The mechanical and hydraulic properties as well as the coupled hydromechanical(HM) behaviours of fractured rock mass are mainly controlled by its geological discontinuities. The deformation，fluid flow and coupled HM mechanisms of discontinuities are key scientific issues for multi-field coupling analysis. From the viewpoint of coupled HM analysis，the discontinuities are characterized as an interfacial layer. The geometrical and mechanical properties of the interfacial layer are described by apertures，stiffness coefficients or Lame constants. The closure behaviour，shear dilation and contraction，and coupled HM process of the interfacial layer under normal load or combined normal and shear loads are investigated. Deformation models are established to characterize the elastic，elastoplastic and post-peak responses of the interfacial layer. Based on these，a generalized cubic law and an analytical unsaturated flow model are proposed by considering the coupled HM effects. The proposed deformation models，flow models and coupled HM models based on the concept of the interfacial layer are validated by experimental tests；and the model parameters can be determined by simple experimental tests. With the interfacial layer model，the deformation analysis and the flow analysis of discontinuities and rock masses can be performed on the basis of the same physical model. As a result，the coupled HM mechanism of rock masses can be better understood；and the reliability of multi-field coupling analysis can be improved. Moreover，the interfacial layer model can be applied to the coupled HM analysis not only for the discrete media but also for the equivalent continua.

The excavation disturbance and anchoring effects of high-geostress dam foundation slope of Laxiwa Hydropower Engineering on the Yellow River are systematically studied based on a detailed numerical simulation of excavation and anchoring processes. Both the excavation disturbance characteristics and anchoring effects of stresses，displacements and plastic yield zones of the dam foundation slope are derived；and also the influential effects of faults are analyzed. The study reveals that there exist obvious excavation disturbance zone and anchoring influential zone in the high-geostress dam foundation slope；the unloading magnitude in rock mass under high-geostress region due to excavation is much larger than that under low or general geostress condition，and this strong unloading effect can induce a great damage. On the other hand，the timely anchoring scheme sequentially following the excavation steps is an effective reinforcing measure for the high-geostress dam foundation slope；the anchoring measure can not only effectively constrain the slope deformation but also lower the unloading strength so as to decrease the damage and fracture extent of the rock mass. Furthermore，the excavation disturbance and anchoring problems of the high-geostress dam foundation slope are discussed；and the optimization suggestions related to the slope reinforcement are provided. The presented results can provide references for the other slope engineering with similar high-geostress condition.

Landslide prediction is one of the hot issues in the field of engineering geology，but the relevant theories have not been well built up so far. Combining the experience and lessons from the practices of the several cases of slope prediction and monitoring in recent years，the three-phase law of landslide deformation with time and assorted characters of cracks spatial evolution in different deformation periods，and the effects of the external factors on the evolution of slope deformation are analyzed. The following results are drawn. (1) The slope deformation experiences three stages in time，i.e. initial deformation stage，constant deformation stage and accelerative deformation stage；and the correct prediction of slope deformation stage is the basis of exact landslide prediction. (2) The cracks on the ground surface will form a complete crack system gradually with the increase of the slope deformation in space. The synthetic analysis of temporal-spatial deformation evolution is the key of accurate slope prediction. It can also be concluded that the analysis of correlation among landslide deformation evolution，external influential factors and macroscopically deformation failure evidence，is an effective method to deal with step-type deformation curve of landslide.

In order to grasp the hydrophilic characteristics of mudstone in deep well，a self-developed soft rock hydrophilic experiment system is used to analyze the main influential factors，as well as SEM and X-ray techniques are applied. Based on a series of test results of diverse mudstone samples，the hydrophilic characteristics can be divided into two stages in time series，i.e. decelerating suction phase and uniform speed suction phase. According to the lnQ-lnt curve，where Q is the soakage and t is the soaking time，there are three kinds of curves：convex，concave and linear curves. Porosity，content and sort of minerals as well as clay occurrence are the main factors influencing the hydrophilic characteristics of mudstone. The soaking velocity or soakage of mudstone is directly proportional to its porosity，but is inversely proportional to the clay mineral content. The characteristic curve is also affected by the occurrence of clay mineral obviously.

