Rockbursts can be classified into the strain and impact ones according to the mechanical state upon occurring. Impact rockburst is caused by the combined static and dynamic loads in deep excavation. To develop an experimental system for simulating the impact rockburst is a very challenging issue in rock engineering. 16 simple harmonic waves together with their combinations and superimpositions were implemented in the experimental system developed and described here so that the impact wave disturbance due to the excavation blasting，the roof collapse and the fault slip etc.，could be simulated. The cubic sandstone with a circular-through-hole was initially loaded with triaxial stresses in different directions. The dynamic cyclic loading was then applied in direction，keeping the loads in and directions at constant stress level meanwhile. The data of forces and displacements during the process of impact rockburst were collected in real-time through the servo control system，so that the curve of triaxial stress-strain was obtained. The image acquisition system recorded the whole process of impact rockburst in real-time for analyzing the characteristics of spalling and ejection. The rockburst due to the static loading was carried out and was compared with the one caused by the dynamic loading. A discriminant of dynamic stress and energy for impact rockburst were established through the analysis of the dynamic stress and energy of the rock mass element in roadway.

Damage and dilation characteristics of the granite from great depth at Beishan under triaxial cyclic loading-unloading conditions were investigated using the rock mechanical test machine MTS815 and the acoustic emission(AE) measurement system PCI–2. Complete stress-strain curves associated with the accumulative AE hits and the 3D distributions of AE events were analyzed. The mechanisms of fracture evolution of the rock samples during deformation were revealed. The variation of dilation angle with plastic shear strain was characterized and the confining stress dependent dilation behavior was discussed according to the established plastic strain locus. The 3D distributions of AE events in the process of loading-unloading indicated that the maximum gradient of crack growth occurred at the stage of strain softening. In this stage，the cyclic loading was the main factor triggering the drastic damage and the macro coalescence of fractures in the rock. At the stage of residual deformation，there were almost no newly generated cracks. The incremental AE events at this stage were primarily attributed to the frictional sliding of the shear plane. This explained why the volumetric strain rate approached zero near the end of loading. Compared with the loading process，the repeated unloading had smaller effects on the development of cracks. Due to the different states of crack propagation，a significant difference in AE characteristics before and after the crack damage stress( ) were observed. The calculated post-peak dilation angle deceased with the increasing of the plastic shear strain and its decaying gradient decreased with the increase of the confining stresses. A model for dilation angle was established using an exponential function to reasonably describe the dilation behaviors of Beishan granite.

Joints always contact partly in nature. To study the effect of the contact area，the Hopkinson pressure bar test system was used to carry out the impact experiments on different specimens. In the experiment，the small samples were considered to represent the joints and the different contact areas were created by the different numbers of samples used in each experiment. The transmitting coefficient of wave propagation through joints was obtained. The experimental results showed a positive correlation between the contact area and the transmitting coefficient，and a negative correlation between the contact length and the transmitting coefficient. A formula of transmitting coefficient was obtained by fitting the experimental data considering the effect of the contact area. And the correlation of the closure of joints and the transmitting coefficient showed that the transmitting coefficient increased approximately linearly with the increase of the closure. The experiment did not simulate the real joints，but it revealed the influences of contact area on the transmission efficient and the mechanical properties of joint from another perspective.

High pressure packer test(HPPT) is an important field technique for estimating the permeability of rocks subjected to high seepage pressure. Up to now，no effective method has been proposed to estimate the permeability of rocks subjected to high seepage pressure and the estimation is still commonly performed based on the Darcy?s law as assumed in the constant head packer tests(CPTs). A formula for estimating the permeability of rocks through single borehole HPPTs was established based on Izbash?s empirical nonlinear equation between the apparent velocity and the hydraulic gradient. The P-Q curve obtained from HPPTs was divided into a linear，a nonlinear and a hydraulic fracturing stage correspondingly，where P is seepage pressure，and Q is seepage quantity. The proposed formula was validated against the in-situ measured data obtained in HPPTs performed to the surrounding rocks of the underground bifurcated pipe at Qiongzhong pumped storage power station. It was discovered that the permeability of rocks was not influenced by the flow pattern，and the estimated permeabilities in the linear and nonlinear stages basically had the same values. As the hydraulic fracturing occurred，however，the permeability increased drastically. The proposed formula provides an effective method for permeability estimation in rocks subjected to high seepage pressure.

