Grouting has been indicated to be an effective technological means to manage water inrush，which is one of the major geological hazards in underground engineering. However，the dynamic grouting theory，especially the mechanisms of grout diffusion and plugging of fracture in hydrodynamic condition，are not studied systematically and meticulously. In order to evaluate the dynamic grouting for plugging water inrush from fractured rock mass，a quasi-3D fracture model test-bed is developed. Through analyzing 218 groups of dynamic grouting tests data，U-shaped diffusion law and the sectionalized and layered diffusion mechanism of grout are proposed. The principle of fast water-separating and the mechanism of depositing-core diffusion are studied. Quantitative evaluations of grout diffusion and plugging effect are realized. Based on the research above，a new technology of plugging water inrush，with the controlling factor RGW(ratio of grout injection to water discharge through unit width of fracture per unit time)，is put forward. The practical effect of research results is verified through the model test and field test in Longgu coal mine. The research results may play a promoting role in developing dynamic grouting theory and guiding engineering practice.

The models of pressure solution and free-face dissolution/precipitation are introduced in the study. Aiming at a hypothetical nuclear waste repository in a saturated dual-porosity fractured rock mass，three computation cases are designed：(1) fracture aperture is a function of pressure solution and free-face dissolution/precipitation；(2) fracture aperture changes only with pressure solution(the matrix porosity of bedrock is also a function of stresses in these computation two cases)；(3) fracture aperture and matrix porosity are constants. Then the corresponding two-dimensional finite element analysis of the coupled thermo-hydro- mechanical processes are carried out；and the states of temperatures，fracture apertures and permeabilities，pore water pressures，flow velocities and stresses in the rock mass are investigated. The results are as follows：the absolute values of increments of fracture aperture and relevant permeability caused by free-face dissolution/ precipitation are obviously larger than those of fracture aperture and relevant permeability caused by pressure solution；and the effects of pressure solution on fracture aperture and relevant permeability are less. The fracture apertures and relevant permabilities modified by combined action of pressure solution and free-face dissolution/ precipitation are about 1.5 and 7.0 times of those modified only by pressure solution，respectively. Under the action of temperature field from released heat，the fracture water pressures in the computation domain rise first，then drop again，but the change extents are not large. The differences between the magnitudes and distributions of stresses within rock mass in the three calculation cases are very small.

Based on the analysis of settlement recovery characteristics of buildings，grouting uplift mechanism is analyzed in detail，consisting of four phases，i.e. ground fill and compaction，construction of exterior isolation curtain structure，formation of uplift force and building structure uplift. The key techniques of steady uplift of buildings are then summarized. The grouting uplift during tunnel construction undercrossing experimental buildings #104 and #105 is predicted by numerical simulation. The results indicate that the maximum uplift is 2.1–3.7 mm. It is also shown that uplift force and stiffness of exterior isolation curtain will influence the uplift effect significantly；and proper increments of these two factors are favorable to some degree. For comparison，the field test is introduced，showing a repeated process of soil fracturing，filling and fracturing again. Obvious uplift of the buildings begins when grouting pressure reaches 0.7–1.0 MPa，and the single maximum uplift is 2.2–3.1 mm，which is nearly close to the simulation result. All conclusions are helpful for improving the scientific understanding of safety control of urban tunnel construction and providing references for similar projects.

Uneven distribution of joint apertures mainly causes the tortuosity of flow through a rough joint. Taking two joint specimens B01 and B02 as research objects，laboratory flow tests and numerical simulations through the specimens are performed after scanning three-dimensional(3D) surface topography of joint. The tortuous streamlines of flow through a joint are derived from numerical simulations；and the tortuosity coefficient which quantitatively describes the tortuosity effect of flow through a joint is defined and calculated according to the 3D void composite topography. Then based on modified cubic law taking into account the roughness of joint surface，the new equation accounting for tortuosity effect for calculating flow volumetric rate through a joint is deduced by applying the equivalent channel model which is adopted to analyze the permeability of rock. The two constants A and B in the new equation are obtained by fitting the numerical simulation results of joint specimen B01. Then the flow rates of joint specimen B02 derived from the new equation and numerical simulations are compared with each other to validate the new equation. Furthermore，the flow volumetric rates of the two joint specimens derived from the new equation，SU Baoyu empirical method and laboratory flow experiments are compared with each other，which shows that the results obtained by the new equation agree well with experimental observations，while the SU Baoyu empirical method overestimates the flow rates，thus verifying the validity of the new equation.

