The importance of the incompatible deformation of the deep rock masses is discussed. The mathematical and physical meanings of the incompatible deformation of the deep rock masses are proposed. The method to research the incompatible deformation of the deep rock masses is introduced. The difference between the incompatible and compatible deformation of the rock mass is elaborated. The calculation case of a circular tunnel in the rock masses containing microcracks is given based on the non-Euclidean model. The effects of the incompatible deformation on failure mode and the stress field of the surrounding rock mass is analyzed. The self-equilibrated stresses induced by the incompatible deformation are determined. The influences of the density and the length of microcracks on the self-equilibrated stresses and failure mode are investigated.

This paper discuss the conditions for applicability of cubic law，it is pointed out that the cubic law express with average aperture is approximately valid only at the case of fracture with very small fluctuations in apertures. For rock fractures，such condition only appears in the local segment of rock fracture，which is the local cubic law. And in the regions of apertures with big fluctuations，the influence of geometric roughness on flow should be considered. For easily using the local cubic law，a series-parallel discrete equivalent model for natural rough fractures is introduced；and the equivalent aperture and flow formula of rough fracture are derived. Variation analysis of fluid pressure in equivalent model unit caused by big-aperture-fluctuation is carried out with numerical software；and then an excess pressure loss coefficient is defined to modify the calculation method of rough fractures flow.

One time deep hole raise blasting technology is an effective way to solve raising difficulties，to speed up raise construction and reduce drivage cost. Two modes，including one time raise driving by using porous spherical charge blasting and cylinder cut blasting were introduced. In the process to select raising mode，the influencing factors which should be considered were illustrated. The technical problems about one time long hole raise blasting technology were analyzed in detail；and the corresponding technical solutions were put forward. Studies suggest that the main factors which influence the selection of mode are lithology，hole deflection，raising section and raising height. The confinement problem in one time raise driving by using porous spherical charge blasting were solved through circular arrangement of holes，unequal height stratification，setting interlayer，single layer holes? simultaneous blasting，multilayer blasting in up or down order，rational delay interval between layers and other technical measures. Four empty holes doliform cut，calculation determination of void parameters and segmented length，test determination of cut hole charging structure and blasting hole stemming length were used to solve the related parameter problems in burn cut technique. Finally，an open pit mine as the engineering background，two project examples(23 m and 32 m raises) of one time raise driving were introduced.

The dynamic response of a deep-buried protected structure is of great importance under conditions of war or incident explosions. Hence there is a need to develop appropriate rapid algorithm to study this dynamic soil-structure interaction. In this paper，the lining structure of circular tunnel is discretized as a system with limited freedoms，and the explosion seismic wave is regarded as a series of dynamic forces acting on concentrated masses. The elastic resistances are simplified as elastic chain-pole by local deformation theory. Matrix force method is adopted to analyze the deformation of structure in elastic half-space，on the foundation of which the structural dynamic equation is established. By solving the structural dynamic equation，we can obtain the structure?s dynamic concentration coefficient，internal force，moment，displacements，etc.. The influences of rock grade，loading location，duration of positive pressure and incident wave angle are investigated through a case study.

The reasonable and accurate evaluation of deep rock strength has great importance on forecasting and controlling rock bursts and other dynamic geological disasters during excavation. Aiming at the problems of rock sample damage induced by coring-induced unloading，the damage zones and extent of rock samples under different stress levels are studied through numerical simulation and field sampling and indoor experiments. The results of numerical simulation and the corediscing phenomenon both confirm that the stress relieving sampling scheme suggested in this paper is effective，which can reduce stress of the sampling area by about 30%；and make it possible to core rock sample under different stress levels in same place. According to the result of the compaterized tomography(CT) scanning of the rock samples obtained from tunnels of Jinping II hydropower station with a buried depth of 1 900 m，unloading-induced damage extent may exceed 50% of the whole section of rock samples. The average uniaxial strengths of the rock samples by means of low stress sampling and over-coring increase by approximately 5% to 15% than conventional sampling under high stress condition and over-coring，with an average of about 8%；so the influence of coring-induced unloading damage on rock strength can?t be ignored. And the number of acoustic emission events of the former at early loading stage is significantly less than the latter，which indicates that the coring-induced unloading damage can?t be eliminated completely even by over-coring；and this result is in accordance with that of CT scanning.

