energy and criteria for strength and structural failure of rocks，a new model for prediction of possibility and classification of rockburst was proposed considering the intrinsic relations between elastic strain energy and rockburst. The research results are as follows：(1) Three geological parameters including geostress( )，rock mass integrity designation(RID)，tensile strength( ) and poisson's ratio were adopted for establishing rockburst model and also reveals requirement for mechanics ，brittleness，integrity and stored energy；(2) Compared with the traditional model，model based on elastic energy revealed both the symmetry of rockburst classification and difference for tunnel. Corresponding to the 4 grades as intense，moderate，weak and no rockburst，the 3 boundary values are presented as 3，10 and 110．Rockburst of some rock projects at home，are used to verify this model，the results show that model based on elastic energy are close to the practical records，which proves that the model is acceptable．

To find out the support failure mechanism of high stress soft rock roadway，Zhaolou coal mine is took as engineering background，and based on the detecting，monitoring and analysis of deformation and support failure law，the numerical experimental is carried out. By amending of BEAM element in FLAC3D，the arch support is simulated effectively. The influence of the support strength，stress grade and surrounding rock strength grade to roadway stability(deformation，plastic zone，stress state of support elements) is discussed. The failure mechanism of bearing structure of soft rock roadway at great depth is analyzed in terms of the limitation of anchor net spray support and the necessity of high rigidity and high strength support. Surrounding rock bearing structure is hard to form or is easy to failure while the radial supporting strength is not enough；arch center with certain rigidity and strength is very useful and necessary. Field test is carried out with square confined concrete arch support scheme，this new high strength support system has great effect on surrounding rock stability control.

Drillhole penetrometer instrument is developed to solve the high cost problems existing in acquiring the rock parameters in deep geotechnical engineering；it uses the technology of indentation test for references and is applied to measure the rock?s mechanical parameters in drillhole. This apparatus was characterized by portable，convenience，efficiency，and low-cost. The apparatus would acquire the load-displacement curves produced by four indenters with different curvature radiuses in the process of loading. The elastic-plastic parameters could be acquired by the analysis of these curves. The preliminary application of drillhole penetrometer instrument was conducted on the marble，and during which the plastic deformation development situation was monitored by introducing acoustic emission technology，and thus show us the characteristics of the identification curves. The elastic modulus value was acquired through the relevant research curves and then according to the contrast between the results of this research and uniaxial compression test，the modulus value extracted through the curves of drillhole penetrometer instrument is between the value of secant modulus and modulus of elasticity in uniaxial compression test and is closer to secant modulus. As a result，it scientifically proves that the research results acquired through drillhole penetrometer instrument can represent the mechanical parameters in field rock.

Based on finite difference and particle flow theory，FLAC and PFC code were used as implementation platform. Bonded particle model was embedded in finite difference grid，and communication function of computational data between continuum and discrete element was compiled using fish language. The coupled continuum-discrete model of circular tunnel in 2D plane strain mode was constructed and used to investigate the deformation and failure mechanism of surrounding rock with different confining stress from macro-meso viewpoint. The research resualts are as follows：(1) With lower confining stress，elastic deformation generates in surrounding rock after tunnel excavation. When horizontal and vertical confining stress are equal，the deformation value of surrounding rock with identical radial distance are the same，and directing the tunnel center. (2) Under the condition of higher confining stress，the failure of surrounding rock mainly generates in the upper and bottom plate of tunnel with side pressure coefficient K＞1，while the failure of surrounding rock mainly generates in the tunnel sides with K＜1. Both the failure mode of surrounding rock are the shape of felt cap，with the cap mouth directing the tunnel center. (3) With higher confining stress，the amount of crack increases and the evolution time of crack extends continually with the increase of confining stress. Meanwhile，the failure of surrounding rock exhibits obvious zonal disintegration phenomenon with K = 1.