In light of infrared thermal imaging of tunnel leakage detection，the factors such as temperature and flow of water leakage，water leakage location，materials of lining surface and so on，affecting thermal infrared radiation of water leakage are summarized. The concrete specimen is used to simulate water leakage of tunnel lining. The infrared radiation characteristics are recorded and analyzed using infrared thermal imager；and the influencing law is studied. The experimental results are as follows：Thermal image presents temperature of water leakage decreasing along water flow direction，while temperature along water flow cross-section showing parabolic distribution. With the increasing water leakage flow and temperature difference，decreasing angle between horizontal surface and leakage surface，decreasing emissivity of leakage surface and temperature of leakage points increasing linearly，the temperature gradient along water flow direction increases linearly，but the temperature gradient along water flow cross-section decreases. In addition，as for the infrared radiation characteristics with different surface materials，the emissivity correction indicator is established；and the leakage characteristics of infrared thermal images are extracted with Matlab image processing program. The results show that the shape and size of water leakage after modified agree well with the actual one. The study results can provide basis and means for rapid detection and analysis in tunnel operation using infrared thermal imaging technology.

Based on statistical analysis of the measured in-situ stress results in seven dam areas of the west route of South-to-North Water Transfer Project by using hydrofracturing method，the piecewise linear relationship between magnitude of maximum horizontal principal stress and borehole depth is obtained in steep and narrow river valleys. The analysis results also show that the magnitude of maximum horizontal principal stress increases less in shallower parts(stress relief zone) but increases more in deeper parts(stress concentration zone) with the increment of buried depth of rocks. In addition，back analysis for in-situ stress field in Ada dam area is carried out by using the fast Lagrangian analysis of continua in 3 dimensions(FLAC3D). The results are as follows：(1) The stress field in shallow bank slope areas is obviously affected by unloading effect of river valleys；so the hydrofracturing method might not be used to determine the stress of this local area. The orientation of stress field in the riverbed is practically unaffected by unloading effect；and the hydrofracturing method can be used to determine the state of stress in the river valley. (2) The initial stress field both in the river valley and along the bank slope may be divided into three parts，i.e. stress relief zone，stress concentration zone and smooth stress zone. (3) The depth of stress concentration zone in steep and narrow river valleys is between 60–140 m beneath the riverbed. (4) The depth of stress concentration zone in steep and narrow river valleys is greatly affected by unloading characteristics of rock masses as well as geographical and topographic features.

In the framework of deformation discrete element method，a continuous-discontinues coupling for simulating failure process of quasi-brittle materials such as rock is proposed by introducing interface element. It is assumed that damage and fracture occur only in interface element，while solid element has elastic deformation. Mohr-Coulomb criterion with tension cut-off is used as damage initiation criterion；a scalar damage variable representing overall damage in the material is used to describe the rate at which the material stiffness is degraded；crack is simulated explicitly by failure of interface element. Continuous-discontinuous transition process of rock can be realized. In the numerical experiments，mechanical parameters of solid element are randomly allocated according to Weibull distribution and have certain correlation. The numerical simulation results show that the suggested method can reflect the linear elasticity，nonlinearity，softening and residual phases during the loading process of rock；it can explicitly simulate the crack propagation. The simulation results also show that rock has confining pressure effect and brittle-ductile-plastic transition.