Most of deep rock mechanics focus on rock samples from the same depth in the existing literatures. People hope to investigate the effects of different depths on mechanical behavior through applying different confining pressures on samples. In addition，the physico-mechanical behaviors of different depth rocks have been reported in many literatures. However，it is well known that both the confining pressure and rock microstructure will change with the increasing depth. In Mentougou district in Beijing，there is a special area，where from the surface to the depth of 1 100 meters，there is basically a same lithology，namely basalt. Scanning electron microscope(SEM) system with loading devices has been successfully employed to investigate the mesoscopic failure behavior of Mengtougou basalt with centric preset notch in different depths，offsetting single notch and double notches basalt. We hope to reveal mesoscopic mechanism of basalts with changing depths. Experimental results indicate that the crack will initiate from preset notch and develop into a continuous main crack for most of basalt samples in three-point bending tests. Both the failure load and the fracture energy for different depth basalts increase with the depth. The main reasons are that not only the microstructure of deep basalt is compact，but the porosity is smaller with the increasing depth. Both peak load and fracture energy of basalt with single preset notch are approximately same with those of double preset notches for the same offsetting distance. In addition，peak load and fracture energy will linearly increase with the increasing offsetting distance. The main reason is that though the failure of basalts with offsetting notch is affected by both of shear force and bending moment；and the bending moment gradually decreases with the increasing offsetting distance which induce the increase of peak load and fracture energy increase.

Uniaxial compression tests on naturally fractured marble samples taken from the transportation tunnels of Jinping II hydropower station were carried out using MTS815 rock testing system. And the acoustic emission (AE) activities were monitored by PCI-II AE system during the whole experimental process. According to the AE counts，the precise positioning and tracking on the time-space revolution processes of natural fractures with different spatial distributions characteristics have been successfully achieved. Experimental results clearly indicate that the failure of fractured marble is a locally progressive failure process. The progressive increasing curve of acoustic emission cumulative boll number is closely related with the experimental loading process and stress readjusts and redistribution in rock. Both of the spatial distributions of single and parallel natural fractures are relatively simple. For the two types of marbles，the strong AE events (count＞20) are increasing along the natural fracture surface with the progressive increasing compressive stress at low stress level. When the compressive stress is close to the peak failure strength，strong AE events progressively accumulate at the end of the fracture tip；and then along the final rupture direction. For marble including intersectant natural fractures，the distribution of strong AE events are relatively uniform in the initial compaction stage. In addition，with the continuing increase in the compressive stress，the AE events around the fracture surface gradually increase；and then accumulate around the intersection point of fractures. The distribution of AE events in marble including mixed natural fractures are most complex than those of marble including other types of fractures. It is still not difficult to determine the internal weakness parts and the corresponding stress field distribution law based on the special distribution of strong AE event. The above experimental and analytical results are significant for investigating rock mass failure and instability mechanism，and also provide guidance for microseismic monitoring in fields.

An analytic algorithm to estimate the tensile modulus of disk impact splitting test was presented. Combined the theoretical elastic solution of disk on cardiac force and the physical parameters obtained in actual measure of experiments，and based on the principle of calculus，the quantitative relationship between tensile modulus of rock specimen center and the total displacement of deformation on the direction of the vertical load was derived. The relationship between the deformation on the vertical-loading direction and that on the parallel- loading direction was analyzed；and there is a linear relation between two deformations and this relation can be expressed with a ratio function. At last，combined with split Hopkinson pressure bar(SHPB) impact splitting test principle，measuring the deformation on the parallel-loading direction and obtaining the deformation on the vertical-loading direction by using that ratio function. And then the impact splitting tensile modulus can be obtained with a derivation function by substituting the deformation on the vertical-loading direction. Five physical parameters，including the impact loading power，sample diameter，sample thickness，rock Poisson?s ratio and the total deformation on the parallel-loading direction，were used in this derivation function. This derivation function has a clear meaning and easy to use，and provide a new approach to estimate the tensile modulus in Brazilian disk splitting test.

