In hydropower engineering，the engineered slopes on both river sides are characteristics of large scale，high and steep geometry，long service life and high stabilization requirement. The design，construction and safe operation of the high-steep rock slopes has been a key technological issue in hydropower projects. Following a literature review，this study discusses the scientific problems associated with the life-cycle safety control on high-steep rock slopes，including the engineering disturbance effects of high-steep slope rock masses in high geostress condition，the mechanisms of high-steep slope deformation and stability evolutions in harsh environment，and their life-cycle performance evaluation and safety control theory，etc. The scientific ideas and technology road map for researches on this topic are presented and some preliminary results are illustrated. A prospect is made for researches on the engineering disturbance effects induced by high-steep slope excavation，reinforcement and seepage control，the time-dependent mechanical properties of high-steep slope rock masses，the interactions among slopes，dams and reservoirs，the mechanisms of slope stability evolution，and the life-cycle performance evaluation and safety control of high-steep rock slopes，etc.

At present，the prestressed anchoring technology is applied extensively to the construction of projects，such as water resources and hydropower engineering，transportation engineering，underground mining engineering，and so on. Due to the limitations of conventional prestressed anchorage cable，such as stress concentration on the head of anchor-root and nonuniformity of shear stress distribution，a new pressure-friction-type prestressed anchorage cable(PFPAC) is proposed. A number of laboratory tension tests and numerical simulations are conducted to understand the reinforcement mechanism and its effect systematically. The results show that the compressive stress concentrated on anchor-root is low；the superposition of axial compressive stress and shear stress in grouting are not obvious；and the stress distribution is uniform. PFPAC can overcome the defects of conventional prestressed anchorage cable effectively. The stress distribution in the anchor-root and the reliability of cable can be significantly improved，and the total tension stress can be effectively provided by the PFPAC if the total tension stress is already determined in the project. The results can provide an alternative in selecting anchorage system in geotechnical engineering.

Various test results show that hard rock in high geostress tends to be broken more easily，which provides us a good opportunity to investigate non-explosive mining when unloaded. The characteristics of stored energy in hard rock metal mines under high geostress are described. Consequently，the possibility of the continuous mining methods in deep metal mines is analyzed. At present，there are two mandatory conditions to realize non-explosive mining in deep metal mines. One is the high-performance equipments，and the other one is the site-specific geographical conditions，such as well developed rock discontinuities. After unloaded in excavation，the strength of rock mass is weakened by the redistribution of high geostress，which is helpful for seepage of groundwater and thus the number of unstable blocks increases. These conditions provide the advantages for non-explosive continuous mining. In this paper，a geological survey of deep phosphate deposit in Kaiyang phosphate mine is carried out. The rock classification of deep phosphate deposit in this project is put forward according to rock mass classification system(CSIR). Non-explosive mining test for the deep phosphate deposit ore is implemented in Kaiyang phosphate mine. The results of geological survey and non-explosive mining test demonstrate the feasibility of hard rock cracking in high geostress region. The excavation damaged zone(EDZ) of roadway is tested and its scale is larger than the range of the blasting-disturbed zone. The rock mass in EDZ could be efficiently cut by a low power road header. It is easier to cut rock mass in the excavation damaged zone than full-face excavation. It shows that non-explosive mining can be employed in high geostress hard rock for its effectiveness in mining-induced fracture.

The unloading of deep rock mass means energy redistribution. In the processes of energy release， dissipation and transfer，the volumetric deformation experiences elastic resilience and volumetric dilatation，and the shear deformation may experience pre-peak(elastic and internal frictional hardening stages) and post-peak  (softening and residual failure stages) stages. In order to describe these characteristics，a new dynamic constitutive model to describe the whole deformation process is presented. The characteristics of this model can be summarized as follows：(1) Juamann derivative is employed to compute large deformations. (2) The elastic resilience and volumetric dilation with time are considered to establish the volumetric deformation constitutive relationship. (3) The enforcing process of strength and three coaxial conical surfaces(yield surface，peak strength surface and residual strength surface) are used to describe this evolution process. (4) According to physical mesomechanics，the lag time of fracturing which can present the contribution of different structural levels is employed to establish the rheological equation for hardening stages. (5) According to crack propagation theory，fracturing time to present the propagation and evolution of macrocracks is employed to establish the equation of strength evolution. Finally，deformation constitutive equation is given using theory of plastic flow. Secondary development of the model is operated in ABAQUS platform. With case studies of deformation and failure patterns of rocks excavation in deep tunnel，the prospective of this model to describe the mechanical behaviors of deep rock mass and its engineering applications are shown.