In order to reveal the action mechanism of unsaturated debris embankment slope under rainfall action，based on the diagnoses of locale data and theory of scouring shearing stress of slope surface，generalized equation of eroding depth of slope surface is derived. Then，physical model test results are used to verify the rationality and applicability of the theoretical derivation，which reflects that the eroding depths of various points are closely related to scouring time and location on slope surface. Model test actually reproduces physical essence of embankment slopes under scouring-penetrative destruction. Combining with the model test results，mechanism of debris embankment slope caused by rainfall action is analyzed clearly. The research result is shown as follows：Firstly，intensive rainfall with long duration is the main inducing factor of instability and failure of debris embankment slope. Secondly，the scouring and infiltration penetration processes of rainwater influence and facilitate each other. Finally，the destruction development process of embankment slopes by scouring-penetration coupling can be well revealed by adopting physical model test；and the model test can provide the references for stability evaluation and taking protective measures upon similar embankment slopes.

Based on the nonlinear rock mechanics with third order nonlinearity and nonlinear normal deformation behaviour joint model，by using wave equation characteristic method，the semi-numerical solutions of P-wave across single joint in dual nonlinear elastic medium are obtained. Computational programs are compiled. Studies of parameters of joint and wave source，nonlinear coefficient of soft rock，position of joint are conducted to get an insight into transmitted waveform，transmission coefficient and frequency spectra distribution under the influence of dual nonlinear elasticity. The results show that the nonlinear coefficient of rock affects the high-frequency filter of joint and displacement recovery path of particle on joint surface. The wave propagation is not only affected by the same factors in linear wave，but also by the nonlinear coefficient and joint position. When P-wave with the same frequency is influenced greatly by the nonlinear behaviour of rock；the transmission coefficient of P-wave with smaller amplitude is bigger. When P-wave with large amplitude is influenced by dual nonlinearity；a series of higher harmonics are produced in transmitted wave；and this higher harmonics is affected by the combined effect of rock and joint.

The earthquakes in China?s mainland belong to intraplate earthquakes. The seismogenic mechanism is that the rocks break zone with special shape—rock compression and shear fracture nucleus forming by the end of original fault cause the fault expansion，under the action of the stress. The model has been confirmed by geological remains of earthquake source in Danjiang. Theory is consistent with experiment results and geological remains，and same for micro and macro phenomena. By laboratory studies，series results such as rock strength of compression and shear，dilatancy and expansive stress after rock broken，compression-shear fracture criterion，closed cracks surface stress transferring to the ends of the cracks and closed crack surface appearing opening displacement before fracture in the process of compression and shear fracture test，are all obtained. According to the rock compression and shear fracture nucleus mode analysis，rock breaking in the compression shear fracture nucleus takes place before the earthquake，deriving thermal infrared and many other phenomena. Abnormal change appears before the impending earthquake. Therefore，intraplate earthquakes are predictable.

In the traditional rock mechanics analysis in petroleum engineering，the orthotropic formation is always simplified to be transverse isotropic. However，this simplification is not always suitable in some special formations. The rock mechanics orthotropic experiment has been done with drilling core. The test results show that the anisotropy of mechanical property at different directions，in the plane perpendicular to wellbore axis is objective. Based on the mechanics of orthotropic materials，the new model for stress analysis of borehole surrounding rock has been established with superposition principle. The model includes the function of hydrostatic pressure of drilling mud，maximum and minimum horizontal in-situ stresses respectively. The computational results show that no matter how the horizontal stress is uniform or not，if the formation is orthotropic，the stress distribution of borehole surrounding rock will always be nonuniform. Moreover，the maximum stress of orthotropic formation is larger than that of isotropic formation. The orthotropic of formation mechanical property can make the borehole stress distribution worse. So this feature should be considered into the mechanical analysis of corresponding projects.

