A comprehensive review has been performed on the study of the reservoir-induced earthquake of the Three Gorges Project(TGP)，including the history，means and methods，the basic viewpoints and main conclusions proposed before project commissioning. The focus is put on the description of the seismic activities recorded by the high-precision monitoring station networks since the reservoir step-impoundment of the project in 2003，classification of all the recorded shocks. Analyses of the distribution，characteristics(including the frequencies，intensities and distribution in time and space) and tendencies of the seismic activities are introduced. Through the analysis of the seismic activities after the TGP impoundment；the observation data are used to compare with the conclusions of at pre-construction phase；and a lot of important new information has been obtained. For example，a large number of earthquakes are of water-filling induced collapse-typed of karst caves or abandoned mines，which are dominated by micro- or extreme-micro earthquakes and distributed with obvious localities. Deformation of bank slopes can also be recorded as shocks. The climax of reservoir-induced earthquakes of tectonic type obviously lags behind those of nontectonic-type；and the attenuation tendency of the reservoir-induced earthquakes of above two types is obvious. These data will not only enhance the prediction analysis of TGP reservoir-induced earthquakes，but also enrich the information for study of reservoir-induced earthquakes. On the basis of the above-mentioned studies，a prediction is made on the future tendency of the TGP reservoir-induced earthquakes when the reservoir water level further rises. Analysis and research also are drawn that a certain degree prediction of reservoir-induced earthquake for a specified dam project could be made based on a comprehensive geoseismical research and a large amount of seismic-activated information recorded by the high-precision monitoring station networks. The paper can also provide a comprehensive response to the debating issues related to the TGP reservoir-induced earthquakes.

Owing to the sustainable uplifting of Qinghai—Tibet Plateau since the later geological time，geologic and topographic conditions are getting more complicated in the southwest and northwest of China，such as deeper river downcutting，especially，in the east flank around Qinghai—Tibet Plateau. So stability problems of both natural and excavated slopes are very prominent in these zones，which is one of the most characteristic issues in both academic fields of engineering geology and rock mechanics. Together with the momentous geology event that the Qinghai—Tibet Plateau is uplifting，typical development characteristics of high rock slopes around Qinghai—Tibet Plateau were analyzed and summarized. The issues are covered in high and steep slopes，short history of evolution，high geostress，and complicated deformation and failure processes. They can all be regarded as the results from rapid unloading under the high geostress conditions. According to the issues and a great number of engineering cases，the geodynamical processes of high rock slope development under unloading and 3-stage evolution mode are established，where time and space evolution sequences are considered. Simultaneously，characteristics and stability significance of slope deformation and failure in different evolution stages are also put forward. Finally，in terms of evolution characteristics of slope，it is pointed out that the stability of high rock slope is the problem of deformation stability，as well as the problem of strength stability. Basic principle，theoretical framework and technical measures of stability analysis for slope deformation are established. In view of geohazard control，engineering principle of controlling deformation is presented；and time option and criteria of controlling deformation are also discussed.

With the mine resources development，an alternation of fracturing area and intact area phenomenon so-called zonal disintegration appears in surrounding rock mass of deep mine roadways. This is a newly- discovered special engineering geological phenomenon and it attracts scholars¢ attentions in rock mechanics fields，but related research is not clear. In order to observe zonal disintegration phenomenon，four sections in roadways with different dimensions under about 1 000 m deep mine are considered；three or five bores being arranged in each section. The fracturing through bores of surrounding rock mass is observed by mine bore TV imager；zonal disintegration phenomenon is observed in surrounding rock mass and zonal disintegration distributions in four sections are obtained. Analyses of roadway location，geological data and fracturing shape in bore show that fracturing is caused by excavation. Observation results also show that the radius and thickness of three large sections¢ fracturing areas are almost the same. Small sections¢ fracturing areas are similar with those of large sections，but radius and thickness of fracturing areas reduce correspondingly. Analyses display that the relation between each fracturing area radius and roadway radius r is nearly expressed by (i = 1，2，3，4). There are four fracturing areas in surrounding rock of four observation sections. The thickness of first fracturing area is similar to roadway radius，and the first fracturing area is the most seriously fractured；and the other fracturing areas thickness and fracturing extension reduce consequently. The research results are important for surrounding rock fracturing mode of deep mine roadway and the corresponding stability reinforcement.