Indoor tensile experiment and field application were carried out in order to study the tensile properties of constant resistance and large deformation(CRLD) bolts. The static tensile experiment system of CRLD developed by Professor He Manchao was used. The experimental data of the support capacity，the bolt elongation，the radial deformation and energy absorption were analyzed. The results of the experiments and the application show that the CRLD bolt provides constant resistance in the course of large deformation of surrounding rock，achieves the controllable release of deformation energy of the rock，and attains the stability of roadway through the combined action of supporting body and surrounding rock. The salient properties of CRLD bolts of providing high and constant support resistance，capable of large deformation，expanding radial and having good ability of absorbing energy makes it an effective measure of safety control in the engineering practice of soft rock and deep roadway.

Geochemical parameters of lower Cambrian black shale at Niutitang were measured in order to study the mechanical and anisotropic properties of black shale. The brittle mineral content of the lower Cambrian black shale at Niutitang was found to be as high as 79.01%. The scanning electron microscopy was used to obtain the microscopic structure of the black shale. The layered sedimentary characteristics and the lamellar structure of alternating plates were observed to exist in the black shale. Series of triaxial compression experiments on the black shale samples with different angles of bedding were carried out with the testing system ROCKMAN207，which was developed by Northeastern University and Chaoyang testing instrument company at Changchun. The whole stress-strain curves and failure modes were obtained. The effects of confining pressure and the angle of bedding on the mechanical behavior and failure modes of shale were analyzed. The stress-strain curves of the  black shale exhibited no obvious stage of compaction of fissures and pores，and were largely straight lines ahead of the peak point. The failure modes of the black shale were related to the confining pressure and the angle of bedding. Under the condition of low confining pressure，complex networks of fractures were formed easily after the failure of the rock sample. When the axial loading direction was parallel to the shale?s bedding，the complex fracture networks were formed more easily. The wave velocity of the black shale samples decreases with the increase of the bedding angle. The anisotropic strength curve of the shale is U-shaped. The anisotropic coefficient of the black shale decreases with the increase of confining pressure.

Serious geological disasters occurred worldwide at an alarming rate resulting in large number of landslide dams. Owing to lack of the detailed data，the studies of the characteristics and the burst of the landslide dams have been rather limited. Moreover，it is often very difficult to obtain the detailed data of landslide dams，since the life spans of landslide dams are rather short and the survey of landslide dams is normally arduous. Therefore，an efficient model of dam burst with limited parameters is urgently demanded for the risk assessment and the mitigation of landslide dams. A database with 1 298 landslide dams from all over the world was compiled. The characteristics of landslide dams including the locations，the triggers，the life spans，the failure modes，the dam heights，the lake volumes and the causes of landslide dams were analyzed based on the database. A dam burst model was established to estimate the burst parameters(the peak discharge，the burst size and burst time) based on 41 cases with the detailed information in the database. The model was applied to Tangjiashan landslide dam. Finally，comparison was made between the model for landslide dams and the one for man-made earth and rockfill dams and finding was made that using the models for man-made earth and rockfill dams to assess the landslide dams would over estimated the danger and resulted in a very conservative decision leading to unnecessary high economic cost.

Uniaxial cyclic loading and unloading experiments for coal samples were performed using electro- hydraulic servo testing machine in order to obtain the relationship between the hysteresis loop and elastoplastic strain energy under cyclic loading and unloading for identifying the burst tendency of coal. The stress-strain curves，the curves of loading cycles against the loop area of hysteresis and the relationship between the elastic strain energy and the loop area of hysteresis were analyzed. The loop area of hysteresis and the elastic strain energy were found to be positively correlated with the circle numbers. The hysteresis loop occurred in the compression phase of the cyclic loading and unloading. When the coal sample was approaching the failure，the irreversible plastic deformation achieved the maximum value. The plastic energy of each cycle was found to be the dissipated energy of the newly generated cracks. The dissipated energy(hysteresis loop area) was not subtracted in calculating the elastic energy index in the previous methods，which led to smaller values. The index formula was thus modified for better predicting the burst tendency of coal.