Based on the engineering geological conditions in geological anomaly zone，outburst hazard of coal uncovering in rock cross-cut is evaluated and prevented further；and it is confirmed that the coal seam 11–2 has no outburst danger. Combining the grouting in super deep hole and pipe embedded in the drilling，a new advanced supporting technique is proposed；and its action mechanism and supporting technology are analyzed and introduced respectively. Excavation practice has shown that the new advanced support means are feasible to provide an ideal construction circumstances for excavation and subsequent support. After the preliminary support，the deformation monitoring and analysis of roadway show that at the same monitoring section，the deformation of floor heave is more serious than that of two sides and roof；and at different monitoring sections，the deformation of roadway becomes more significant with the increasing of crushing degree of roadway surrounding rock. Cause analysis of the deformation and damage of roadway shows that except engineering geological conditions and in-situ stress of surrounding rock have a significant effect on roadway deformation，another key factor depends on the construction control condition of roadway. Floor short supporting is essential inducement to cause floor heaving seriously，and then instability and failure of whole section ultimately. Then，a new supporting technique combined prestressed multiple anchor cable and bolt-grouting for control of floor heave is proposed；and its reinforcement mechanism and construction technology are analyzed and introduced respectively. Contrast analysis of monitoring results before and after control of floor heave on surface displacement and deep displacement have shown that effect of the new technique is significant for control of roadway floor heave；and rates of surface deformation and deep deformation of roadway significantly decrease，so that the overall stability of surrounding rock of roadway is basically controlled.

Shaking table test is an important method to study soil-structure dynamic interaction. The property of soil container directly affects the accuracy of test result. So a multifunctional laminar shear container is firstly designed for shaking table test after summarizing development experience of soil container at home and aboard. The multifunctional laminar shear container can be used to do one-dimensional，two-dimensional and three- dimensional shaking table test. Meanwhile，the stiffness of soil container could be adjusted according to type of model soil，which is applicable to decrease boundary effect. Then a shaking table test on soil-underground structure dynamic interaction，of which the structure laying in clay is conducted. The test results show that the soil container can eliminate the boundary effect when the dynamic load is applied to only one horizontal direction. Results of another shaking table test on three-dimensional soil-underground structure dynamic interactions，of which the structure laying in clay with laminated sand show that the soil container eliminates boundary effect quite well in two mutually perpendicular horizontal.

Through the triaxial compression test of salt rock under different confining pressures and loading strain rates，influences of loading strain rate on salt rock compressive strength，axial strain，radial strain，Young?s modulus and failure mode are analyzed. In the test scale of loading strain rate，it is found that the influencing characters of salt rock can be divided into three different stages，i.e. elastic stage in which loading strain rate has no effect on salt rock properties，preliminary plastic stage caused by compressive strength difference，and strain hardening stage caused by the stability of strength difference. The final result is that compressive strength increases with the increasing loading strain rate. Test samples under high loading rate have notable internal damage. Cracks appear in these samples are long and obvious which are different from the cracks under low loading rate. The uniaxial compression experiment is undertaken on the rock samples which have been loaded by triaxial compression test. It is found that the Young?s modulus becomes smaller as the loading rate increases，so high strain rate leads to inattentive internal structure and causes more serious structural damage of salt rock. Comparing test results under different confining pressures and combining with uniaxial compression test results，it is found that confining pressure is the precondition of whether the loading rate has influence on properties of salt rock. The higher the confining pressure is，more obvious the influence of loading strain rate on mechanical performances of salt rock is. From the results of experiment，analysis of different strain loading rates of every stage in construction and operation of salt rock cavern in actual project，several beneficial suggestions are proposed.

In light of the aquifer rock condition of coal mines western in China，the relationship of similarity criterion related to steady model tests of interaction of water，surrounding rock and shaft lining are firstly studied. Then the shaft test device have been developed according to the mechanical model of plane strain shaft in infinite ground，showing especially in the aspects of structure and technology of gravity loading and pore water pressure loading system. According to the orthogonal tests table of L9(34)，a series of tests of shaft system under high water pressure are carried out. Upon the analysis theory of orthogonal tests，the sequences of factors which influence the inner side displacement of shaft lining are revealed as follows：the first is water pressure，the second is the thickness of surrounding rock and the third is shearing modulus；lining thickness is listed as the 4th influencing factor. Through monitoring and data study during testing process，the basic laws of inner side displacement and hoop strain of concrete lining developed by high water pressure are revealed. As the rupture state is coming in the testing process，compression deformation speeds up in the inner side of shaft lining，while the outer side of lining is under a sharp change from the state of hoop tension to compression，showing a brittle failure behavior of plain concrete. This newly discovery is worth further exploring.