A new kind of construction method for metro station that a running tunnel with two tracks is constructed by large diameter shield machine and moreover the station is built by shallow mining method to enlarge large diameter shield tunnel has been applied to construct Jiangtai station of Beijing metro line 14. Taking Jiangtai station as the engineering background，In the process of enlarged excavation，The key construction stage is analyzed in detail according to the actual construction process，Three-dimensional finite element models are used to simulate the metro station construction on the basis of the ground-structure interaction. In the process of the pilot tunnels being asymmetric excavation and K shield segments being asymmetric dismantled，The mechanical performance variation law of the metro station structure is obtained. The numerical simulation results show that the structural stress state varies frequently in the process of enlarged excavation. Due to the pilot tunnels asymmetric excavated and the K segment asymmetric dismantled，The stress distribution of the primary lining structure，the segment and the middle partition wall will appears asymmetric state. The stress state of the segments shifts from the dominative compressive stress to the predominant tensile stress，The maximum main stress of the primary lining structure of the Pilot tunnel will appears after one side of the K segment dismantled. In the process of the pilot tunnel excavated，The maximum main stress of the middle partition wall structure will appears after one side of the pilot tunnel excavated， In the process of K segment dismantled，the middle partition wall structure will appears obvious asymmetric compression state，The asymmetric compression state will disappear and the maximum main stress will appears after both side of K segment dismantled. The numerical results show that the middle partition wall appears Obvious asymmetric compression state in the process of enlarged excavation and K segments dismantled. On the basis of the numerical simulation result and the middle partition wall strain monitoring result. The designing schemes such as the supporting parameters of the middle pilot tunnel and the excavation method of the middle pilot tunnel and the method of K segment dismantled etc are optimized to ensure the safety of enlarged excavation and the metro station structure.

Research shows that soil arching effects is an important factor that affect earth pressure distribution of retaining wall，but the studies of space active earth pressure behind retaining wall considering soil arching effects is less. Through introducing soil arching effects principle into the space earth pressure calculation model making by Gu Wei-ci，we build the space earth pressure calculation model that considering soil arching effects，then divide the model into I、II、III、IV four regions，and establish horizontal and vertical static equilibrium differential equation of the level differential element that take in each region，and then deduced the calculation formula of space active earth pressure corresponding to each region，it can calculate active earth pressure anywhere behind retaining wall； also put forward the calculation method of resultant force and the position of it’s active point. We can see the distribution of space earth pressure behind retaining wall intuitively through numerical examples，it can be concluded that the existence of spatial effects will make active pressure behind retaining wall considering soil effects quite different from when retaining wall in plane strain state，meanwhile the active earth pressure behind both ends of retaining wall is much smaller than in plane strain state and it can be seen that the place of resultant force point of space active earth pressure is higher than in plane strain state，and the ratio of length and height B/H is smaller，the affect of spatial effects on the distribution of active earth pressure along retaining wall and the place of resultant force point is more.

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To study rock dynamic fracture，the two-dimensional Discontinuous Deformation Analysis for Rock Failure(DDARF) is implemented to simulate the whole process of the Brazilian disc specimen dynamic fracture in the Split Hopkinson Pressure Bar(SHPB) experiment. It is concluded that the results reproduce the whole fracture process from the initiation，propagation to failure of the specimen under the different incident waves，which fits well with the experimental results. The fracture extension mechanism，crack propagation and concomitant phenomenon are explained. The results show that：(1) The improved micro-fracture criterion applies not only to simulate static load failure，but also to simulate the dynamic load failure. (2) When the sample subjected to impact loading，the main cracks initiate from one end，gradually extend to the center along the radial load direction and propagate together to the other end. The tensile stress at the crack tip is the cause of rock crack. (3) The propagation process of the main cracks is accompanied by the generation of the secondary damage micro-cracks that focus on the region near both sides of the main cracks. (4) The triangular fracture zone is generated in the contact part of both ends of the specimen，the incident and transmission bars and the zone has the tendency of increase with the increase of incident wave amplitude.

A model test was performed on distribution form of frost heaving of tunnel lining in laboratory. The surrounding rock(slate) of the tunnel was considered as fissured medium，so the frost heaving caused by water migration in fissures was mainly studied. In the model，the fissures were realized by laying seepy fabric among surrounding rock，and the low temperature condition was realized by putting refrigeration equipment in tunnel. The temperature and strain changes were measured by resistance thermometer elements and strain gages，respectively. The laboratory test results prove that the deformations in inverted arch and near the foot of inverted arch are smaller，in arch，arch spring and side wall are larger，the largest is in side wall. For further studying the distribution forms，the numerical simulation method was applied for analyzing frost heaving force calculated by different frost model. Compared the numerical simulation results with the converted laboratory model test results，the frost model of frost heaving force produced by the water-contained weathered rock layer was selected. That is，the frost heaving force is lateral and level acting on side wall of the tunnel lining，0.9 MPa in entrance and 0.6 MPa in tunnel trunk.