The basic characteristics of strength and strength criterion of hard rock are studied based on the analysis of the results of multiaxial loading and unloading tests of hard rock；it is shown that the multiaxial loading and unloading strengths of hard rock have intermediate principal stress effect，minimum principal stress effect，hydrostatic pressure，stress Lode angle effect and difference effect under tension and compression. This paper presents a deviatoric plane shape function，characterized by two parameters transiting between Rankine type strength curve and Drucker-Prager type strength curve. Combined with modified meridian plane shape function of Wiebols-Cook strength criterion based on effective strain energy，an isotropic unified strength criterion of hard rock is constituted. Many loading and unloading test data of hard rocks have validated that the strength criterion can reflect objectively the basic characteristics of the strength of isotropic hard rock and the nonlinear characteristics of hard rock strength. Through parameter adjustment，the unified strain energy strength criterion presented in this paper unified many current strength criteria to one strength theory，which makes the numerical realization of strength theory more convenient. The unified strain energy strength criterion is applicable for various isotropic hard rocks，so as to further enrich the research achievements of unified strength theory.

A conceptual model of fracture element is presented that characterizes the discrete fracture network with fracture elements. We calculate the equivalent permeability of fracture element based on the principle of equivalence of flux between a single fracture and a square element. But the“stair-case”fracture elements increase the length of flow path，and result in a decrease of flux with an unaltered hydraulic pressure difference. To solve this problem，we modify the fracture elementary permeability through considering the ratio of length of flow path to fracture length；and for the complex fracture network，the isolated fractures，dead-end parts of fractures and the isolated fracture clusters are deleted to build up a connected fracture configuration. To verify the modified equivalent permeability model we perform fluid flow simulations on a series of single fracture，intersecting fractures and complex fracture network. The calculated total flow rate and flux distribution along the downstream outlet are consistent with the analytical results and discrete fracture network model results. The modified equivalent permeability model can also characterize the heterogeneity and anisotropy of fluid flow in fractured rock mass.

Taking underground powerhouse of Dagangshan hydropower station as the research object， distribution range and damage deteriorating characteristics of excavation damage zone(EDZ) of underground chambers are studied through mechanical properties testing and long-term monitoring of the surrounding rock mass at construction stage. Based on measured displacements and observed EDZ，a method of back analysis is established by using the orthogonal design，support vector machine and particle swarm optimization. By testing，monitoring and back analysis of the EDZ，it?s found that the EDZ scope is within a range of 3–7 m；and different surrounding rock classes have different EDZ distribution ranges and different damage deterioration degrees. The results show that the better quality of surrounding rock mass is，the smaller scope of the EDZ is，and the higher damage deterioration degree of the EDZ is. The study which needs further theoretical and application research is preliminary；and it has certain reference value for design and construction of similar major projects.

Load-displacement curves of different offset notch positions and high-precision photos of crack extension are obtained through a three-point bending test by using scanning electron microscope(SEM) with loading system. As the mineral particles in the rock always exist in a certain three-dimensional scale，we analyze that the crack is not only nonlinear extension in the surface but also along the thickness direction. Surface energy expression is rewritten with the consideration of inhomogeneity of rock and crack nonlinear extension along the thickness direction. The new surface energy expression can well explain random phenomena of crack propagation. Through the analysis of load-displacement curves，we obtain that there are three typical stages and the mesomechanism of each stage has been explained by the new expression of surface energy in detail. A new parameter of offset notch crack influence coefficient is proposed to calculate the fracture properties of three-point bending specimens and its formula is given. According to experimental results，the changes of peak load and fracture energy with their offset amount are compared；and then their offset notch crack influence coefficients are obtainted.