Deformation reinforcement theory is developed and improved. The strict definition of structure failure and its logical description with set concept are presented. The criterion of structure stability based on plastic complementary energy and its variation is developed. The principle of minimum plastic complementary energy has been well proven. It is presented that the principle of minimum plastic complementary energy is the combination representation of structure equilibrium，coordination condition of deformation and constitutive relationship. The new idea that the structure global stability can be described by the relationship between the global degree of safety of structure and plastic complementary energy is presented；and then it is used in global stability evaluation of high arch dams. The results show that the deformation reinforcement theory provides uniform and practical theory framework and basis for high arch dams in evaluation of global stability，cracking problem of dam-heel，anchorage of dam-toe，reinforcement of faults and so on.

Along the highway from Yichang to Enshi city，section of the national main line from Shanghai to Chengdu，a new structural style of tunnel named forked tunnel，is put forward and successfully applied to the construction of Baziling，Miaoya and Qishucao tunnels. The emphasis is put on the influence of exhaust air on the two-lane highway tunnel¢s ventilation considering different spaces and air speeds of the two tunnels；the relation formula among intake air speed，discharge air speed and tunnel space is deduced based on a great number of numerical simulation and multivariant nonlinear regression analysis. The corresponding physical model test and field monitoring are also conducted. The technical measures，such as constructing midboard and staggering the tunnel entrance，are suggested and applied to the forked tunnel¢s design and construction in practice.

Based on rock damage model founded by Lemaitre¢s strain equivalent theory，the changing rule of damage variable or damage factor during the process of rock strain softening deformation，the characteristics of rock strain softening，the rock damage mechanism and the necessity of considering the influence of the damage threshold in developing rock damage evolvement model are discussed. Then，a new method for measuring microcosmic element strength of rock is presented with consideration of damage threshold；and a new statistical damage evolvement model is established by adopting statistical damage theory. This model can reflect not only the influence of damage threshold but also the influence of stress states on damage degree of rock as well as the damage characteristics of different initial points under different stress states. Based on these，a damage statistical softening constitutive model used to simulate the rock strain softening deformation process is developed；and the method to determine the model parameters is proposed. This model can reflect the linear-elastic characteristics of rock deformation in low stress level or small deformation. Moreover，the concepts of the model parameters are clear；and it is convenient for the model to be applied to complex stress state cases. Finally，the case study indicates that the constitutive model is reasonable.

The liquefaction of seabed under seismic load is one of the main reasons that govern the global stability of submarine pipeline. A finite element numerical analysis method for liquefaction around a buried pipeline in sandy seabed under seismic load is presented. The advanced soil static and dynamic universal triaxial and torsional shear apparatus is employed to perform torsional shear tests subjected to cyclic loading. The mode of dynamic increase of pore water pressure under undrained conditions gained from tests is incorporated with two-dimensional dynamic consolidation equation；and a numerical procedure based on FEM is developed to assess the accumulative pore water pressure. By numerical computation，the accumulation process of pore water pressure and liquefaction potential of sandy seabed soil under seismic load can be evaluated. Based on the presented numerical model，the effects of sandy soil characteristic parameters and pipeline geometry on the seismic-induced accumulative pore water pressure around submarine pipeline and along the depth of seabed are studied. By the computation and analysis，it is found that the effects of soil permeability coefficient on the seismic-induced accumulative pore water pressure ratios of sandy seabed around the pipeline are remarkable. Otherwise，the radius of pipeline only influence the accumulative pore water pressure ratios of sandy seabed nearby the pipeline；and the effects of pipeline can be neglected in the region of seabed far away from the pipeline.

