In the construction of the extra-deep foundation pit of Shenzhen Ping?an Financial Center，the maximum excavated depth is over 30 m and the minimum distance to metro structures is just 5.3 m. Some of the super-large digging piles will be constructed subsequently with the top opening diameter of 9.5 m. The maximum depth for piles construction is 68 m below the ground surface. Therefore，it is key to consider and control the settlement of metro structures during the pile construction. Based on the actual construction conditions，the three-dimensional numerical simulation method was used for analysis of digging piles construction. Hereby，a series of significant countermeasures were proposed and performed before pile constructions to reduce the excessive settlement，such as high-pressure jet grouting and curtain grouting according to geological conditions. The settlement values monitored increased slightly and matched well with the predicted results after the completion of digging piles，which indicates a better controlling of metro structure deformation contributed by the effective countermeasures.

The Wenchuan earthquake，which occurred in Sichuan Province，triggered several thousand landslides. For the study of rock avalanche kinematics，the Xiejiadianzi rock avalanche，Niujuangou rock avalanche and Wenjiagou rock avalanche were described to show the geological characteristics of rock avalanches along their sliding paths. According to field investigation，the vertical sorting on the path of rock avalanches is presented；firstly，which is divided into five parts from top to bottom，and named as：the air-blast zone，the leap and air-launch zone of debris，the sliding and deposit zone of debris，the sliping zone，and the original underlying accumulation zone respectively. Then，based on the description of the vertical sorting，the grain-size distribution of the sliding and deposit zones of debris is analyzed by combining an area-by-area technique and sieve analysis，which presents a gradual increase in grain size with height above the base cut quantitatively，proving the existence of inverse grading. This unique inner structure is an important geological evidence for the study of rock avalanche kinematics，which can shed light on the mechanism of their rapid motion. Finally，according to lots of field investigation and test results，one conclusion is proposed that：the kinematic sieving process energized by undulated sliding surface，the dynamic fragmentation process triggered by particle collisions，and their coupling process are the main reasons for the formation of inverse grading；and based on the process of landslide kinematics and dynamics，the above energy sources and transformation processes are described.

The pseudo-static method for the seismic stability evaluation of rock slope is recommended by most codes at home and abroad，but it neglects the effects of dynamic properties of rock mass and most of earthquake ground motion characters. Furthermore，the method of earthquake time-history reasonably considering the effects of main factors is time-consuming and laborious. Nowadays，such simplified methods are lacking in the seismic stability evaluation of rock slope，which can reasonably consider the impacts of dynamic properties of rock mass and the characters of earthquake ground motion. Thus，the relation between the seismic and pseudo-static safety factors is constructed and two simplified methods，which can comprehensively utilize respective advantages of the time-history method and pseudo-static method for determining the seismic safety factor of rock slope，are put forward as follows：(1) The statistical models of seismic safety factor of rock slope and pseudo-static safety factor，peak acceleration are provided for the critical slopes. (2) The rectified coefficients of seismic safety factor of rock slope and pseudo-static safety factor are derived，and corresponding correction schemes are suggested for general slopes. The execution procedures of the simplified methods are illustrated using the method combining finite elements with limit equilibrium method through a typical rock slope. The results prove the feasibility and rationality of the suggested methods. The simplified methods proposed provide the valuable methods and the important reference for rapid evaluation aftershock of critical slopes and seismic stability evaluation of general slopes.