Based on the project of highway tunnel crossing the thrust fault with dip angle of 75°，through a model experiment，the effect of thrust fault stick-slip dislocation on highway tunnel has been discussed. Experimental results show that under the influence of stick-slip dislocation of thrust fault，the tensile zones of tunnel lining mainly distribute in the range of 0.3D(D is the diameter of tunnel)and 1.2D away from thrust fault trace at the bottom of tunnel in the foot wall，and the compressive zones of tunnel lining mainly distribute in the range of 0.6D and 1.6D away from thrust fault trace at the top of tunnel in the foot wall. The movement of thrust fault changes the state of surrounding rock pressure. The largest surrounding pressure occurs at the bottom of the tunnel 1D away from fault trace in the hanging wall，and can increase to 2 times of initial surrounding rock pressure. The failure mode of tunnel lining caused by stick-slip dislocation of thrust fault is combination of extension breakage with direct-shear breakage. The dominating factors of tunnel damage are diagonal cracks with dip angle about 50°and 45°near the thrust fault trace.

Based on summarizing existing research status of mining-induced fractures developing features in overlying strata and engineering application domains of radon gas，geophysical and chemical properties of radon gas are applied attemptly to the field of mining engineering firstly；and the radioactive measurement method is introduced to detect the mining-induced fractures development process in overlying strata and its containing water quality in underground coal mining. Then，a comprehensive test system for detecting mining-induced fractures in overlying strata on surface with radon(CTSR) is independently developed，which has the advantages of installation-dismantlement facility，physical simulation model laying convenience and achieving fast two or three dimensional physical simulation experiment. The CTSR has been used to two-dimensional similar physical simulation for mining coalface 11203 of Daliuta coal mine in Shendong mining area，the dynamic evolution characteristics of mining-induced fractures in overlying strata and its corresponding law with radon concentration change have been obtained. Meanwhile，the feasibility of detecting mining-induced fractures in overlying strata on surface with radon also has been validated further in this experiment.

The whole test scheme is systematically introduced firstly，including test facility，design of similarity ratio，similar materials，design of mould case，measuring technology and so on. Then，the test results which include acceleration characteristic of rock and tunnel structure，laws of geologic strata deformation，and distribution of internal force are analyzed and compared with the numerical analysis results. The analysis results indicate that test and numerical analysis results are in good agreement. Acceleration has an apparent amplification effect which increases obviously at the unsymmetrical loading tunnel surface；the displacement of geologic strata which increases with the heightening of elevation is parabolic distribution；and relative displacement is influenced by rock types. Conjugate 45° directions at the cross-section of tunnel structure are great internal force distributing；internal force of symmetric loading tunnel is anti-symmetric；unsymmetrical loading tunnel has unfavorable internal force and great internal force peak. The results above will have great significance to reasonably comprehend seismic response character of the shallow unsymmetrical loading tunnel and be precious basic data for the aseismic design and construction of practical engineering.

Due to that the roadbed of the high-speed railway does not allow the serious deformation，the design of filling material and its anti-frost ability have become an important technical problem in the seasonally frozen regions. According to the referring and analysis for the frost-sensitive classification and the anti-frost method of roadbed filling material in different industries at home and abroad，the frost classification of filling material of the high-speed railway roadbed which is suitable for the seasonally frozen regions in China is discussed combining the specific engineering case，Harbin—Dalian passenger special line. About 70% frost heave amount of the high-speed railway roadbed is found at the upside of underlying roadbed by measured data and analyzing the distribution of frost heave amount along the frozen depth. The result will be used to estimate the thickness of anti-frost layer. The result calculated by the finite element method shows that the maximum frozen depth using modified materials A and B is less about 20 to 30 cm than that using common materials A and B，additionally the warming in the former is quicker than that in the latter. The results above also indicate that the roadbed using modified filling materials has good effects to heat preservation and temperature rising.