The mechanical properties of coarse sandstone specimens such as longitudinal wave velocity，compressive strength，average and deformation moduli，peak strain are studied under uniaxial compression after being heated to different temperatures(100 ℃–900 ℃). The servo-controlled testing machine RMT–150B is adopted to conduct the experiments. Though the experimental results are discrete，the general law is obvious. The longitudinal wave velocity of specimens changes little below 100 ℃ and declines linearly with the increase of temperature when the temperature exceeds 100 ℃. The compressive strength and average modulus of sandstone increase slightly when the temperature ranges from 100 ℃ to 500 ℃，while the deformation modulus has a slightly decrease. When the temperature exceeds 500 ℃，the compressive strength，average modulus，deformation modulus have a little decrease，while the peak strain increases slightly. The experimental results also demonstrate that the temperature has two different effects on the mechanical properties of sandstone. On the one hand，high temperature can induce deformation，making some pre-existing fissures close and improving the degree of density；the contact state of mineral grain in sandstone and the friction character are improved；and the bearing capacity and non- deformability of samples are enhanced. On the other hand，different thermal expansion coefficients can induce the incoordinate thermal stress between different grains；and then the new tiny crack produces in the specimens. In the meantime，the stiffness of cemented material decreases，so the bearing capacity and non-deformability of sandstone specimen are weakened.

It is not simple to select the hardening parameter and function in the constitutive modeling of elastoplastic behavior for sandy soils due to the fact that there exists a clear effect of stress path on the deformation and strength of sandy soils. In order to better understand the above effect，a series of drained plane strain compression(PSC) tests along different stress paths are carried out on saturated dense specimens of sandy soil with precise stress and strain measurements. It is shown that all the strain increments(i.e. axial，lateral，shear and volumetric increments) are dependent on stress history and stress path. Therefore，the use of any quantity shown above as the hardening parameter that is independent of stress history and path in an elastoplastic model for sandy soil is not reasonable. Based on test results and precise data analysis，a unique modified plastic-work parameter and the related function，which are independent of stress path，are discovered. It is shown that using the modified plastic-work parameter and function as the hardening parameter and function that is independent of stress path in an elastoplastic model for sandy soil is consistent with theoretical assumption. By the comparison between the computational results and the experimental results，it can be seen that the effect of stress path on the deformation and strength of sandy soil could be successfully simulated by the elastoplastic model with the proposed modified plastic-work parameter and function.

In order to forecast the destabilization and dangerous situation of surrounding rock of weathered rock tunnel and primary support system，combining with a practical engineering of shallow-buried tunnel，according to the principle of evaluating system stability with the variable tendency of its compatibility，with measured displacement data being smoothly processed and forecasted data being generated after once accumulation again，a grey-cusp-catastrophic destabilization prediction model of surrounding rock and primary support system is established by applying scientific theory of systems engineering and grey-cusp-catastrophe theory in nonlinear science；and then，the relation between the ratio of vault settlement to the deformation convergence of side wall around tunnel and time after primary support is fitted by polynomial regression；and the destabilization time of surrounding rock-primary support system is predicted by the grey-cusp-catastrophic destabilization prediction model. Furthermore，the destabilization and dangerous situation of surrounding rock and primary support system under the condition of steady rainfall are analyzed. The research results are shown as follows. Firstly，the stability of the surrounding rock and primary support system may be judged from analyzing the variable tendency of its compatibility with the grey-cusp-catastrophic destabilization prediction model. Secondly，the critical time and time difference of system destabilization may be more accurately derived. Moreover，the destabilization process including the critical state of the system may be accurately forewarned and forecasted by the established grey-cusp-catastrophic prediction model.

In consideration of the difficulty of monitoring internal deformation in dam model tests，a new optical fiber sensor based on fiber Bragg grating(FBG) technology has been developed. Quasi-distributed FBGs are installed on a slender bar(circular cross-section) along axial direction to make an FBG sensing bar. For the dam physical model in this study，FBG sensing bars can be embedded in predrilled holes within the dam structure and the dam foundation. When the dam is loaded by hydraulic jacks and dam deformations occur，the sensing bar works like an elastic beam under arbitrary transverse and axial loading. According to the bending beam theory，the distribution of both horizontal and vertical displacements can be calculated from the strains measured by the FBGs. The two sensing bars used in the test were calibrated in the laboratory before testing. The calibration results have shown that the displacements measured by the sensing bars were in good agreement with those obtained using other conventional gauges. Recently a two-dimensional gravity dam model was constructed and instrumented with two embedded FBG sensing bars，together with surface mounted displacement transducers and strain rosettes. In the overload test，all the sensors were used to perform real-time monitoring of the model dam deformation. Major monitoring results are presented，compared and analyzed. The displacements measured by the FBG sensing bars in the dam model test are in good agreement with those from displacement transducers. The test results also reveal the deformation mechanism and failure mode of the gravity dam