From the microscopic point of view，rocks can be regarded as granular particles with different sizes. These granular particles are basically bonded by inter-granular cementation with various bonding thicknesses. The microstructure features roughly determine the macroscopic mechanical responses of rocks. Therefore，numerical simulations based on discrete element method can be helpful for understanding the microscopic mechanism of rock macro-mechanics. Consequently，the contact mechanical characteristics of inter-particles are studied by compression，shear and contortion model tests in laboratory. In addition，a comparative study of this bonding model and grain-cement model of rock performed by D. O. Potyondy and P. A. Cundall is carried out. These model tests are conducted on cement/epoxy resin bonding aluminum rods. The test results show that the bonds，either at different bond thicknesses or with different bond materials，show similar mechanical behaviors，suggesting a good foundation for the applicability of discrete element simulation. The results show that this bonding model to describe for rock behaviors is more accurate than grain-cement model proposed by D. O. Potyondy and P. A. Cundall.

The deformation-controlling theory of rock mass structure，a basic theory in engineering geology，is critically important for understanding the deformation and failure patterns of rocks. It is also essential for calibration of mechanical parameters and stability evaluation of rock masses. At present，artificial construction- induced disturbance is intense；and the dynamic variations of rock mass discontinuities and the rapidly intensive excavation disturbance associated with engineering performances become extremely complicated. The strength criteria of rock mass need to be considered in combination of rock deformation monitoring. Therefore，the dynamic control and adjustment of the rock mass structure are one of great challenging issues for engineering geologists. Although it is not easy to predict geological defects，we need to know the dynamic variations of geological structures in terms of construction-induced geohazards. Consequently，the controlling effects should be updated with elapsed time. Based on this，the discontinuity dynamic adjusting and controlling opinion(DDC) is put forward，which may be as attributed to the development of rock mass structure controlling theory. For comparison，a case of the Shanggongshan tunnel was employed where dynamic control and adjustment of rock mass during construction were not considered. Various geological defects such as caves and faults along the anticline axis were unexpectedly encountered in construction of this project. Thus，back analysis of the TBM accidents which were time-consuming and caused frequent variations in designs was performed to better understand this issue. This case shows that the dynamic changes in rock mass structure are the results of excavation-induced disturbances. Consequently，counter-measures are to be considered in the framework of the proposed DDC to avoid those unexpected results.

A large number of engineering accidents have demonstrated that the failures of rock bolts are mainly induced by the corrosion of reinforcing steel bars. This study aims to investigate the effect of rock bolt corrosion on the system reliability of anchored rock slopes. A uniform corrosion model for rock bolts and its applicable environmental conditions are first examined based on systematical analysis of the existing corrosion models for reinforcing steel bars and the experiment data for rock bolt corrosion. Two failure modes related to rock bolt corrosion are determined. They are the yield failure mode of rock bolts at free section and the bond failure mode at the bolt-grout interface，respectively. Then，the failure models of anchored rock slope corresponding to those of rock bolts are established. A method for estimating the time-variant system reliability of rock slopes based on Monte Carlo simulation is presented. Consequently，an example of anchored rock slope with a single slip surface is presented to demonstrate the validity and capability of the proposed methods. The results indicate that the corrosion model proposed by K. A. T. Vu and M. G. Stewart is suitable for rock bolts subjected to environmental conditions of humidity and drying/wetting cycles. The rock bolt corrosion at free section has a more significant influence on the stability of rock slopes at the early stage，whereas the effect of rock bolt corrosion at anchored section becomes more obvious at the later stage. Moreover，the variations in the anchored force of each rock bolt and the system probability of slope failure at the later stage are more significant than those at the early stage. The system probability of slope failure decreases with the increasing thickness of the rock bolt cover，while increases with the increasing water-to-cement ratio of the grout. However，the system probability of slope failure does not significantly increase with time，when the thickness of the rock bolt cover and water-to-cement ratio of the grout reach certain values，respectively.