Abstract：The constitutive model is generally not considered in the standard for classification of engineering rock masses which provides only cohesion and friction angle. The mechanical parameters of rock and the results from the small-scale field tests can not be applied to engineering analysis directly. A numerical simulation method with randomly distributed fractures according to the statistical results was established to obtain the equivalent mechanical parameters through simulating the progressive failure of fractured rock mass. Under the condition of the geostress and unloading process，the strength parameters obtained with the numerical method was 30%–50% higher than that from the traditional empirical methods. The results obtained with two methods were in good agreement in both the weathering area and the unloading area. The value of the deformation modulus at unloading obtained with the numerical simulation was very close to one from the inversion analysis. The research indicates that using the numerical method to calculate the failure modes，the constitutive relation，the strength and the deformation parameters of rock mass is feasible.

The formula of tensile strengths from the cubic splitting test ignores the three-dimensional effect. In order to obtain a more accurate stress formula，the cubic splitting test was simulated using the 3D numerical method to analyze the 3D effects based on the Griffith strength theory. It was found that the influences of the cushion-side ratio(the ratio of the width of cushion to the length of cube) and Poisson's ratio on the stress of the cubic splitting test were significant. If the cushion-side ratio was constant，with the increase of the Poisson's ratio，the influence of the stress concentration on the stress in the cubic specimen became larger，and the crack initiation at the center were not guaranteed. However，the center crack initiation is the premise of a valid test. The smaller tensile strength was obtained in this case. If Poisson?s ratio was constant，the smaller the cushion-side ratio the larger the influence of the stress concentration on the stress in the cubic specimen，the easier for a stress convex point to occur near the loading location. So the validity of the test was difficult to be guaranteed. In order to guarantee the validity of the tests，a revised 3D formula of tensile strengths was established considering the effect of cushion-side ratio and Poisson?s ratio with corresponding recommended range of cushion-side ratios for different Poisson?s ratios.

Since the deformation criterion of the surrounding rock was possible to be converted into the safety criterion of the supporting structures of tunnels，a new idea of stability assessment of surrounding rock was proposed. The deformation of the initial support at the critical state prior to the shotcrete damage due to the tensile or compressive stresses was taken as the criterion. Considering the inconvenience of shotcrete stress measurement accurately and the convenience and reliablility of the deformation monitoring，the critical stresses of shotcrete were then transformed into the corresponding critical deformations of shotcrete structures by the systematical numerical tests. The new method for stability evaluation of surrounding rocks considering the safety of the supporting structures was proposed for soft rock-mass tunnels. Applications of this new method to some tunnels successfully demonstrate its adequacy.

In order to study the characteristics and mechanism of brittle failure of granite，the triaxial compression tests under different confining pressures were conducted and the scanning electron microscopy(SEM) were carried out. The microscopic characteristics of failure surface and the brittle failure mechanisms were discussed. In the range of the confining pressures adopted in the experiment，the granite showed strong characteristics of brittle failure and had no brittle-ductile transition. In addition to the oblique shear failure fracture，a kind of Y-shaped failure surface also appeared. The brittle failure of granite is governed by the occurrence of the plastic deformation and the scope and extent of the plastic yielding during the pre-failure period. The different mineral compositions and microscopic structural differentiations are the internal mechanism of brittle failure. The magnitude and the speed of the stress drop during the post-failure period are the external manifestations of the intensity of the brittle failure of granite. The speed of post-failure stress drop is determined by the interconnecting speed of macroscopic fractures which depends on the energy accumulation in granite. Whether the macroscopic fractures are interconnected completely determines the magnitude of post-failure stress drop.

Abstract：Due to the low in-situ strength and the bedding fracture of the soft compound roof of extra-thick(more than 10 m)，large area roof caving accidents are caused easily if the maintenance of roadway support is inappropriate. Typical engineering examples with in-situ measurements were analyzed with the physical and numerical modelling and the structural form and failure characteristics of extra-thick soft compound roof were studied；the formation of the combined beam of bolts in the lower stratum and the load-bearing arch of cables in the deeper stratum and the arch-beam coupling mechanism were revealed. Under high stress，the deformation of compound roof was affected by the factors such as the stratified structure，the structural plane characteristics and the combination between the layers. The delamination fracture of the compound roof expanded quickly and the failure modes were mainly ones of bent and broken，interface slippage and volume increase. The arch-beam coupled support structure built in extra-thick soft compound roof was found to be the primary structure to maintain the stability of surrounding rocks. And its effect on roof controlling is obvious when compared with the bolt support roadway. The capacity of the stress carrying of the roof raised 77.8% and the reduction ratio of the roadway cross-section decreased 52%. The stability of the support structure was significantly enhanced with the increasing of the density of cables. The combined beam of bolts at the upper layer promoted the formation of load-bearing arch of cables at deeper layers；and meanwhile，the load-bearing arch of cables at deeper layers reduced the pressure，the load and the span of the combined beam of bolts at the upper layer.