A new software GeoCAAS(geo-engineering computer aided analysis system) is developed. Adopting Mohr-Coulomb criterion combined with tensile stress failure criterion and considering the softening characters of material after plastic yield，the deformation and strength of rocks with flaws under uniaxial compression are studied；and the evolutionary rule of flaws in rock and its effect on the macro-mechanical uniaxial compression strength(UCS) are discussed. For the rock with single flaw，the initial position of the flaw affects the rock UCS considerably. The flaw on the boundary of rock can determine the distribution of the final shear band and reduce the rock UCS greatly. The internal flaw has the same important effect on the distribution of the shear band，but little effect on the rock UCS. For the rock specimens with multiple randomly distributed flaws，the relationship between the volume content of flaws and rock UCS is studied. By considering approximately the volume content of flaws in rock to be porosity of the rock，the study results mentioned above are verified by using the uniaxial compression tests of rock specimens with different porosities. The study provides practical guides in some degree for rock mechanical tests and rock engineering.

The geological origin of columnar jointed rock mass is very complicated，its geological structure arranges regularly or irregularly，which is not same as common rock mass，so different methods should be adopted in fracture statistics and random simulation of joints. According to the geological structure of the columnar joints and in-situ data，columnar joints are simulated randomly by Voronoi method，which can effectively solve the problem in the random simulation of columnar joints. With the introduction of random model into 3DEC，3D random columnar joint model can be set up；and then the numerical test is carried out. Following conclusions can be drawn. (1) The size of representative elementary volume(REV) is about 3 to 4 times of the typical joint size. (2) Elastic modulus and Poisson¢s ratio show great differences in the horizontal and vertical directions，which indicates that the columnar joints have strong anisotropy. Elastic modulus and Poisson ratio in horizontal direction show little differences，so the material property can be considered same in REV scale；and columnar joints can be computed and analyzed as transversely isotropic material.

In the underground repositories，the microstructure change of surrounding rock under the action of the chemical corrosion will cause the increase of porosity in medium and the accelerative diffusion of chemical contaminator. Aiming to analyze the chemical corrosion effect on the environment medium，micro-local pattern and composition of sandstone specimens with size f50 mm×100 mm under chemical corrosion of NaOH solution with pH value of 12 and concentration of 0.01mol/L are tested using SEM and X-ray technology firstly. After a series of laboratory tests on evolution of porosity of sandstone specimens and pH value of solution at different periods under chemical corrosion of NaOH solution(0.01 mol/L，pH value is 12) are conducted；the microstructure change of sandstone under chemical corrosion is analyzed from the view of porosity change. On the basis of the results of tests and the theory of chemical thermodynamics，the corrosion mechanism is concluded for the dissolution of quartz matrix mineral and siliceous cement. Then，based on the theory of chemical kinetics，chemical thermodynamics，and solute transportation，a reactive-transport model for describing porosity change under chemical corrosion is established. Finally，a simplified mathematic model is derived to describe microstructure change of rock under chemical corrosion. And the numerical simulation is performed. The simulation result indicates that，with the corrosion time increasing，the porosity increases firstly and then is driven to stabilization in the end. The study results can be used as a valuable reference to understand the mechanism of the chemical corrosion effect on the microstructure change of rock damage evolution，to set up the corresponding damage constitutive model，and to offer an effective parameter for exactly estimating the safety and stability of many rock engineering projects such as dam foundation，radioactive waste repositories，slope and tunnel which are related to hydrochemistry.