The detailed analyses of the geological conditions of the Xiluodu arch dam foundation under stress- seepage coupling are carried out. Based on field monitoring data，the paper tries to understand the mechanism of seepage coupling in the foundation of Xiluodu dam，where seepage pressure and water level fluctuation are considered. In this paper，the seepage parameters and boundary conditions are determined based on the seepage simulations in combination of field monitoring. The relationship between permeability and stress-deformation is established. By using the nonlinear finite element method，the integrity seepage stability of dam foundation in the typical stages of construction period is numerically studied. Based on the deformations and compressive stresses obtained by numerical simulations and field monitoring data，the seepage state of the dam foundation during construction is obtained. Next，seepage stabilities of dam during operation period are predicted，which may be employed for seepage controlling system of the dam site. Finally，it is noted that the safety and construction quality of the dam during impounding process should be ensured.

The rock size effect，including intact rock size effect and size effect of jointed rock mass，is a hot topic in rock mechanics and rock engineering. However，determining the parameters of intact rocks and the rock mass with randomly distributed joints is much difficult in numerical simulations. In this paper，it is assumed that the rock mass is composed of intact rock with joints. Based on physico-mechanical test and microscopic parameter statistical theory，a statistical model is built to study the intact rock scale effect. Based on the statistical analysis of macro joint distribution，a macroscopic rock mass model is put forward to investigate the rock mass scale effect. The main idea is described as follows：(1) A statistical model can be established by analyzing the data of the laboratory experimental tests of intact rocks. The representative element size and its strength can be obtained by studying the scale effect of the intact rocks. (2) By determining the mechanical parameters of the joints and the geometric distribution parameter of the joints，the numerical network model of joints can be established. (3) The rock mass model with different scales can be built to study the rock mass scale effect，and then，the representative element size and its strength can be calculated. By using the strength reduction FEM or centrifugal loading method，the stability of the rock engineering can be analyzed according to the mechanical parameters of the jointed rock mass. Finally，the influences of the heterogeneity，confining pressure and density of joints on rock size effect are discussed. With increase of heterogeneity，representative element volume of rock sample increases；with increase of confining pressure，the representative strength increases but the increase of representative element volume is not obvious；with increase of density of joints，the representative element volume and strength decrease. The results will be useful for understanding the rock mass scale effect and provide a helpful way to obtain the mechanical parameters of jointed rock mass.

Investigating the degradation evolution process of rock deformation by mesoscopic experiment is an important means to understand its deformation and failure mechanisms. In this paper，the marble samples are taken from the tunnels of Jinping II hydropower station with an overburden depth of 2 525 m. By mesomechanical test system，axial compression test is carried out to record the whole degradation deformation process of rock. With the image processing technique of scanning electron microscope(SEM)，we quantitatively analyze the initiation，propagation and coalescence processes of microcracks；and the data of microcracks′ area，azimuth angle，length，width and perimeter are obtained. Meanwhile，internal variable thermodynamics theory and frictional kinking crack model are employed to understand the evolution process of microcracks at different stages. Quantitative relationship between nonelastic strain(induced by microcracks) and stress is established and theoretical curve of stress vs. strain is also derived. With the experimental results，validity of the theoretical model is verified，and the failure mechanism of rock samples under axial compression is investigated in terms of experiment and theory.

It is important to study the damage evolution of high rock slope excavated by different methods，for the purpose of controlling possible damage of remaining rocks. Based on the secondary development of LS-DYNA，the overall process damage simulations of rock slope excavated by the smooth blasting and presplit blasting techniques are carried out in consideration of accumulated damage simulation technology. For the smooth blasting excavation method，the accumulated damage effect of product holes is the largest，followed by the smooth holes and the buffer holes. In the presplit blasting excavation，only the damage in remaining rock mass is induced，but it is bigger than that of smooth blasting. Comparing the damage distributions in remaining rock mass，there are two different kinds of damage zones in the remaining rock mass when using smooth blasting method. One is the zone induced by the smooth blasting itself but the degree of damage is high；and the other one is induced by accumulated effect of blasting in excavation zone，and the degree of damage is low. In the presplit blasting excavation，however，there is a bit higher degree of damage in remaining rock mass around the slope surface.