The percolation probabilities of the actual oil shale sample of the size of  0.82 mm×7mm at different temperatures were calculated according to the data from the three-dimensional micro-CT using the three- dimensional percolation theory for porous media. The values of the percolation probability reflected the distribution of the largest groups of connected pores and the degree of the connectivity of the porous media， which avoided the influence of the smaller pore group on the judging of the permeability of porous media. When the temperature was in the ranges of 300 ℃ to 400 ℃ and the porosity of the oil shale was 8%–12%，the percolation probability increased quickly. The largest group of pores connected completely the two ends of up and down of the three-dimensional rock core. The percolation transition occurred with the percolation threshold value in the range of 8%–12 % for the oil shale. The percolation of the fluid was found to be difficult when the porosity was smaller than 8%. When the porosity was larger than 12%，pore connectivity was good for output and input of the oil gas.

The geo-mechanical model test has been one of the most widely used methods in rock mechanical research. With the increasing of the buried depth of underground facilities，the deformation and failure behaviours of the deep rock mass exhibit strong time effects. The simulation of the time-dependent rock behaviour has been an important problem without been fully investigated. The time-dependent problems in geo-mechanical model test are divided into several groups；based on the similarity theory，the time similarity relationships of time-dependent processes，including kinematics/dynamics problem，wave propagation problem，creep deformation(based on element models or empirical equations) and long term rock failure problem are deduced. The derived results indicate that the widely used relationship for time similarity is only suitable for the elastoplastic problems in which only kinematics or dynamics process is involved. For other more complicated problems，the time similarity relationship should be determined with the analysis model. The problem of how to simulate the initial strain state of deep rock mass and the long-term aspect of rock failure are also discussed. The time similarity relationships presented provide a valuable reference for geo-mechanical model test on deep rock mass.

With the introduction of the equivalent hydraulic conductivity of pipe flow for the water inrush of confined karst cave，a nonlinear model of coupled seepage-pipe flows was established to simulate the entire process of water inrush. The model was combined with the strength reduction method and solid mechanics to study the change of flow state of water inrush of confined karst cave. The instability of water blocking rock pillar and the water inrush occurred at Qiyi mine in south China were discussed. The water discharge from the working front increased with the increasing of the reduction factor of the strength of the water block rock pillar before the rock pillar losing its stability. After the failure of the rock pillar，water burst out from the confined karst cave to form pipe flow. The amount of the water irrupted reached the peak value in a short time then decreased slowly according to the simulation. The turbulent flow at the initial stage was changed into the laminar pipe flow finally due to the limited water reserve of the karst cave. The safety factor of water blocking rock pillar was introduced and the relations of the safety factor，the water pressure in the karst cave and the thickness of the water blocking rock pillar were studied. The thickness of the water blocking rock pillar with the safety factor of 1.5 was proposed to be the calculated safety thickness. The safety thickness of the water blocking rock pillar was proposed to be equal to the sum of the depth of blasting hole，the depth of blasting disturbance and the calculated safety thickness.

To ensure the stability and working of the advance supported roadway on gob side at the extra-thick seam zone during the mining process in Datong mine，a combined method of theoretical analysis and field measurement was used to obtain the pressure behavior of the forepoling segment of the roadway. The results of the research showed that the depths affected by the stress concentration zone of the coal pillar at mined-out section of Jurassic period were only 50–70 m，not deep enough to affect the occurrence of the strata pressure at the working face of the advance supported roadway in Carboniferous period. The occurrence of the strong strata pressure at the advance supported roadway in Carboniferous period was mainly affected by the abutment pressure due to mining and the high bearing pressure of overhang roof on two sides of the adjacent mined-out area. When the working front passed the boundary pillar of the mined-out area of the overlying coal，the big seam roof structure in Jurassic period was reactivated and tended to be unstable again，which speeded up the occurrence of the strong strata pressure of the roadway approaching the mined-out area. An effective control technology with the orientated high-pressure hydraulic fracturing of roadway roof was proposed and applied to the working front 8105 in the roadway 5105 approaching the mined-out area in Tongxin mine. The technology achieved the high stress transfer in the surrounding rock of roadway and greatly reduced the strong strata pressure of advance supported roadway approaching mined-out area.