Focusing on anthracites of No.3 coal seam in Zhaozhuang Mine，Jincheng Coal Mining Group，an experimental study was carried out to investigate the acoustic emission(AE) characteristics of coal samples with different moisture contents in conventional uniaxial compression test，by using island AG–250kN rigid rock testing machine，digital strain data acquisition instrument，AE monitoring system and self-developed coal-gas coupling micromechanics experimental device. The results show that the strength and AE characteristics of coal samples with different moisture contents have significant difference；and with the increase of moisture content of coal，uniaxial compressive strength of coal sample decreases gradually. The coal sample has greater strength and larger deformation in failure process；and it is almost linear elastic deformation happens before peak，continuing for a long time. In densification region，coal samples with different moisture contents have no AE signal，but there are only a small amount of signals in coal samples in dry state，basically without change. And its average AE event rate is 4–10 times as many as coal samples with different moisture contents. In elastic stage，the AE event rates of coal samples with different moisture contents and samples in dry state are all relatively steady and similar，but the duration of AE event rate in coal samples is longer in dry state. In the plastic stage，the AE signals in the two kinds of coal samples increase evidently. Average AE of coal samples in this stage is 5–7 times as many as that in elastic stage. In the failure stage，the duration of AE event rate of coal samples with different moisture contents is lower than those in dry state. Increasing water content makes ring count reduced，and the time of obvious AE lag. Experiment results show that water has obvious effects on the mechanical properties and AE characteristics of coal samples.

The right abutment slope of Changheba hydropower station belongs to high and steep rock slope. During its excavation，sixteen cracks have been found successively；the stability and subsequent excavation of slope have been significantly influenced. Based on the analysis of geological conditions，rock mass structures and monitoring data，major deformation zone and direction of the slope have been defined；the main reasons of the deformation and cracking are deduced；potential instability mode is formulated；and suggestions are made for further excavation and reinforcement. The joint set J1 has been exposed during slope excavation. The shear deformation has happened along the joint set J1，then the upper rock mass has been dragged along joint set J4. The platy rock mass on the slope top tends to overturning. Finally the fault F0 and its footwall rock produce compression deformation，and subsidence of its last plate rock aggregates the deformation of the slope top. The mode of potential instability is toe sliding-middle tension-rear overturning. After implementation of reinforcing measures，the cracking and deformation have been controlled successfully and the slope is basically safe.

A new similar material for fluid-solid coupling has been developed through hundreds of compounding tests based subsea on the theory of fluid-solid coupling on geomechanics model test and the exploration data of the Qingdao Kiaochow Bay tunnel. It is mixed with sand，barite powder，talc powder，cement，vaseline and silicone oil. The effect of different mixing ratios on the properties of the samples has been systematically studied and the main components controlling the material properties have been determined through large numbers of laboratory tests. The test results indicate that the new material?s strength and elastic modulus are controlled by cement and vaseline；its cohesion is mainly effected by vaseline；its permeability coefficient can be adjusted by the ratio of vaseline and silicone oil. Water retention and compactness improvement are also the role of silicone oil. Deformation characteristics and permeability of the material are regulated by different compositions and the interaction is slight. So the properties of the material can be controlled comprehensively. The new material can simulate low-strength and medium-strength rock materials with different permeabilities，which is an ideal similar material for fluid-solid coupling. This material has been used in the Qingdao Kiaochow Bay subsea tunnel water-inflow model test，and its mechanical properties and permeability has met the test requirements. The new material ensures good test results.

The characteristics of rock progressive damage of deep tunnel are studied by using similarity model test. The similarity model is based on big section，soft fractured，deep railway tunnel. The barite，quartz sand and petroleum jelly are mixed in a fixed proportion as similar material. The self-developed test rig of plane strain model is adopted. In this device，the gas bag loading and lifting loading are used as loading system. The evolution of the strain field on rock surface during loading is monitored using the white light digital speckle correlation method(DSCM). The rock pressure change is monitored using pressure cells. The experimental results show that：(1) The shear V-shaped wedge form gradually deep from the tunnel arch sides and it has no damage in the crown of the arch but greater tensile deformation. Shear failure at the arch sides gradually expand to the crown of the arch and the shear arch crack forms over the crown of the arch. (2) Radial compression increases first and then decrease within a certain range of arch sides close to the tunnel wall，where is loosen zone. Tangential stress increased deep in the arch sides，and it is as the main resistance to pressure corresponding the pressure arch body；Radial compression decrease within certain range of the crown of the arch，where is loosen zone. The maximum principal stress direction changes far from the crown of the arch，and which is corresponding the pressure arch body. The surrounding rock show loosen zone-the pressure arch body-original stress zone after loading.