For rock masses，displacement is a parameter that can be easily measured and controlled；and its magnitude and rate are the basic parameters for evaluating the stability of rock masses or for displacement control in tunnels. However，such a standard is still not established for large underground caverns. Based on the measured displacements of 6 large underground powerhouse caverns in Southwest China，factors that affect the displacement development in rock masses are summarized；and major factors，i.e. in-situ stress and rock mass quality are refined，which are then represented by the maximum in-situ stress and the saturated uniaxial compressive strength . The ratio of to ，i.e.  is then introduced to describe the above two factors；and two empirical relations are established by regression method to describe its relation with the maximum and average displacements of the cavern sidewalls. The empirical relations give a good fitting result and can be used as reference for the monitoring design and precaution of displacement，and for the establishment of displacement control standard in large underground caverns. Possible improvements to the above empirical relations are finally analyzed.

In order to get exactly optimal rate of advance during ore breaking under large structural parameters，with the background of Meishan iron mine，combining application of similar material test and PFC2D numerical simulation，the optimization of the rate of advance was discussed in this structural parameters of 18 m×20 m. Based on similar material test，the draw body morphology characteristics were drawn under the structural parameters，and combined the mathematical model of the rate of advance during ore breaking and ore loss and dilution，worked out the optimal drawing pace is 6.12 m under the structural parameters. Five kinds of drawing pace schemes about 4.5，5.0，5.5，6.0，6.5 m，were analyzed using PFC2D. The results show that when the drawing pace is 6 m，the ore recovery index is optimal. Compared the result of laboratory drawing test and numerical simulation of drawing，and considered the relationship between the rate of advance during ore breaking and drawing pace，ultimately determine the rate of advance during ore breaking under 18 m×20 m structural parameters of the iron mine is 4.4 m. Contrasting this with the result of industrial test in Meishan iron mine，the conclusion of this paper is proper.

The torque of cutterhead plays an important role in the design of the drive system and economic design of the tunnel boring machine，which is also one of the essential parameters determining the efficiency of the tunnel boring machine. Based on the earth pressure balance shield，seven influential factors on torque have been analyzed in the full understanding of the interaction between cutting wheel and the soil. What?s more，the calculation model with each factor is proposed combining the field project and the theoretical analysis. In comparison to the actual torque of the tunnel projects in Izmir Metro and London Airport，it is indicated that the theoretical model is suitable for cohesive and non-cohesive soil layers. By quantitative analysis，it is shown that 80% of the total torque overcomes the friction loss of the cutterhead surfaces；and the skin friction angle，radius of the cutterhead，adhesion of soil and earth support pressure are important parameters in determining the torque.

Rock masses without pre-existing macrocracks are considered as granular materials with only microcracks. During excavation of tunnels，microcracks may nucleate，grow and propagate through rock matrix；secondary micrcracks may appear，and discontinuous and incompatible deformation of rock masses may occur. The classical continuum elastoplastic theory is not suitable for analyzing discontinuous and incompatible deformation of rock masses any more. A new non-Euclidean model is established based on free energy density，the equilibrium equation and the deformation incompatibility condition，where effects of the half length and density of microcracks on scalar curvature and the self-equilibrated stresses in deep rock mass are investigated. Stress fields in the surrounding rock masses around a deep circular tunnel are determined，which are the sum of elastic stresses and the self-equilibrated stresses determined by the scalar curvature. Due to the self-equilibrated stresses，the distribution of stresses in the surrounding rock masses around deep tunnels is obviously fluctuant or wave-like when the half length and density of microcracks are large，while the distribution of stresses in the surrounding rock masses around deep tunnels is not obviously fluctuant or wave-like when the half length and density of microcracks are small. The stress concentration at the tips of microcracks located in vicinity of stress wave crest is comparatively large，which may lead to the unstable growth and coalescence of secondary microcracks，and consequently the occurrence of fractured zones. On the other hand，the stress concentration at the tips of microcracks located around stress wave trough is relatively small，which may lead to arrest of microcracks，and thus to the non-fractured zones. The alternative appearance of stress wave crest and stress trough thus may induce the alternative occurrence of fractured and non-fractured zones in deep rock masses. The influences of the density and half length of microcracks on zonal disintegration and self-equilibrated stresses are investigated in detail by using numerical simulation.