A study of the influences of the hydraulic uplift pressures underneath the base of a typical concrete gravity dam on its stability is presented. The dam is located at Cumbidanovu(Sardegna，Italy). The foundation of the dam is made of heavily fractured rock. Firstly，analytical calculations about the equilibrium of the dam as a free body have been employed to evaluate the maximum hydraulic pressure before collapsing and to assess the impact of an effective drainage system on the stability of the dam in a simple way. Secondly，numerical analyses by the distinct element method(DEM) using the code UDEC have been carried out to evaluate the hydraulic flow taking place within the fractured rock foundation，the uplift pressure distribution generated by the calculated flow，and its influence on the stability of the dam. For design purposes，it emerges that availability of reliable data on the hydraulic permeability of rock foundations and a computationally advanced distinct element modeling might lead to the acceptance of loads significantly higher than the more conservative estimations obtained from equilibrium analyses.

Deformation and strength characteristics of fractured rock masses are always the focus in geotechnical engineering. The key for determining deformation modulus and strength parameters is to study representative elementary volume(REV) and scale effects of fractured rock mass. Based on field investigations of fracture distribution in rock mass of Jinping II Hydropower Station，fracture network and meshes considering zero- thickness fractures for numerical simulation are generated. Mechanical models of rock and fractures are established separately based on laboratory triaxial and shear test results. Scale effects，REV and anisotropic properties of rock mass are studied by FEM considering different scales and orientations in site. The achievements will benefit parameter determination in Jinping II Hydropower Station；and the method can offer important reference for other practical engineering.

Elastoviscoplastic properties，especially viscous properties of water-saturated or air-dried sands，were investigated based on the results of a series of plane strain compression(PSC) tests. Loading rate effect，creep and stress relaxation should be attributed to the viscous properties of the sand specimens，but not to the delayed dissipation of excess pore water pressure. The strain rate was changed stepwise several times；and stress relaxation tests and a set of creep tests were performed during otherwise monotonous loading at a constant strain rate. It was found when the strain rate suddenly changed，the stress also changed sharply with a very high stiffness，being close to the elastic value. Then，with an increase in the strain，the viscous stress component gradually rejoined the essentially unique stress-strain curve after having exhibited clear yielding. Similar behaviors were also found when monotonic loading was restarted at a constant stain rate following a creep loading or stress relaxation stage. An elastoviscoplastic constitutive model，described in a nonlinear three-component framework，was proposed to predict the effects of viscous property on the stress-strain relationship of sands observed in plane strain compression tests. The model is able to simulate the viscous effects of sand for arbitrary loading history，including the stress-strain behaviors during monotonic loading with step changes in the strain rate and the one after creep or stress relaxation. The results of the tested sands have been used to validate the proposed model. It is shown that the three-component elastoviscoplastic model can simulate the viscous properties of sands reasonably

Many scholars have paid more and more attention to the landslide disasters occurring in the Three Gorges Reservoir region. It is a special characteristic that the slopes along reservoir are inevitably influenced by rise and fall of water level. A method to evaluate the slope stability by centrifugal test is introduced；and soil slope models considering geological conditions of the Three Gorges are constructed. Controlling of drawdown and charging of reservoir is implemented in the test，which makes it possible to simulate the whole process of instability of the slopes. Through the technique of digital photography，image processing and transducers measurement，a series of important test data are obtained，such as pore water pressure，displacement，failure surface and crack evolution in some typical regions. Moreover，analysis of deformation progress and failure mode are given as well. Results indicate that the deformation of soil slopes will perform pull-typed behavior in such water condition. However，the factor of water rise and drawdown gradually softening soil will lead to the strength reduction and therein induce large displacement. In addition，the slope cracks propagate and close alternately during the whole test；and failure surfaces are almost like polygonal lines. The centrifugal results can provide significant data for evaluating the failure mechanism of such landslides，which will provide useful information for the prevention and reinforcement measures in reservoir landslides.