In view of the research situation and existing problems involved with the hard and stable roof control in coal mine，the test of directional hydraulic fracturing employed for the roof control is presented；the characteristics of hydraulic fracturing in the roof are obtained via the monitoring boreholes decorated on both sides of the fracturing borehole and the pressure record during hydraulic fracturing. The test results show that：(1) The transverse notch is introduced successfully in the roof by means of KZ54 drill and is capable of reducing the pressure required for crack breakdown during the directional hydraulic fracturing. (2) The inflatable straddle packer adopted for hole sealing ensures the stepwise fracturing in the hard strata，the stepwise fracturing can create multiple cracks in the roof，which ultimately weakens the hard strata. (3) The breakdown pressure and propagation pressure change in proportion to the depth of fracturing location；the crack can propagate to a large scope radius of 20 m approximately. (4) The pressure versus time curve is recorded and presents a variety of forms potentially related to the rock uniformity，permeability，geostress field and rock structure surface. (5) The rock strength is the main factor that controls the fracturing process when the values of geostress and rock tensile strength are nearly identical.

To study the threshold value of strain rates between static loading and quasi-dynamic loading of rock materials，uniaxial compression tests of several hard-rock samples were conducted with various strain rates. Then，the correlation between the ratio of rock dynamic compressive strength to static compressive strength，?，and strain rate was quantitatively analyzed using statistic theories and methods. The relationships between strength parameters of hard-rock samples and strain rate were obtained. Further，the threshold value of the strain rates of rock materials under static and quasi-dynamic loading tests were found. The results show that：(1) When the strain rate  ＜5×10－4 s－1，the tests are static with   around 1.00. It means that rock strength is independent of strain rates. (2) When 5×10－4 s－1＜ ＜102 s－1，the tests are quasi-dynamic with a power relationship between and strain rates. It indicates that rock strength is significantly dependent of strain rates.

When rock material is loaded，the deformation and internal fracture will be induced，and then part of the stored energy will be released in the form of stress wave，which triggers the acoustic emission(AE) phenomenon. Based on triaxial compression tests and AE test，the relationship between AE characteristics and mechanical parameters of the monzonite granite taken from Linglong gold mine is investigated. The main conclusions can be drawn as follows：(1) When rock sample is under triaxial compression，the AE characteristics basically conforms to the four stage of rock failure process，however，the compaction stage (closure of microcracks) is not shown clearly due to the compaction effect of confining pressure on the tested rock material. (2) By analyzing the influence of confining pressure on the memory effect of rock material，it is indicated that，under relatively low confining pressure，the Kaiser effect distinctiveness decreases with the increase of axial stress level while the Felicity effect distinctiveness shows a contrary result. However，with increasing confining pressure，the Kaiser effect distinctiveness becomes increasing and the Felicity effect distinctiveness decreases. (3) It is more suitable to employ triaxial compression tests for in-situ stress measurement with AE，because triaxial compression tests can eliminate the error induced by different stress environments and indistinctions of Kaiser effect under high confining pressure level，which makes the measured value more close to real stress state of rock mass. (4) With the increase of the confining pressure level，the compressive strength of rock increases correspondingly. Moreover，the AE characteristics on the eve of rock fracture show sudden feature，which is represented by sudden excitation of high-energy ring rate，rapid increase of energy accumulation and sudden rock fracture without post-peak curve.

Ground surface settlement induced by tunneling will affect the surrounding environment. Taking into account the problem of excessive ground settlement，analysis of field measurements of a Qingdao metro station is conducted to acquire empirical estimations of relevant characteristic parameters. First，according to the obtained settlement trough width and soil loss rates，the fitting curve of ground surface settlement trough was obtained using Peck method；and the recommendation of settlement trough width formula is given. Second，the fundamental ground surface moving parameters are obtained by using inverse analytical method based on ground surface measurement data of initial excavation．Furthermore，by using the scaling method，the ground surface moving parameters of the further excavation can be obtained，and eventually the ground surface movement of the whole tunnel due to the excavation can be predicted. Finally，the difference of the results of the two methods is obtained based on comparative analysis. In order to verify the correctness of this conclusion，impact angle caused by tunnel excavation of some cities in China is analyzed and converted into settlement trough width for comparison with existing achievements.