To address the problems of the limit search space and local optimization in traditional particle swarm optimization algorithm，a modified variation particle swarm optimization(MVPSO) algorithm is proposed based on particle migration and variation by introducing migration operator and adapting mutation operator. The results of the benchmark test functions show that the convergence rate of this MVPSO algorithm has significantly improved than the traditional particle swarm optimization algorithm. For the nonlinear and multimodal problems，the proposed MVPSO functions well in searching the global minimum. In order to establish a nonlinear relation between the mechanical parameters of rock mass and the displacements，the MVPSO algorithm is adopted to search for the most suitable parameters of the v-SVR model. The results show that the prediction accuracy and generalization ability of the v-SVR have been significantly increased. Then，the optimal v-SVR model is an alternative for the time-consuming FLAC calculations；and the MVPSO algorithm can be used to search for the best group of the mechanical parameters of rock mass. Consequently，a new displacement back analysis method is developed in combination of the v-SVR with the MVPSO algorithm. Compared with the traditional displacement back analysis methods，including BP-GA and the v-SVR-GA，the proposed method has its merits in inversion efficiency and accuracy. Finally，the new method is applied to the parametric back analysis of rock mass in the right-bank slope of Dagangshan hydropower station. Based on the back-analyzed parameters，the deformation and stability of the slope during subsequent construction period are analyzed. The results demonstrate that the proposed method has high accuracy and good applicability.

Under different temperatures(20 ℃，100 ℃，200 ℃，300 ℃)，the impact experiments of sandstone samples with different axial pressures(0，20，60，80 MPa) were carried out by a self-developed dynamic testing system under thermo-mechanical coupling. With the test results，the damage dissipation energy of rock under thermo-mechanical coupling can be calculated based on the principle of energy dissipation in conventional split Hopkinson pressure bar(SHPB). The results show that，at a given dynamic load，rock samples at temperatures of 20 ℃，200 ℃ and 300 ℃ and axial pressure of 20 MPa have the maximal energy-absorb capability；but at temperature of 100 ℃，rock samples under axial pressure of 0 MPa have the maximal energy-absorb capability. The results are helpful for understanding rock fracture mechanism of rock under high temperatures and can be used in the practical rock engineering.

In order to understand the relationship between rock permeability and deformation under hydro- mechanical coupling，a servo-controlled triaxial rock mechanics test system is employed to investigate the steady-state permeability of sandstone under various confining stresses and osmotic pressures. Permeability characteristics(associated with brittleness and ductility) and the relationship(associated with permeability，stress and strain) are analyzed based on permeability-strain curves of sandstone samples. The results show that：(1) The initial permeability and peak strength of sandstone vary with the confining stress and osmotic pressure under hydro-mechanical coupling. (2) In the complete stress-strain process under hydro-mechanical coupling，the permeability decreases with the increase of axial strain in the beginning. However，at the elastoplastic stage，the curves of permeability vary with different confining pressures，i.e. dropping，constant，and rising. A new phenomenon in the horizontal curve of permeability is observed in rock seepage triaxial test. (3) Under high confining pressure，if local compaction band is formed，the trend of permeability is determined by coalescence of microcracks and skeleton crushed after the elastoplastic stage. (4) Coalescence of microcracks plays a positive role in increasing permeability，but the formed compaction band resultant from crushed skeleton will decrease the permeability. (5) After the plastic stage，the permeability changes from increase to decrease prior to the critical state of brittle-ductile transition when confining pressure increases. (6) Volumetric strain of rock has certain influences on the permeability. For the phenomenon that permeability decreases when the volumetric strain increases in the brittle-ductile transition stage，further study is needed where more accurate measurement of volumetric strain is required.

In order to construct a shape function in the virtual polygonal area and improve the calculation accuracy of constant strain triangular element，a virtual polygonal finite element method(VPFEM) is proposed considering  triangular meshes. Numerical examples with constant strain triangular element and VPFEM for typical elasticity and engineering problems are presented. The results show that the VPFEM can achieve a better accuracy than the constant strain triangular element，without increasing the total number of degrees of freedom of the calculation model；and the imposed boundary conditions are as simple as traditional finite element method.

For a case of circular deep tunnel，the effect of abrupt in-situ stress release in terms of cracking in surrounding rocks is investigated by adopting an initiation model of cracks under biaxial compressions. In addition，a formula of the stress intensity factor is employed. The results show that，compared to a quasi-static process of stress release，the transient release of in-situ stress on excavation face generates an additional dynamic stress in surrounding rocks. In this circumstance，the radial unloading and the circumferential loading are enlarged by this additional stress，thus cracking in surrounding rocks is aggravated during this transient process. The shorter the release duration of stress is，the greater the amplitude of the additional stress and the cracking extent become.