The physico-mechanical characteristics of cretaceous rocks in frozen conditions were studied with the laboratory testing，the field measurement and the finite element simulation. The frozen mechanism of the shaft wall during the period of shaft excavation was discussed；and the variation and causes of freezing pressure in the frozen wall in the cretaceous layer were analyzed in detail. The measured temperatures on the frozen wall and in the thermometer holes were compared with the simulated results yielding the influence range of heating of the concrete hydration on the frozen wall to be 440–480 mm.

The distribution characteristics of stress and modulus，the features of stress concentration zone of surrounding rock，and the effect of the method of excavation on the loose zone of surrounding rock were analyzed based on the measurements in Meihuashan tunnel of Ganzhou–Longyan railway. The region of Meihuashan tunnel was found to be located in a high geostress zone with the initial principal stresses to be the tectonic ones. The stress concentration zone in surrounding rock shifted downwards. The stress concentration zone was 5.9–11.9 m for the horizontal hole，and 7.9–15.9 m for the vertical hole. The degree of stress concentration was greatly reduced after the stress concentration zone in surrounding rock was transferred further deeper. The concentration factor of the maximum principal stress was 1.87 for the horizontal hole，and 1.23 for the vertical hole. The relaxed range of the tunnel wall was 0–5 m with the smooth blasting，and the relaxed range was 0.0–7.2 m for the tunnel floor without the smooth blasting. The stress and the modulus of rock mass around the horizontal hole were larger than those for vertical hole at the same depth of the stress relaxation zone. The transfer of the peak stress changed the stress distribution of surrounding rock，which lent a clue for a new type of tunnel support. Key words：

To build the expressway by the side of Three Gorge reservoir，tunnel construction was faced with the complex hydrogeological conditions，well developed karst and high risk of water inrush. A prevention system of high-risk karst tunnel was proposed in terms of the risk control of water inrush. Firstly，the regional karst features and water channels were revealed through the hydrogeological survey of karst and the analysis of the information such as lithology and topography. The characteristics of karst water were determined according to the long-term observation of rainfalls and water flows. Secondly，combined with the real-time information of construction，the water inrush risk was assessed by analyzing the risk surroundings and the risk factors. A geological prediction system for tunnels was presented based on the risk assessment. Finally，the curing programs of water inrush were optimized with the comprehensive geological prediction results. As such，both the region and the plan for water inrush curing were determined. The quality of excavation，support and grouting in the construction were ensured. The application of the approach provided the safety for the construction Jigongling Tunnel and avoided large-scale water inrush.

Thermal damage of rock occurs after experience of high temperature of different levels. The mechanical properties of thermally damaged sandstone specimens experienced temperature treatments of different levels，including 25 ℃，100 ℃，200 ℃，400 ℃，600 ℃，800 ℃ and 1 000 ℃，were studied with the uniaxial compression tests. The ultrasonic characteristics in both the time and frequency domains according to wavelet transform were analyzed based on the data from the ultrasonic longitudinal wave testing. The kurtosis of frequency spectrum(KFS) was proposed to describe the degree of the clutter/concentration of the ultrasonic signal frequency distribution. It was found that with the temperature rising，the surface tone of sandstone specimen turned warmer, the longitudinal wave velocity was reduced significantly and the waveform tended to disorder. The peak strain increased. However，the peak stress and the elastic modulus varied nonlinearly. By the analysis of ultrasonic signals in frequency domain，the centroid frequency and the KFS of the receiving spectrum changed non-monotonic with the temperature，just as the relationship between the peak stress and the modulus of elasticity. The sandstone is a typical mineral cemented rock. The mineral grains and cements produce different changes and thus have different effects on the characteristics of the rock after the treatment of high temperature.