An ancient relics near ground surface rock cavern group was found in Longyou County，Zhejiang Province. The 24 large caverns were excavated 2 000 years ago. The finding of the Longyou Grottoes attracts the attentions of the scholars in the world. Researches have been done to find out the characters and the structures of the mineral in sandstone clay，i.e. montmorillonite in the Longyou Grottoes，to learn the different solubilities of different minerals，to measure the surface area of the rock meeting the water(namely，the porosity ratio)，and to find out the chemical character of the water which has the action on the rock so as to prove the caves under the water to be comparatively stable. Based on the analysis of the mineral composition，the clay minerals in bonded clay，the surface water and the seepage at Longyou Grottoes in Zhejiang Province，the researches on weathering rate of sandstone immersed by different salting liquids in sequence are carried out. The saturated solutions of sodium chloride and sodium sulfate are prepared as contrasts to the distilled water to immerse the sandstone samples that are subjected to certain cycles of immersion and drying. The elastic wave velocity is obtained each time when the sandstone is dried. The weathering rate is proved to be in good correlation with the decrease of elastic wave velocity.

As the easily mining resources are being increasingly depleted，it is very urgent to mine coal under buildings，water-bodies and railways. The rational exploitation of coal resource under the premise of the security of constructions and infrastructures etc. is a major practical problem. Taking Zhengjiazhuang colliery for example，based on former research results，a 3D geological model in the study area has been firstly established by the ROCK MODEL software which is developed by authors. Secondly，several mining schemes have been analyzed by probability integral method and numerical simulation method；and the optimal mining scheme is chosen on the basis of synthetical factors such as protection of cultural relics，geological conditions and mining designs etc.. Then the impacts of “two-zone” developing height overlying the mining face，the faults and mining fractures on the drainage of shallow aquifer near the surface and survival of famous and ancient trees have been analyzed by synthetical methods. Finally，specific protection measures are proposed.

Rockfill parametric inversion is a multi-variable and multi-constraint nonlinear optimization problem. When the finite element analysis is conducted by the simulator of neural network，highly efficient optimizing algorithm is the problem-solving key. A modified particle swarm optimization algorithm，chaotic particle swarm optimization with direction search(CHPSO-DS) algorithm，is provided to solve the complex problem. In the CHPSO-DS algorithm，the particle is initialized with chaos optimization method in its sub-area，which reduces the influence caused by initial position of particle，and then the local search capability of the algorithm is increased by direct search method. For comparison，the CHPSO-DS algorithm and genetic algorithm are used to back analyze parameters of Shuibuya concrete face rockfill dam on the basis of measured displacements. The results show that the CHPSO-DS algorithm can converge quickly and is very robust，and it takes shorter time compared with genetic algorithm in a same precision level. Those show that CHPSO-DS algorithm is very excellent. At last，the calculated mechanical parameters are used to forecast the settlements of the monitoring points of Shuibuya concrete face rockfill dam. Forecasted values are in good agreement with the measured values，which indicates that the CHPSO-DS algorithm can be well applied to the displacement back analysis in geotechnical engineering.

Slope collapse is one of the most common geological disasters，which is controlled by multi-factors. The mechanism of slope stability is very complicated，it is thus essential to study the method of theoretical calculation and numerical simulation. With the development of modern science and technology，especially some advanced numerical simulation technologies，it becomes possible to build up a viable 3D mine model and then provides a new analysis method for slope stability. The basic principles and steps followed in the 3D numerical simulating process based on MapGIS，Surpac and AutoCAD are clearly introduced. The obtained numerical model will possess all kinds of information including the mechanical characteristics of materials and the geometrical parameters of geological discontinuities known from previous works. Both the whole geological structure and various geological components involved in a slope can be visualized on computer；the complicated analysis and calculation can be then carried out more effectively. The combination of 3D numerical model with some classical theories in slope stabilization can easily provide the stability factor，and the combination with other powerful finite element methods can realize more complicated calculation and offer more detailed results of stress and displacement. A case study，Luoshan Mine slope in Lingbao of Henan Province，is discussed. The stability coefficient in certain key cross-sections of slope is obtained，which can be useful in the slope stability studies.