The most important influencing factor of rock mass strength characteristics is the discontinuities randomly distributed in rock mass. Thus，study of the mechanical properties of rock discontinuities is of great engineering significance. Based on the dynamic explicit method，the shearing failure characteristics of regular sawtooth-like structural surface is numerically simulated；and relevant model test is carried out. Comparing the numerical result with test result，the shearing failure behavior and failure patterns of normalized sawtooth-like structural surface under different normal stresses are obtained. Consequently，the applicability and reliability of the employed numerical simulation method are verified. The results indicate that：(1) Under certain normal stress，shearing failure of regular sawtooth-like structural surface develops continuously with the increase of shearing displacement，suggesting that the distribution and depth of equivalent plastic strain extended. Finally，the shearing failure reaches pure friction residual strength state. (2) The growth of rock equivalent plastic strain usually propagates from two ends to the middle gradually. For the low structural plane，shear stress is mainly distributed in the side opposite to shear velocity before reaching the peak value. After the peak value，the distribution of shear stress is uniform with increase of failure extent of structural plane. (3) When the normal stress increases，the displacement of structural plane climbing becomes more difficult and thus the failure depth increases. Thus，the failure pattern corresponding to the peak stress is becoming direct shearing sawtooth failure.

The right bank slope of Dagangshan hydropower station is steep and high，characterized by high in-situ stress. The geological defects in this project include diabase dikes，dense belts of unloading fissures and faults moderately dipping outside slope，which attribute to the poor rock mass quality. In addition，several sets of macrocracks were observed during excavation，which greatly threatened the slope stability unexpectedly. In this paper，the microseismic monitoring technology is employed in combination of numerical simulations，i.e. the software RFPA3D. The RFPA3D can consider the constitutive relationship of quasi-brittle materials such as rocks. Consequently，slope stabilities with and without anti-shear gallery are conducted. Also，the potential sliding surface of slope failure is determined by microseismic events of rock mass spatial damages during slope excavation. The results confirm the rationality of anti-shear gallery. It is found that the shear resistance against sliding of the structured rock mass increases significantly after concrete replacement in anti-shear gallery. The monthly microseismic events were reduced by 66.4% after application of anti-shear gallery，and the factor of safety of slope increases by 51.2%. However，owing to the complex slope structures，the possibility of local instability still exists in the process of slope excavation. Therefore，it is suggested to lockup shearing outlet in the construction progress，and to monitor the microfracturing of rock mass where the anti-shear gallery did not pass through. The rock deformation at the junction between the unloading fissure XL–316 and fault f231 should be observed in the later stage when pouring concrete is performed on the dam.

Hydro-mechanical coupling in fractured rock mass is one of the key factors controlling rock slope stability. In this paper，discrete fracture network(DFN) model is used to study fluid flow in fractured rock mass. The DFN has a simple concept with high efficiency and applicability，and it is one of the most effective means to study the fracture seepage problem. Discontinuous deformation analysis(DDA)，proposed specifically for the discontinuous nature of the fractured rock mass deformation calculations，is applicable to more realistic characterization of engineering rock mass. Combining DFN simulation and DDA，the hydro-mechanical coupling model is proposed；and instantaneous equilibrium equations of rock block system considering fracture seepage，which are used to research the effects of fractured rock mass deformation on fracture seepage and the failure characteristics of rock mass under hydro-mechanical coupling，are presented. By the proposed coupling model，stability of a slope near a large water reservoir is analyzed. Simulated results show that groundwater uplifts greatly with the reservoir impoundment；and hydro-mechanical coupling is intensified，which leads to some key parts of the fractured rock slope present large deformation or even damage，further triggering the failure of the slope. The case study verifies the effectiveness of the coupling model applied for slope stability analysis.