In order to investigate the variation of fracture characteristics of hard rock under the condition of pre-static loading with dynamic disturbance，the semi-circular bend(SCB) marble specimens with central straight cracks were tested with the MTS Landmark electro-hydraulic servo testing machine under cyclic loading and unloading with different high disturbance frequencies. The effects of toughness increasing and decreasing of the hard rock fracturing were discovered. The value of 90% of the conventional static fracture load was set as the upper limit of the pre-static load. The cyclic loading and unloading tests were performed with the loading cycles of 5，10，20，40，80，100 and 167，respectively. The dynamic disturbance tests with different frequencies under pre-static load were conducted by using the semi-sine loading wave and the value of 10% of the conventional static fracture load was set as the amplitude of loading fluctuation and the loading frequency was 1，10，20 and 30 Hz，respectively. It was found that with the increase of the loading cycles，the fracture toughness of SCB specimen increased significantly firstly. The fracture toughness reached the highest value at the loading cycles of 40 with an  increase of 19% compared with the conventional fracture toughness. Then，it gradually decreased and reached a stable value at the loading cycles of 80 with an increase of 11% compared with the conventional fracture toughness. Overall it exhibited a toughness-increasing effect. Under the condition of dynamic disturbance，rock fracture toughness values were reduced greatly compared to that of the normal condition. For example，when the loading frequency was 1 Hz，the rate of decrease was 9% compared with the conventional fracture toughness. The rock fracture toughness decreased linearly with the increase of the disturbance frequency. In conclusion，under the conditions with pre-static load(90% of conventional static fracture load)，cyclic loading and unloading can increase the fracture toughness of hard rock. While the fracture toughness of rock decreased under the combined loading of pre-static load and high frequency disturbance，which indicated that the high frequency disturbance was conducive to the damage of rock.

To study the characteristics of shear stress relaxation of rock with a structural plane and the connection between the stress relaxation and the long-term strength，the samples with artificial joint surfaces based on the 4th，6th，and 10th discontinuity lines from Barton′s ten standard lines were made using cement mortar. The shear stress relaxation tests under cyclic loading with the shearing loading value larger than the long-term shear strength were conducted with the biaxial rheological testing machine. The shear stress relaxation was studied based on the test results. The mechanism of interaction between the stress relaxation and the creep was discussed，and a stress relaxation method was proposed to determine the long-term strength.

The similitude law and the dimensionless equations of cratering explosions were derived. Some basic principles essential to the centrifugal modeling system and the vacuum chamber modeling system were described according to the similitude law of cratering explosions. Some characteristics of the two kind modeling systems were revealed through the parametrical sensitivity analyses. The sizes of centrifugal modeling box are proportional to both the scaled depth-of-burial(SDOB) and the scaled explosive weight，and the centrifugal acceleration is proportional to both the prototype explosive weight and scaled explosive weight. There are no special requirements about the modeling materials，the external pressures and the explosion source. Generally，the centrifugal modeling system has clear advantages in simulating the small-scale and shallow-depth explosions；while it can not simulate the large-scale explosions. Actually，the vacuum chamber modeling system is more controllable and variable as there is no need to provide additional acceleration. Therefore，the vacuum chamber modeling system has superiorities in simulating the large-scale cratering explosions；but it does not consider the physical process of rock crushing and can not simulate the cavity formations and the impact effects.

Coarse aggregates of sericite schist are widely used in the construction of Gucheng–Zhuxi expressway as  subgrade fillings. In order to study the mechanical properties of coarse aggregates of sericite schist，a series of large-scale triaxial tests under different stress paths were carried out，including the conventional drained triaxial，conventional undrained triaxial and constant p tests. All of the stress-strain curves under the low confining pressures exhibited the strain hardening phenomenon. However，the stress-strain curves exhibited the weak strain softening behavior under the high confining pressures. The volumetric strains were found to be mainly shear contraction under different confining pressures，and no shear dilatancy behavior appeared under low confining pressure. The reason of the abnormal strain change behaviour was explained through the analysis of the breakage characteristics of particles. In addition，it is verified that the Duncan?s nonlinear strength criterion has a good applicability for the sericite schist coarse aggregates .

A series of confined compression tests were performed on compacted loess samples of different structures(fabrics) with the same dry density and initial testing water content. The influence of structure caused by different molding water contents on the compressive properties was analyzed for compacted loess with different initial testing water contents. The relationships between the compressibility indices and the initial structural parameter were investigated. The compression curve of saturated compacted loess was regarded as the reference state. The formula of compression curve of unsaturated compacted loess was established to determine the compressive deformation under the coupling of moisture and stress. The test results show that the molding water content has certain influence on the confining compression characteristic of compacted loess，and the extent of the influence decreases with the increase of initial testing water content. The structural influence on compressive deformation of saturated compacted loess is little. The initial structure index of compacted loess increases with increasing of molding water content or decreasing of initial testing water content. The structural change has little influence on the elastic compression indices，but both the structural yield stress and compression indices increase with the increase of initial structural parameter. The relationships of the structural yield stress and the compression indices with the initial structural parameter are normalized well and can be described with hyperbola under different initial testing water contents and molding water contents.