Ultra-high pressure jet assisted drilling is an affective approach for improving penetration speed；and influential factors and mechanism of rock breakage are key technologies. Experiments of rock breakage by ultra-high pressure water jets under submerged condition are conducted to investigate the effect rules of driven pressure，standoff distance，jet acting time and impact angle on rocks. In the experiments，five kinds of driven pressures from 100 MPa to 200 MPa，and three types of rock samples are selected. Thereafter，numerical simulation with fluid-structure interaction(FSI) method for stress distribution in the coupling system is utilized to analyze rock macro- failure mechanism by jets cutting. The study shows that there exists optimum standoff distance for different driven pressures. Under the experimental condition，the optimum standoff distance is approximately 15 times of the nozzle diameter when the driven pressure is 100 MPa and 20 times for driven pressure of 200 MPa. The optimum standoff distance increases as driven pressure increases. The maximum rock broken volume can be obtained when the jet impact angle is between 12° to 14°. Meanwhile，numerical simulation shows that the micro-mechanism of rock failure due to water jets impingement is a brittle fracture in the condition of tensile and shear stress. The rocks are mainly destructed in a few milliseconds. It constructs a bridge between the micro-failure and macro-breaking mechanism of rocks with water jets impact. The study can offer some rules for optimizing hydraulic parameters and designing drill bit in the ultra-high pressure jet assisted drilling technology

The origin and development of fuzzy stochastic damage mechanics are introduced in order to interpret and describe damage mechanics more essentially with the analysis of harmony of damage conception，probability，fuzzy degree of membership in interval[0，1]. Three kinds of fuzzy conditions of damage variables are formulated and translated by analyzing damage variable generalized uncertain essentiality；the corresponding fuzzy mapping distributions，namely，half depressed distribution，swing distribution，combined swing distribution，by which the fuzzy evolving processes of stochastic damage with different forms can be discussed，were put forward；and the fuzzy process of the stochastic damage variables is realized during adaptive generation and formation. Furthermore，by the demonstration of damage variable¢s generalized probabilistic characteristics，according to the expansion theory and the theory and definition that damage variable accords with b probability distribution，the integrations of CDF，PDF for stochastic damage variable in fuzzy sets are modified. At the same time，combining with the equivalent normalization theory，three kinds of fuzzy stochastic damage functional are introduced into constitutive model to realize the sync analysis of reliability of fuzzy stochastic finite element method and fuzzy stochastic damage in fuzzy sets；and the damage model is clarified. 3D fuzzy stochastic damage mechanical characters of Longtan rolled-concrete dam are researched by self-developed fuzzy stochastic damage finite element method. The statistical dependence and abnormality of the random field parameters are considered comprehensively in fuzzy stochastic damage model. The uncertainty of the damage variable is extended perfectly；and the uncertainties of fuzzy and randomness are introduced into analysis and modeling of continuous damage mechanics rationally and efficiently. The research can provide references for innovation and extension of nondeterministic damage mechanics research and structure reliability analysis.

Determining the values of the shaft resistances in practice relies mainly on the empirical approaches and secondarily settlement on the pile tests. From them，the analytical results usually have considerable errors. In terms of the sequence of building construction，the site investigations for two buildings supported by pile foundations are firstly introduced，and then the pile loading tests are presented on two different sites. According to the pile loading histories，the ultimate frictional resistance of pile shafts can be determined and figured out by dividing a load- settlement curve into three sections. The results from the pile test analysis are finally applied to the comparison of the two high-rise building settlements. The relationship between the mobilized shaft resistance and two-building settlement supported by the piles is evaluated；and the reasonableness of proposed method is validated.