Aiming at the impact of augered piling on ground soil，model tests on augered piling of screw displacement auger in homogeneous sand are conducted by self-designed visualization model device. The mechanism for development of borehole is discussed. The displacement behaviors and stress development of soil nearby the borehole are analyzed in macro-scale during augered piling. The mesomechanism of interaction between auger and soil is studied by evolution of sand micro-fabric parameters. The model test results show that impact of augered piling on ground soil depends on vertical stress. The higher the vertical stress is，further the radial displacement in the soil transfers. Radial displacement of soil is mainly within 2.5 times of the auger diameter，accompanying with the significant hoop shear displacement of soil nearby the borehole. The soil nearby the borehole experiences the process of loading-unloading-loading. The sand particles in the area that auger contact width is approximately 5 times of the average particle diameters occur significant rotation. The point contact between sand particles and auger develops gradually surface contact with the evolution of isotropy on micro structure. The study results have some significance to disclose the mechanism of augered piling and macro-meso mechanical properties of soil nearby the borehole for the soil displacement screw pile.

Using the self-developed small-scale model flume，combined with the controllable intensity artificial rainfall simulator，the experiment of debris flow induced by artificial rainfall is carried out to study the influence of rainfall intensity on debris flow starting progress. Based on molar heat capacity principle，precise measuring instrument PF-Meter is used to measure variation relation of matrix suction with water content；and pore water pressure gauge is used to measure the performance of pore water pressure during rainfall process. Based on the water-soil interaction mechanism combining with the changes of pore water pressure and matrix suction，the macro influencing factors of debris flow are analyzed. Using the CCD camera and software GeoDip，motion characteristics of sand particles in sandy soil and water-soil interaction mechanism of debris flow are both studied from microscopic view，which indicate that the motion of sand particle under the action of rain is the main influencing factor of water-soil interaction mechanism during the starting process of debris flow.

Applied with a large-scale direct shear apparatus，the 3D stress-controlled cyclic behavior of a gravel- structure interface was investigated and the influence of the shear path and stress amplitude was discussed. The tests were performed at normal stress of 400 kPa in two-way cross，one-way and two-way circular cyclic shear paths. Results indicate that：(1) The volumetric change of interface between coarse grained soil and structure can be divided into reversible and irreversible components in two-way cyclic shear paths. (2) Irreversible increment is dominant in the first few shear cycles，and then equivalent to reversible component which finally becomes the governing part of interface volumetric increment；but the volumetric change of interface gives priority to irreversible component. (3) Tangential displacement migrates with shear cycles. Interface exhibits non-coaxial behavior in the tangential direction for circular shear tests；tangential displacement amplitude and increment per shear stress decrease with shear cycles when the shear stress amplitude is relatively small. (4) With the increasing shear stress amplitude，non-coaxial angle decreases and tangential displacement and tangential displacement increment per shear stress both increase. Non-coaxial angle varies little with shear cycles in one-way circular shear path，while it has opposite algebraic sign at neighboring shear cycles in two-way circular shear path. (5) Tangential stress-tangential displacement curves present an elliptical shape in circular path and hyperbolic in cross shear path. Shear path and shear stress amplitude have notable influence on the 3D stress-controlled cyclic behaviors of interface.

Additional thrust at the excavation face，friction force imposed on the around soils by shield skin and excess pressure of tail grouting can cause ground surface movements. Based on Mindlin solution，ground surface displacements induced by these three forces are calculated through numerical integration. The calculation results are verified by case studies of in-situ monitored ground surface movements in construction of Hangzhou Qingchun road river-crossing tunnel. The analysis results indicate that superposition of ground loss settlement and calculated movements due to above three forces based on Mindlin solution can be used to predict ground surface heave and subsidence induced by shield tunnelling. Ground surface heave of cross-section caused by shield tail synchronous grouting accords with Gaussian distribution. A modified Peck equation taking grouting impact into account is proposed. Compared with the conversional Peck method，modified Peck equation is able to predict ground surface heave induced by shield tunnelling；and the fitting parameters of ground surface subsidence through back analysis are more accurate.