In this paper，cement mortar and glass fiber reinforced plastics are used in physical model test to simulate the rock and anchor bolt，respectively. Physical model tests are performed according to similarity law of materials. Vibration rule and damage of different sections of anchorage structure are studied under cut-hole blasting in combination of test，theory and practice. The vibration strain signals are implemented by wavelet packets analysis. The results show that：(1) Under the blasting loading，vibration rules of the anchored and free sections(a row of anchor bolts in the vicinity of working face) are different in frequency，amplitude，duration and waveform. Vibration energy of the row of anchor bolts is basically large，but the energy is distributed randomly with a wide frequency band. (2) With increase of the distance from the working face，amplitude and frequency of vibration strain wave decrease rapidly on anchored and free sections. Vibration energy concentrates in narrow frequency band，but with longer duration. Based on different failure patterns，suggestions are proposed to prevent structure from damage by controlling amplitude，main frequency band and duration of vibration. In addition，anti-dynamic performances of structure should be improved.

The method to obtain the rock mass mechanical parameters is critically important in geotechnical engineering. Thus in-situ test technology is basically employed to overcome the defects of disturbance and size effect in laboratory tests when determining mechanical parameters of rock mass. Recently，the borehole shear test(BST) is used extensively in soil direct shear tests，but the application for rock mass is rarely reported. Since the rock borehole shear test(RBST) equipment was introduced by China Institute of Water Resources and Hydropower Research in 2009，some in-situ test results have been obtained in geotechnical engineering sites. To overcome defects of RBST in engineering application，the technology of in-situ borehole test is improved. And the rock borehole shear-compress test equipment has been developed. By the new test system，the mechanical and deformation parameters of rock mass can be obtained simultaneously，which will provide a new way for determining the rock mass mechanical parameters in geotechnical engineering.

A non-intrusive stochastic finite element method for time-variant serviceability reliability analysis of anchored rock slopes with consideration of rock bolt corrosion is proposed. A rock bolt corrosion model reflecting the variation of the anchored force of each rock bolt with service time is established. Consequently，the computational procedure for time-variant serviceability reliability analysis of the slope deformation using the non-intrusive stochastic finite element method is proposed. The relationship between the probability of failure for slope deformation and the maximum allowable deformation is investigated；and a method for determining the maximum allowable deformation of the slope is proposed based on parametric sensitivity analysis. An example of reliability analysis of anchored rock slope deformation subjected to surcharge loading is illustrated to demonstrate the validity and capability of the proposed method. The results indicate that the proposed non-intrusive stochastic finite element method can effectively evaluate time-variant serviceability reliability of rock slopes. The rock bolt corrosion has a significant influence on the serviceability reliability of rock slopes as the service time of rock bolts increases. In addition，an approximate linear relationship exists between the logarithm of the time-variant probability of failure for slope deformation， ，and the maximum allowable deformation；and this linear relationship becomes more obvious as the reliability level of the slope increases.

The relative hydraulic conductivity is indispensable for the seepage flow analysis in unsaturated soils. The Mualem statistical model is widely used to determine this parameter. With the assumption of rigid pore structures，however，the Mualem model is not suitable for describing the relative hydraulic conductivity in deformable soils. On the basis of a newly developed soil-water characteristic curve model for deformable soils developed by the authors，a modified Mualem model was presented，in which the mean radius of pores completely filled by water in a given degree of saturation was adopted to account for the effects of water content and soil deformation on the unsaturated hydraulic conductivity. Experimental data of four types of soils were used to evaluate the modified model. Comparing to the original model，it is indicated that the root mean square error between the experimental measurements and model predictions was reduced by 27%. This more reliable theoretical model can be used for better understanding the seepage flow and coupled hydro-mechanical processes in unsaturated soils.

Cracks are widely presented in natural and engineered soils. Cracks provide preferential pathways for water flow and significantly increase the hydraulic conductivity of the soil mass. The soil-water characteristic curve(SWCC) for the cracked soil is a key factor in seepage analysis. This paper presents a new method to predict the SWCC for a cracked soil considering the crack development process during drying-wetting cycles. The cracked soil is divided into a crack network system and a soil matrix system. The SWCC for the cracked soil at a specified crack state can be obtained by combining the estimated SWCCs for the two pore systems. Then，the SWCCs for the cracked soil at different crack states along a crack development path can be obtained and combined to give the SWCC for the cracked soil considering the crack development process. The dynamic development of cracks in a soil specimen during drying and wetting and its drying SWCC are also measured in the laboratory. The SWCC for the cracked soil considering the crack development is predicted. The predicted results are verified by test results. The SWCC for the cracked soil shows bimodal features. At low matrix suctions，the SWCC is mainly controlled by the crack network. When the matrix suction is larger than the air-entry value of the soil，the SWCC is mainly controlled by the soil matrix suction.