The mechanical parameters of weak interlayer in rock mass change gradually. And on this basis， the damage degree of soft interlayer is assumed to change with quadratic curve change rule. We developed the propagation model of stress wave in soft interlayer to analyze the change law of waveform of stress wave and proposed the dynamic test method of elastic modulus of weak interlayer. The field test results indicated that the difference of calculated waveform and measured waveform to the incident side can be considered using coefficient of waveform change of stress wave. With the increase of peak damage degree，waveform change coefficient decreased firstly and then increased. The calculated waveforms to the incident side are close to the measured waveform when waveform change coefficient is lowest. And it almost linearly increased with increasing dominant frequency of wavelet. Through linear fitting，the static peak elastic modulus is computed to be 0.74 GPa. Based on the equal deformation principle，equivalent dynamic elastic modulus of soft rock strata is calculated to be 4.24 GPa. The dynamic elastic modulus of the rock strata is 4.70 GPa using wave velocity method. The testing result of wave velocity is close to the value of equivalent dynamic elastic modulus. The above analysis results indicate that the research method is reasonable.

In order to study the three-dimensional dynamic effect of roadway surrounding rock caused by gas outburst in fault zone，the propagation characteristics and the failure law of surrounding rock were simulated by LS-DYNA and LS-PrePost based on wave theory such as peak overpressure and speed equation，as well as the 10.20 outburst accident of Daping coal mine.The results show. (1) The particle damage is most serious at the junction of shock wave funnel boundary and roadway roof，and the peak speed can be 78.015 cm/s. Along tunnel axial，there is blind area of blast wave in front of maximal value area(2.1 m)，and decay area behind it. The distance of decay area is 280min this case. (2) The erosion of sidewall caused by shock wave is not serious. In the range with 120 m from extraction face，the velocity and peak displacement of nodes on roof are 2–4 times bigger than that of the sidewall within 120 m to the extraction face，while they gradually tend to be the same when the distance is more than 120m. (3) When the lithology is poor，the amplitude of particle under impact effect is much bigger，and when the elastic modulus of rock mass decreases to 0.05 GPa，the amplitude can increase to 64.776 mm. The damage of roadway becomes more serious and easy to induce earthquake.

Aperture rock mass permeability plays an important role in site selection and evaluation of high-level radioactive waste repository. The characteristics and magnitude of the drilling borehole rock mass permeability are characterized by the aperture geometry parameters which are obtained by Borehole Television. With regard to the defects and error of the traditional statistical method to determine aperture geometry parameters，this paper proposes a new statistical method. According to spatial variability of the rock aperture，a homogeneous area partition is proposed based on the aperture density and occurrence. The preponderant group of the aperture development is determined by clustering analysis method. In consideration of the influence of measurement error in determination of the aperture interval，a correction formula is proposed in this paper. The effective hydraulic opening of aperture is determined by the mechanics causes. When the aperture geometry parameters are put into the permeability tensor calculation program，the drilling rock mass permeability tensor，permeability principal value，and the main seepage direction could be obtained. The results can provide a basis for drilling rock mass permeability analysis.

A series of tests on mechanical performance of buried pipes protected by geogrids have been carried out under static load. The effects of relative density of soil surrounding buried pipes，Dr，embedment depth of buried pipes，H，length of reinforcement，L，layers of reinforcement，n，and embedment depth of the first layer of geogrid，u，on protection performance of buried pipes are investigated. The tests results show that the acceptable optimum values of u，length and layers of geogrids are 0.4B(B，width of loading plate)，4D(D，external diameter of pipe) and 3～4，respectively. While keeping the remained parameters identical，bearing capacity of buried pipes increases and settlement of loading plate decreases with the increase of relative density，but the rate of change for both decreases remarkably. This indicates that the function of reinforcement at lower relative densities is more effective than higher ones. Horizontal and vertical deformation along diameter direction increase with the increase of load，and vertical deformation is slightly greater than horizontal deformation. Furthermore，greater stiffness for soil surrounding pipes induced by increase of layers of reinforcement can disperse stresses effectively；it provides well effects of load-reduction for buried pipes. Additionally，measured hoop strains around buried pipes range from －1.5% to 1%. Through the measured strain values of buried pipes，it is obtained that compress strains appeared at the crown of pipes，and transition zone for strains changing from compress to tension falls in angle of 45 offside from crown of pipes，but tensile strains occur at the horizontal direction along diameter. When increasing relative density，hoop strains，which appear more obvious symmetrical，decrease. This demonstrates that increasing stiffness of soil itself due to higher relative density can inhibit movement and deformation of pipes.