As restricted by project layout，geological and topographical conditions，the underground powerhouse of Three Gorges Project is arranged inside the mountain on right bank. The minimum thickness of rockmass over powerhouse is almost the same magnitude of powerhouse span. Obviously，it cannot meet the code?s requirement that overburden thickness of caverns should be not less than 2 times of the excavation span. For such shallowly buried underground cavern with large span and high sidewall，overburden thickness of rock mass is limited but initial geostress magnitude should be also taken into account. Therefore，the top arch stability is viewed as the primary issue that should be addressed. Based on rockmass structure and rock mass strength characteristics，and the concept that horizontal geostress controls surrounding rock stability，the bearing mechanism of surrounding rock at top arch area of underground cavern is studied. Definition of stable arch and its existence mechanical condition are presented. The method for determining stable arch of underground cavern is proposed as well. The feasibility of applying stable arch concept to determine overburden depth of underground cavern is analyzed. A methodology for stable arch design of overburden depth of shallowly buried underground cavern is then formed. It is revealed that surrounding rock at top arch area of underground powerhouse of Three Gorges Project possesses such stable arch formation conditions in terms of overburden depth and horizontal stress. Its minimum overburden thickness for stable arch formation is two-thirds of powerhouse span. The minimum and maximum values of horizontal lateral pressure coefficients for stable arch formation are 1.5 and 3.0，respectively. The proposed methodology was adopted in the arch design of underground powerhouse of Three Gorges Project. The observations of several years show that the surrounding rock at top arch area of underground powerhouse is stable，thus indicating that under given rock mass strength，rock mass structure and initial geostress conditions of Three Gorges Project，the overburden thickness determined by stable arch design methodology is appropriate and reliable. The surrounding rock stability and project safety can be both satisfied. The design of shallowly buried large scale caverns is therefore provided with reliable guidance.

In order to obtain the instantaneous frequency precursors containing such information as time，frequency，amplitude and dynamical information，which are the basis for rockburst prediction，wave-form based investigation on acoustic emission(AE) was carried out. Taking the uniaxially loaded granite specimen as a practical case，theoretical and computational analyses were conducted on the segmentation of the large AE data，theory and algorithm of the time-frequency transform and optimization of filtering performance for the analysis window functions. Such analytical or computational based outcomes were obtained as the formulas for assessment of temporal and spectral resolutions of the segmented data，principle for optimized segmentation of the large AE data，optimal design of window width and spectral parameters for the analysis window function，and establishment of the comprehensive optimal time-frequency analysis algorithm involving：(1) the optimal segmentation of the large AE data；(2) optimal design of the analysis window function；(3) locating the dominant frequency band using short-time Fourier transform(STFT)；(4) determining exactly the central frequencies for the dominant frequency band using Wigner-Ville distribution(WVD)，and enhancement of the time-frequency contour graphs for a detailed representation of the dynamical information. Results from application of the proposed algorithm in analysis of the case demonstrate that the segmented data sets match well with the dynamical process at which fractures propagate at specific stress level；the increase in frequency localization performance and reduction of spectral leaks；good ability in accurately determining central frequency of the dominant frequency band obtained by STFT and avoiding identification of the“cross terms”in WVD. The instantaneous frequency precursors containing the dynamical information can better describe the precursory information for nonlinear process of the rock failure and provide a new，robust means for rock failure prediction and mechanism comprehension.