It is of great significance to determine the bearing capacity of grouted piles based on settlement criterion. The mechanism of base grouting reducing the settlement of grouted piles is analyzed. Subsequently，statistical analyses are conducted to give the distribution of bearing capacity improvement factors under different tip displacements for grouted piles rested on gravel layer. The distribution curves are approximated by normal distribution function fitted to the statistical data，and a method of predicting bearing capacity of grouted pile based on settlement criterion is presented. Then，an illustrative example and comparison of results are presented to demonstrate the validation of the method. In addition，the ratio of ungrouted pile head settlement to the pile head settlement of grouted pile at corresponding load based on the current design method is studied. The statistical data indicate that the ratio is in the range of 1–2 under a load equal to the characteristic value of design capacity，while it is in the range of 3–4 under the ultimate design load.

Lijiachong large-span tunnel is excavated below the existing high-voltage transmission tower，and the risk of tunnel construction is very high. Several possible schemes for tunnel construction and foundation reinforcement of high-voltage transmission tower were presented based on risk analysis；and comparison among tunnel excavation using two-side wall drift heading method after mountain grunting consolidation，tunnel excavation using three bench method with the core of surrounding rock remained after tower foundation were reinforced with H-shaped framed girders，and tunnel excavation using three bench method with the core of surrounding rock remained after tower foundation were underpinned are introduced through a 3D numerical analysis of the interaction between tunnel construction and high-voltage transmission tower. The scheme of using H-shaped framed girders to connect the foundations as a whole is adopted. It is shown that after the pile foundations were connected with H-shaped framed girders，the foundations worked as a whole，tunneling using three bench method with the core of surrounding rock remained became safety. Cumulative settlement and uneven settlement were well controlled，and the forces and deformations of the tower were in the allowable ranges. By reinforcing the tower foundations using the H-shaped framed girders，Lijiachong tunnel safely passed beneath the transmission tower；and good economical and technical results are obtained. The results can provide a reference for similar projects.

Using self-developed microscopic shear testing device for coal rock，the evolution process of shear microcracking，expansion and macroscopic failure of gas-containing coal was studied at normal stresses of 0，2 and 4 MPa under compression-shear load condition. The results show that cracks appear apparently before the peak shear stress，and the shear stress has a apparent sharp decline process after the peak shear stress. This process corresponds to the main crack coalescence，which is observed by charge-coupled device(CCD) camera. However，shear failure does not happen immediately and the coal still has a certain bearing capacity. Subsequently，the shear stress decreases slowly with the time. Accompanied by the shedding of coal，the fractured zone appears in the upper part of the coal in the process of shearing. Simultaneously，the smaller the normal stress is，the more serious the damage of the coal is. In that case，more obvious cracks appear. The cracking tips appear in the upper and lower parts of raw coal. The cracking tips appear in the upper and lower parts of raw coal. Because of the effect of original cracks in the raw coal，the main crack direction moves tortuously forward along the shear direction，but dose not coincide with shear spreading direction.

Energy conversion during rock deformation and failure is a dynamic process，and it can be mainly divided into four subprocesses：energy input，energy accumulation，energy dissipation and energy release. Based on connection analysis of different energy conversion mechanisms，a self-repression model of energy transform with axial stress is founded；and the model is approved to be suited with the energy evolution in front of peak stress via experiments on red sandstone specimens. Energy density serials with axial stress follow standard Logistic mapping，and it is of the characteristics of bifurcation and chaos. When the axial stress reaches about 92% of peak stress，the rock system turns into period of doubling bifurcation region；and when 97.5% of peak stress，the rock system turns into chaos region. A parameter  μ，called iterative growth factor，which is a monotonically increasing function of axial stress，is proposed；and a new warning criterion for rock failure，that is μ = 3，is brought out preliminarily.