With the development of urban construction，more and more researchers are aware of the importance of utilization of underground space. Uplift piles are widely used for resisting uplift loads of underground structures. However，there are few research results about uplift piles. Most research results of uplift piles are focused on the uplift capacity，but the study on the deformation of uplift piles is very few. The method of deformation of uplift piles presented by Sulaiman in 1976 is modified；the displacement on top of the uplift pile is adjusted by dichotomy. At lower load levels，the modified method of deformation compatibility can predict the displacement of the uplift piles satisfactorily. The efficient procedure corresponding to the method is given in order that the method can be applied in practice. The influence of the parameters of pile and soil on the deformation of uplift piles is studied by the procedure. The results can provide references to the design of uplift piles. Compared with the load-settlement responses for the model pile test results and the test pile test results，this method can give reasonable results.

With the development of national economy and defense works，there are more and more deep underground rock wass engineering，such as the mines with depth of thousand to several thousands meters(Jinchuan nickel mines and gold mines in South Africa，etc.)，water diversion tunnels and auxiliary tunnel of Jinping II hydropower station，deep geological deposition of nuclear waste and deep underground protection engineering. While the deep rock mass are excavated by the blast or other methods，the deformation and fracture of the surrounding rock show several new scientific characteristic phenomena. Besides the deep rockburst and large deformation of tunnel in squeezing ground，the phenomenon of zonal disintegration attracts the attentions of scholars and engineers in the fields of geotechnical engineering and rock mechanics in the world. Based on the experimental and theoretical researches of zonal disintegration phenomenon at home and abroad，the main characteristics and corresponding changing laws of zonal disintegration are summarized. It is revealed the mechanism for the occurrence of zonal disintegration；and the emphasis in this field is proposed. Also the domestic experimental and theoretical investigations of zonal disintegration phenomenon are introduced.

A new laboratory apparatus for coupling shear and seepage of rock joints is developed and used to investigate coupling effect of joint shear deformation and dilatancy on hydraulic conductivity of rock joints. The test apparatus consists of three parts：a normal and shear force loading system，a hydraulic loading system and a sealing shear box，each including a control and data acquisition unit. The maximum normal pressure and shear pressure are both 600 kN. The sizes of specimens for directional flow are 200 mm in length along permeation direction，100 mm in width perpendicular to the permeation direction and 100 mm in height，while those for radial flow are 300 mm in length，300 mm in width and 150 mm in height. During the shear test of joint specimen，at least until the water pressure reaches 0.5 MPa，equaling to the hydrostatic pressure caused by a water head of 50 m，leakage will not happen at the shear box. Besides the loading condition of constant normal load and constant normal volume，shear test can also be adopted with constant normal stiffness，which is considered to reproduce more real-world phenomena than other testing methods by equating spring stiffness with the stiffness of surrounding ground. The principle of hydraulic loading system is similar to a “needle syringe”. In the course of coupling shear and seepage test，the flow rate and water pressure of water inlet and outlet can be measured at any time. The sealing shear box is designed especially to meet the purpose that seepage water of high-pressure flows along appointed path of joint face during the test while no leakage will happen. A lot of shear-seepage tests are carried out on rock samples from Jinping area on Yalong River of China. The results reveal the following facts：(1) the apparatus can satisfy the requirement for coupled shear-seepage test of rock joints；(2) the apparatus is easy to operate with satisfactory performance，and the precision of results meet the national standards for regular test. It can be used to investigate certain scientific natures of reservoir and dam safety，cavern excavation，deep mining process，deep petroleum extraction，nuclear waste disposal and geothermal excavation，etc..

A rapid field test system(HSZK–01) is developed to determine the permeable parameters of rock and soil masses based on the oscillating principle of fluid movement inside a single well，which makes it possible to obtain hydrogeological parameters quickly. The functions，frames and field operating procedures of the test system are introduced. Based on the Visual Basic language，a processing program is compiled to manipulate data obtained by variable frequency instrument(HGW–01)；and the relative coefficients are acquired automatically. High-grade parameters can be determined in a short time. Furthermore，the effect of this test system on groundwater and its surrounding environment is free while working. Both slug test and pumping test are conducted in the same well；and the test data are analyzed using various methods to obtain the permeable parameters. The results are in the same order of magnitude and show a good fitness，which verify the reliability of the test system and the accuracy of the theory.

全国岩土本构理论研讨会(第1号通知)