Based on the calculating pattern of pulling prestressed anchorage body out from the base，the anchorage section can be divided into elastic region，plastic slide region and debonding region after analyzing the deformation and the damage process of the interface layer between anchorage body and grouting material，and the interfacial layer model for anchorage body and rock and soil mass is established. The theoretical solution of interfacial stress distribution was deduced by adopting the flow rule which associates with Coulomb condition. At the same time，a kind of new interface element model with properties of dilatancy and slippage is constructed；and interfacial stress distribution is calculated by two ways of numerical simulation and theoretical solution to verify the correctness of each other，so as to provide a new theoretical basis to calculate，analyze and design anchorage bodies. The results indicate that the main mechanical region is plastic slide region. So the plastic slippage state is the main state which the anchorage body usually in，so our researching and designing should be based on this state. In order to improve the anchoring force，we should improve maximum shear stress and extend the range of slip regime before the slip regime entering the debonding state.

To resolve the problems of low gas draining rate in soft coal seam with low permeability，a new technology of improving seam permeability by pre-splitting blasting on floor rock is proposed. The process of increasing permeability is divided into two stages：firstly forms penetrative cranny area in the interaction of blasting stress wave and detonation gas；secondly forms releasing pressure area by coal-rock caving at the top of the blast cavity. Dynamic variation of blasting stress wave of different drilling intervals was researched by numerical simulation；and it is found that the influence sphere of the pre-splitting blasting is divided into smash area and penetrative cranny area. The smash area is 6 times of the diameter of blast hole；and the tensile wave caused by large diameter pores reflection plays the major role to connect fissures. The optimal space of forming unicom fissures and keeping same high destruction scope with the control hole is 0.9 meter，which is applied to gas pre-drainage engineering in a bottom road of a Chongqing coal mine. The application result shows that the gas drainage flow is 2.8 times of the original，and the gas drainage efficiency is improved by 3.75 times of the original. Besides，it is obvious that the much better results was achieved 20–30 days after blasting.

In order to investigate fluid flow through a rough joint during shearing，shear dilation of a rough joint is firstly analyzed by using the shear dilation model developed by Barton，and then dilations under different shear displacements can be calculated. The Brown-Scholz(B-S) theoretical model is employed to compute the closures of joint under different levels of normal stress. The relation of the aperture during shearing with normal stress and shear displacement are established according to the relations among initial aperture，normal closure and shear dilation，on the basis of which a new equation accounting for the volumetric rates through a rough joint during shearing is derived. Then laboratory flow tests on rock joint specimens are carried out；and the new equation derived from the shear dilation model developed by Barton and Barton?s empirical equation are adopted to predict flow rates through joint specimens. Comparisons between theoretical predictions and experimental results are conducted. From the comparisons，it is shown that predictions of the new equation agree well with experimental results while the results of Barton?s empirical equation deviate from experimental results to a large extent，which verifies the validity of the new equation for predicting fluid flow through a rough joint during shearing.

Fiber optic sensing is a newly-developed distributed monitoring technology；it has great potential in slope engineering. A new method to evaluate the stability condition of slope based on strain distribution of slope mass measured by sensing fiber in real-time is proposed. A slope model test is conducted in laboratory and the Brillouin optical time-domain analysis(BOTDA) technology has been used to measure the horizontal strains at different depths of the slope model subjected to loading on the slope crest. The test results show that the tight-buffering optical fiber packaged by heat-shrinkage tubes can be used for monitoring strain distribution within the slope. In order to take temperature compensation into consideration and achieve the purpose of accurate positioning，the installation of loose fiber sections at key locations along the sensing fiber is recommended. The potential slip surface can be estimated based on the distributed strain monitoring results. The deformation behavior and stability condition of the slope model during testing was analyzed in detail. It is found that there is an empirical relationship between the averaged maximum horizontal strains and the factor of safety of slope，so as to provide a new approach to evaluate slope stability and perform early warning of landslides.