For the purpose of researching the damage characteristic of rock porous structure under the condition of freezing-thawing cycles，taking the granite as the samples，3 times freezing-thawing cycles experiments with the freezing temperature of －40 ℃ and thawing temperature of 20 ℃ were conducted. The nuclear magnetic resonance(NMR) technique was used to test the rock samples；and the rock porosity，crosswise relaxation time T2 distribution and nuclear magnetic resonance imaging(NMRI) were obtained. The results show that T2 distribution of granite exhibits three peaks. Rock porosity，T2 distribution and T2 spectrum area increase with the freezing-thawing cycles. The variation ranges of them are different for every sample and it indicates that the characteristics of rock porous grow and expand under the condition of freezing-thawing cycles. Also，the microstructure distributions of porous have been visually shown by the NMRI；and the processes of rock damage under the condition of freezing-thawing cycles have been shown dynamically. The NMR characteristics of rock under the condition of freezing-thawing cycles has provided reliable experimental data for research of rock damage mechanism.

The calculation of landslide impulse wave involves many parameters. Nowadays，impulse wave calculation adopts determinate algorithm at home and abroad，which ignores random character of parameters. Rockfall impulse wave analysis ideology and formula is built based on Monte Carlo method. Taking Jianchuandong dangerous rockmass in the Three Gorges Reservoir for example，probability of three random variables，which are water depth，the probability distribution of impulse celerity and immergence volume，are analyzed. On these bases，sensitivity sequence of random variables and impulse wave is analyzed. The results show that the sensitivity of random variables is impulse celerity，immergence volume，water depth；the impulse wave generated by Jianchuandong dangerous rockmass probability distribution are submitted to normal distribution，its mean is 7.02 m. The probability of generating red alarm impulse wave is 90.8%. Thus，it is strongly suggested to manage Jianchuandong rockmass as soon to reduce impulse wave risk. Impulse wave analysis method based on the Monte Carlo method is the trend in this field in the future，which can be used to understand impulse wave risk better，and be used to geohazard risk management in reservoirs and water-way safety risk management.

The effects of size effect，temperature and stress on the permeability characteristics are analyzed by the experiments. The results show that for homogeneous samples with the same diameter and different lengths，the error of testing value of permeability rate induced by the size effect is less than 10%，while for the heterogeneous coal core，the error is 4% to 40%，or even higher. The development degree of microcrack is the main factor that leads to permeability rate to change greatly. Under loading and unloading of confining pressure，the permeability rate of coal samples with small diameter is more sensitive than that of large-size coal samples；and the permeability rate is more sensitive to the stress than the porosity. When the coal body experiences higher confining pressures，plastic deformation occurs for the pore structure，the coal suffers permanent irreparable damage，and the porosity and permeability rate cannot restore to the initial values. After the coal experiences high temperature，big holes are compressed，but more micropores are developed. Meanwhile，the specific surface area of the coal increases，and the strength decreases. For the confining pressure，there is a critical point. When the confining pressure reaches the critical point，the permeability rate will be greatly reduced. The permeability rate change of raw coal and shaped coal under loading and unloading is consistent，which is an exponential function of the confining pressure.

The acoustic emission parameter tests of marble are carried out under loading and unloading conditions. The results show that the acoustic emission(AE) characteristics change with stress paths. In triaxial loading test，the AE amplitude increases with the increase of confining pressure. The cumulative energy increases linearly before rock failure. The biggest ring count rate and energy count rate don?t appear at the peak stress，but in the residual stage. There exists a quiet period of AE before the peak stress and residual stress. Each sudden increase of ring count rate corresponds to a stress drop. In triaxial unloading test，the AE amplitudes are larger before rock failure than those after rock failure. The ring count rate and energy count rate increase quickly at first. The cumulative energy increases nonlinearly during unloading process. Rock failure process can be divided into three stages according to the increase speed of cumulative energy：elastic stage，elastoplastic stage，plastic stage. There exists a quiet period of AE before the large-scale AE appears. Compared with the triaxial loading test，the biggest ring count rate and cumulative release energy are higher，which indicates rock failure of unloading test is more violent.