During the excavation of deep rock，the strain energy release of surrounding rock is one of the incentive reasons which will lead to the destruction of rock，while there is a big difference in strain energy release rules under different excavation methods. By theoretical analysis，discussed the mechanism of energy conversion and distribution of drilling and blasting method and TBM excavation，and field monitored and comparison analyzed the Jin-ping II Hydropower Station rock vibrations caused by TBM and drilling and blasting method in tunnel excavation to discuss the strain release process and characteristic. Studies show that，strain energy stored in rock mass released fleetly when drilling and blasting excavate the rock in high in-situ stress，and vibration energy induced by the strain energy is roughly equal to the vibration energy induced by blasting energy，besides，the strain energy releasing of MS1 segment is about 50% of total energy releasing； However，the strain energy of rock mass released slowly by the quasi-static method under the TBM excavation，Almost all turning into the potential energy of the surrounding rock，doesn?t cause the dynamic response. In the same conditions，the range and the rate of strain energy release caused by drilling and blasting excavation is larger than TBM excavation，which led to more high-grade rock burst，but in the condition of TBM excavation，the destruction phenomenon represented by spalling and flaking is more frequent.

To improve the explosive resistivity of existing underground cavity，the surrounding rocks anchored by crossing cable method was proposed，and the effect of its were researched by model tests based on the theory of similarity. Then，based on the validity of numerical model was proved，the influence of anchor cable parameters and rock intensity on explosive resistivity were studied by numerical simulation. The work results show that the maximum pressure，maximum acceleration response，maximum displacement response and whole destruct extent of the underground cavity，which surrounding rocks anchored by crossing cable，are lower than those of conventional underground cavity under the same explosive load；meanwhile，the explosive cavity，semidiameter of plastic section and rock crevice of anchored rocks are smaller，the explosive energy dissipated by anchored rocks nearby burst point is bigger. The bigger anchor cable area，anchor cable angle and anchor cable length and the stronger rock mass intensity are，the less the structure vault displacement response is，while the effect of anchor cable interval is opposite. The first condition to improve the explosive resistivity of underground cavity is to increase the anchor cable angles，subsequently，to enhance the compression capacity of anchored rocks or to reduce the interval of anchor cable. Whereas，the impact of anchor cable area and anchor cable length upon explosive resistivity are feeble. The study can provide references to the design of protective projects and the reinforcement of the wall rock and tunnels.

In this work the uniaxial compression mechanical property of rock mass with intersecting multi-flaws are studied with rock-like material specimens. There are two kinds of intersecting multi-flaws taken into consideration--one comprises the main flaw and the secondary flaws，the other one is composed of multi-flaws with the same length of main flaw. The specimens are tested under the uniaxial compression situation. The test results show that：(1) When there are 2 intersecting flaws，the strength of specimen with intersecting multi-flaws is higher than that of specimen with a single flaw. When there are more than 2 intersecting flaws，the strength values of specimen with intersecting multi-flaws composed of a main flaw and secondary flaws are almost same with that of specimen with a single flaw. When there are more than 2 intersecting flaws and the flaws have the same length with the main flaw，the strength and the work to make the specimen failure are less than those of specimen with a single flaw. (2) The increasing number of secondary flaws has little influence on the strength of specimen with intersecting multi-flaws composed of a main flaw and secondary flaws，the increasing number of flaws have great influence on the strength of specimen with intersecting multi-flaws composed of flaws with the same length to main flaw. (3) Most of the strain values correspondent to the strength peak of specimens with intersecting multi-flaws are lower than that of specimen with a single flaw. (4) The fracture initial stress values of specimen with intersecting multi-flaws composed of a main flaw and secondary flaws are higher than that of specimen with a single flaw. Most of the fracture initial stress values of specimens with intersecting multi-flaws composed of flaws with the same length of main flaw are lower than that of specimen with a single flaw. (5) The failure surface of specimen with a single flaw is shear crack，and most of failure surfaces of specimens with intersecting multi-flaws are tense cracks.