In order to study the performance of rock-anchor system under repeated load，two tests were carried out. In the tests，the rock-anchor system was modelled by anchoring steel bar into concrete block；and then repeated load was acted on the system. From the tests，a full relation between load and displacement for the system has been obtained. By using embedded foil strain gauges，bond shear stresses were measured and the distribution of bond shear stress along the bar was achieved. The test results show that both specimens fail in anchor body pulling out from grout body. For the purpose to describe this phenomenon，a load-displacement constitutive relationship with four phases is developed on the strength of previous research. Based on the results，the reasons for bond stress change are discussed；and design recommendations based on critical displacements in different phases are suggested.

Using the upper bound method with inclined interface blocks，the slope stability and ultimate bearing capacity problems are solved to obtain the best upper bound solutions by virtue of the numerical approach. The traditional numerical optimization algorithms always stuck in local minima because of the inclined interface angles as optimization variables. In this paper，taking the bearing capacity of non-gravity foundation for example，the micro-genetic algorithm combined with nonuniform mutation algorithm is introduced to search the critical failure modes. The results show that the improved genetic algorithm can make the problem converging strongly to the theoretical solution，which is better than traditional numerical optimization algorithms in global searching and local convergence ability. More accurate solution can be obtained by combining the improved genetic algorithm with simplex method or optimizing slip surface coordinates and inclined interface angles separately. Finally，the empirical factor of bearing capacity formula with the joined influence of soil weight is verified by this numerical method.

The definitions of overconsolidation state parameter and structural property state parameter is further perfected firstly and a more popular derivation of this model is offered. Then the numerical implementation is completed based on the semi-implicit algorithm and the constitutive subroutine is compiled by using UMAT in ABAQUS for the improved model considering the cohesion. Finally，the complicated mechanical properties of the overconsolidated and undisturbed soil are simulated under different conditions and various loading types. The result implies that the model owns excellent simulation capabilities and the UMAT subroutine ensures sufficient accuracy and stability. Therefore，the key step to apply this constitutive model into engineering practice has been successfully accomplished.

To investigate the deformation behavior，strength and damage properties of rock salt subjected to cyclic loading under confining pressure condition，a series of triaxial cyclic loading/unloading tests were conducted for rock salt specimens with different loading waveforms(maximum and minimum stress，stress amplitude and loading frequency) and confining pressures utilizing TAW–2000 computer-servo rock triaxial testing machine. A two-stage(primary and steady) evolution law of axial cumulative strain was obtained through test. The irreversible deformation and the steady deformation rate will be accelerated through increasing maximum applied stress，stress amplitude，or reducing minimum stress，confining pressure，and loading frequency. The effects of maximum stress and stress amplitude on the deformation development and the damage degradation are more remarkable compared to other influencing factors. The Young?s modulus of the rock salt decreases with loading cycles as an exponential function and drives to a constant after 50–100 cycles. Whether the secondary compression strength of rock salt increases or not，depends mainly on the damage caused by the applied stress level of cyclic loading. The threshold value of maximum stress for rock salt under triaxial cyclic loading is indirectly deduced among 80%–89% based on experimental results.

According to the characters of stress-strain curves of soft rock and concrete under impact load，and combining the features of damage body and viscous body，a damage viscoelastic dynamic constitutive model was established. The damage viscoelastic dynamic constitutive model，which was based on the Zhu-Wang-Tang model，was developed by using damage body to be instead of elastic unit of Zhu-Wang-Tang model. In order to prove the rationality of damage viscoelastic dynamic constitutive model，constitutive functions are fitted out respectively on the basis of the experimental data in split Hopkinson pressure bar(SHPB) experimental system. There is a good consistence between the fitting stress-strain curves and the experimental stress-strain curves. Consequently，it can offer reference for further research on dynamic constitutive model of soft rock and concrete and engineering application in underground engineering.