Laboratory tests were made to study the mechanical properties of Xuzhou marble from room temperature to 800 ℃. The changes of peak stress，peak strain，elastic modulus and complete stress-strain curve of marble at high temperature and after high temperature were analyzed in detail. The mesoscopic characteristics of the marble under different temperature conditions were discussed using scanning electron microscope(SEM). The results show that the volume of marble increases，and its mass and density decrease with the rise of temperature. The mechanical properties of marble change little when the temperature is below 400 ℃. The peak stress and elastic modulus of marble decrease in different amplitudes when the temperature is above 400 ℃. The peak strain of marble increases significantly with increasing temperature. The structure change of marble at 800 ℃ leads to the mutations of its mechanical properties. The strength index(peak stress，elastic modulus) of marble after high temperature is lower than that at high temperature. The peak strain of marble after high temperature is lower than that under high temperature. The major section microcracks for marble are tensile cracks when the temperature is below 200 ℃. When the temperature is above 600 ℃，the section of marble appears polycondensation crack and shear crack，and the number of these cracks gradually increases. The expansion and coalescence of microcracks for marble after high temperature become more apparent than at high temperature.

The numerical simulation of rock joint shear test was successfully performed using the particle flow theory based on particle flow code(PFC)，by addressing the implementation issues such as floater elimination，constant normal stress servo mechanism and loading velocity specification. Based on the simulation results，the mechanical evolution law and failure mechanism during the shear test process are deeply discussed from macro- and meso-scale perspectives. The reliability of the simulations method is verified by comparing calculation results and existing data from laboratory joint shear test. The main research results are as follows：(1) With the increase of constant normal stress，the number of failure-bond particles on joint，shear stress and shear displacement at the peak shear stress increase，while the effects of shear resistance and dilatancy on joints decrease. (2) As the shear displacement increases，the number of normal contact between particles on joint decreases and contact vector direction aligns towards the direction of shear load. Furthermore，the contact force on joint continually increases with cracks developing in the joint vicinity；and the rupture frequency is found to be most intense at the peak value of shear stress. (3) The shear resistance obtained from numerical calculation is higher than that of the laboratory test. However，the calculated shear resistance can be decreased effectively by reducing the particle radius. The comparison analysis between laboratory test and calculation results shows that the particle flow calculation method proposed here is suitable for the numerical simulation of rock joint test，and it can function as a beneficial reference for deeply research on the laboratory joint shear test as well as the mesomechanical parameter determination for joint model in PFC.

The lining segment is in a complex stress state during shield tunnel construction，which is prone to go dislocation and have wholly rising displacement. Based on the analysis of segment in grouting section and considering static buoyancy and dynamic buoyancy，the buoyancy is respectively analyzed during shield tunnel construction. The mechanical model for segment ring in floating phase and calculation formula are presented，respectively. Aiming at the difference of segment ring between normal design state and floating state，the modified routine method is carried out to calculate lining internal force to draw a comparison. The results show that，comparing with segment ring in the normal design state，the bending moment，shear force and axial force values of segment increase by 60%，51% and 46% in floating state，which indicates that segment floating is adverse to its safety. The stress of segment is affected by dynamic buoyancy greatly during construction stage，which is larger than static buoyancy and must controlled reasonably for preventing the segment fracture.