To investigate the change regulation of waste?s shear strength parameters during the process of fill，the compression process and gradual change of shear displacement of the fresh municipal solid waste were taken into consideration，a large-scale combined test apparatus of compression and direct shear of municipal solid waste was used，and 288 fresh municipal solid waste testing samples were prepared in the laboratory. Three mixture proportions of the sample were adopted，and three initial void ratios were selected for each mixture proportion. Besides， four different vertical pressures were chosen for every initial void ratio，eight different compression times for each vertical pressure were selected，and ten different shear strain limiting values for each sample were considered. The testing results show that the cohesion force and the internal friction angle increase with the increasing of the shear strain limiting values，and a simple and practical logarithmic model is used to describe the relationship. Besides，the coefficients of the logarithmic model are discussed. Furthermore，the relationship between the coefficients of the model and the compression time is formulated，and the range of the fitted coefficients values is also given. The model can be used to predict the shear strength parameters of a new filled landfill，and provide a theoretical basis for the stability analysis of municipal solid waste landfills.

It is revealed that extremely intense rockburst may be caused by shear slip of structural plane during excavation of the deeply buried tunnels of Jinping II Hydropower Station，so to study the controlling mechanism of structural plane to the slip burst，irregular serrated structural planes with three different asperity heights were made of cement mortar which is used as model material and direct shear tests were performed to investigate strength characteristics and failure mechanisms of structural planes at various asperity height，shearing velocity and normal stress，and mechanism of in-situ slip burst are analyzed preliminarily. Research results indicate that peak shear strength and residual shear strength of structural plane with different asperity heights increase with the increase of normal stress，and shear strength and inner friction angle increase with the increase of asperity height，besides，shear strength is found increase firstly then decrease with the increase of shear rate. Failure mechanism of structural planes under various conditions can be categorized into slip dislocation mechanism，tensile failure mechanism of footwall and hanging wall， and impact fracture of the front end of hanging wall and backend of footwall of the structural plane，moreover，the higher the asperity and the greater the normal stress，the larger the scale of impact fracture. Intensity and crater depth of the in-situ slip burst depend largely on stress concentration around the structural plane，and on the size，strength，location of asperities on the structural plane surface.

In order to explore the water-inrush mechanism of filled-type karst conduit under the influence of construction disturbance and groundwater seepage，the 3D large-scale fluid-solid coupling model text is carried out  based on the water-inrush section of Shangjiawan tunnel in Baokang-Yichang expressway. The 3D visual fluid-solid coupling test platform，the water-loading control system，and the similar materials of high similarity simulating rocks and fillings in water environment are developed. The process of cracks formation-extension- connection-water inrush is truly reproduced during excavation and water loading. The catastrophe evolution mechanism of fillings seepage failure and water inrush under the permeation effects is revealed by analyzing the variation characteristics of displacement，stress and seepage pressure. The research results are as follows. (1) The water inrush of filled-type karst conduit is the result of fillings seepage failure caused by construction disturbance，high groundwater level and high seepage pressure. (2) The influence is more obvious on fillings than surrounding rock. The displacement of fillings is 20%-20% larger than that of surrounding rock，and the stress release rate is 30% higher. In water-loading stage，as the water head height rises to 6.0m，the displacement of fillings rises 50% and the seepage pressure falling rate is 0.6 kPa/min. The fillings develops into a critical state. (3) The water inrush is significantly influenced by the development morphology of karst conduit. The large-angle bend position is the barrier to prevent the inrush of water and fillings. (4) The catastrophe evolution process can be divided into four stages： Discrete tiny cracks are formed. Water channel is formed by cracks connection. Water channel is extended under the function of seepage. Water inrush pathway is formed by water channel transfixion. The first two stages are mainly influenced by excavation disturbance，while the latter two stages are closely related to the seepage effect caused by high water level and high water pressure. The results will make certain guiding significance to research on mechanism of water inrush and control of the disaster.

The relation between measured stress of three-dimension pressure sensor(3DPS) and initial stress of surrounding medium plays an important role in rock stress measurement. In order to know the measuring performance of 3DPS for practical applications，calibration test is performed in rock mechanics testing system to investigate the repeatability and linearity of 3DPS and corresponding calibration coefficients are obtained. A cubic cement mortar sample，which side length is 600mm，with 3DPS embedded in the center is poured. It is loaded under different repeated stress states by the developed true-triaxial loading system. Due to pore structure of the cement mortar body，the measured stress curves of 3DPS show a hysteresis phenomenon when loads are applied for the first time. As a result of the pore structures are pressed compact under repeated loads，the measured stress curves tend to be stable. For hydrostatic stress loading，the measured stresses of 3DPS are linear to the loading stresses. For non-hydrostatic stress state loading，the measured stresses of 3DPS are not only linear related to the loading stresses in the same direction but also related to the differential stresses that related to the other two directions. Then，an equation for describing the influence of loading stress on the measured stress of 3DPS in cement mortar body is proposed.