A series of tests considering influences of soil water content，dry density，and anisotropic property，were carried out to research the gas permeability coefficient of unsaturated undisturbed and remoulded Q3 loess，by using a modified triaxial gas permeable apparatus. The results show that，in a lower pressure condition，the results of gas permeability coefficient calculated by Darcy law and Fick law get close to each other；and in a higher pressure condition，the method obtained from Darcy law has an advantage over that got by Fick law. Gas flow of unsaturated undisturbed loess can be expressed by Darcy law. Gas permeability coefficient of unsaturated undisturbed loess decreases with the increase of water content and dry density；and this variation is more obvious in excess of optimum water content. Gas permeability coefficient of vertical undisturbed loess samples is greater than that of horizontal samples in the same buried depth because of anisotropic property. Comparing with gas permeability coefficient of undisturbed loess samples in case of same dry density，the influence of water content on that of remoulded loess is more significant. According to test data，formulas are proposed to compute gas permeability coefficient considering the influence of dry density，gas-filled porosity(saturation ratio) and anisotropic property. The computed results are in accordance with test data.

Certain earthquake waves with 10% exceeding probability in the following 50 years of the field are input as vibration wave to carry out the dynamic triaxial test to research the increasing characteristic，model and effect of pore water pressure of loess samples，which are adopted from the back of a loess landslide in village of Xiajiadalu Xijiawan，Xiji County of Ningxia Province. The results show that the response of pore water pressure in loess delays the vibration wave obviously，and increase in the range of effective time of vibration wave mainly. In addition，the amplitude，effective time of the seismic load and consolidation pressure influence the liquefaction character of loess significantly. The loess samples which suffer a seismic dynamic load with larger amplitude，longer effective time and lower consolidation pressure would induce increase of pore water pressure easily. In addition，for the increase of pore water pressure is induced by the reduction of pore，so the pore water pressure ratio could be expressed by a function of residual strain；and the level of pore water pressure and liquefaction degree of loess under different deformations could be gained under earthquake load. 

There are two important properties such as penetration and deformation in geotechnical engineering soil test. In order to effectively obtain the permeability coefficient and settlement of gravelly soil in triggering area of debris flow，a set of integrated test equipment is designed and developed. It is composed of three parts，which are water supply system at constant pressure，a device of generating permeability，and deformation and measuring system. This new device has two advantages，one is measuring the soil settlement deformation under natural state or simulated rainfall conditions，the other is observing the water infiltration process and measuring the permeability coefficient. Then，the new-type device and the traditional instrument are used to do the constant head permeability test respectively. The results show that the permeability coefficient can be calculated approximately by Darcy law. Compared with the traditional one，the new device preserves the grain composition better and weakens the size effect，which makes the measurement more reliable. Experiments show that the new device has high measuring accuracy and good applicability. And then the device is used to the test of gravelly soil in Jiangjia Gully，the results show that both settlement deformation and infiltration depth vary logarithmically with time；and the permeability coefficient and void ratio follows the linear distribution，while power function with the content of soil fine grains. The application indicates that an effective experimental tool is provided by the utility model unit for the research of gravelly soil of debris flow.

The dynamic triaxial test with cyclic confining pressure can apply cyclic confining pressure in addition to the cyclic deviatoric stress，and it can simulate the coupling of cyclic shear stress and cyclic normal stress in earthquakes. The influence of the coupling of cyclic deviatoric stress and cyclic confining pressure on the development of pore water pressure is studied using an advanced global digital systems(GDS) dynamic triaxial device. Test results show that：in pure cyclic confining pressure tests，the cyclic confining pressure can develop the corresponding positive pore water pressure，but cannot develop the corresponding negative pore water pressure；the coupling of cyclic confining pressure and cyclic deviatoric stress makes great influence on the behavior of pore water pressures，the amplitudes of pore water pressures increase greatly in comparison with the conventional dynamic triaxial tests；and the developments of maximum and minimum pore water pressure show different behaviors；and the maximum dynamic pore water pressure continues to grow，while the minimum dynamic pore water pressure stabilizes after a certain number of weeks under loading. Moreover，the residual pore water pressure is defined and the influence of the coupling of cyclic deviatoric stress and cyclic confining pressure on the behavior of effective stress paths is studied.