Elasticity，plasticity and viscosity of rocks are simulated by M. Reiner with spring，slider and dashpot respectively. Seven different models can be constructed by parallel combination of the three elements. Among these seven models，four models containing dashpot in parallel connection(including dashpot itself) are distinguished as four fundamental rheological models，which are corresponding to four kinds of fundamental mechanical behaviors related with time effects. Fifteen rheological models can be formed through series combination of the four fundamental rheological models，including four fundamental rheological models and eleven composite rheological models. The unified rheological model，formed by all four fundamental rheological models in a series，includes the remaining fourteen rheological models，i.e. the fourteen rheological models are special cases of the unified rheological model. The total fifteen rheological models corresponding to fifteen kinds of fundamental mechanical behaviors can be distinguished by load-unload creep test curves under different stress levels. There are one-to-one correspondence between the fifteen rheological models and the fifteen kinds of rheological behaviors. The rheological models in some literatures are of slightly different in form from the fifteen models，but they can be converted to one of the fifteen models by the principle of conversion. Procedures are presented to distinguish the rheological models corresponding to rheological behaviors through the load-unload creep test results under different stress levels by the unified rheological model theory. Two examples for distinguishing rheological models are given；in another word，the load-unload creep test data of two kinds of rocks under different stress levels are adopted in determining the rheological models suitable for the two kinds of rocks respectively.

The canister retrieval test(CRT) was a test of a full-scale copy of a repository carried out from October 2000 to November 2005 at Äspö underground laboratory. Due to the excavation of the deposition hole DD0092G01 and the heating in the canister within the hole，there was a concern for the CRT rock volume if the changed stress around the deposition hole could lead to microfracturing in or other damage to the surrounding rocks. For this purpose，uniaxial compression testing has been performed on 12 core samples taken from different parts of sub-horizontal core boreholes drilled at three depths in DD0092G01 in the directions parallel and perpendicular to that of the major principal stress. The uniaxial compression strength(UCS) and Young¢s modulus，the crack initiation stress(sci)，crack damage stress(scd )，and the maximum crack volumetric strain(evcmax) and maximum total volumetric strain(evmax) have been compiled and analyzed. Comparisons were made according to the sampled direction to the major principal stress and the distance to deposition hole wall. It has been inferred from the slightly higher values of maximum crack volumetric strain that some damages，but only to a small extent and in the form of micro-fracturing，occurred in the rock near the deposition hole wall in the direction perpendicular to the major principal stress. There is no evidence of any damage from other mechanical properties.

The analysis of soil arching is the first important issue for the design of piled embankments. An analytical model for soil arching within piled embankments is developed，which can consider the coupled effect of the embankment filling and soil consolidation. The calculated values of the stress concentration ratio using the proposed model herein are in good agreement with the field measurements. This demonstrates that the model can reflect the variation characteristics of soil arching with time. A further study of characteristics of soil arching and the neutral point of pile shaft during the embankment filling and the soil consolidation was also conducted. The results show that：(1) With the embankment filling，the stress concentration ratio increases and reaches a maximum value at the end of filling，then decreases about 15 percent of the maximum value and maintains nearly a constant value. (2) During the embankment filling and soil consolidating，the location of the neutral point of pile shaft descends firstly，then ascends till the end of embankment filling. With the continuous consolidating of soil，the depth of the neutral point becomes deeper，and at the end of soil consolidating，the location of the neutral point is unaltered. The obtained conclusions can provide valuable references to engineering design.

It has been a focus under debate on how the system bolts operate in the loess tunnel for a long time. Associating with the large-section loess tunnel construction of Zhengzhou—Xi¢an high-speed passenger railway， many in-situ comparative tests on evaluating the effect of systematic bolts are performed. For the good comparability of the testing results，the tunnel that has the similar test condition is considered. In this case，the Hanguguan tunnel with experimental sections of 40 m in length with/without systematic bolts is selected. The main comparisons are covered in the settlement of arch crown and foot of the tunnel，horizontal convergence，surrounding rock pressure，the stress of initial supporting steel framework，axial force of bolt，etc.. The test results indicate that both the two sections have almost the same settlement in the tunnel arch crown；and the section with systematic bolts has a little higher horizontal convergence than the one without systematic bolt system. It also shows there is little difference in the soil pressure and steel framework stress between the two sections；there is lower axial force for the systematic anchorage and the corresponding part of arch crown is in compression state. Through comprehensive analysis，it is found there is little improvement of supporting effect on the arch crown bolt，thus it is suggested the bolt to induce the construction procedure and quicken the enclosed time of the initial supporting section of the tunnel can be ignored. It will be helpful for controlling the supporting settlement and deformation；and it can also reduce the investment and cost.

Based on the analysis of corrosion influence factors of prestressed anchorage structure，the pH value，time，stress level and material are chosen to be the main factors that can affect the corrosion characteristic of prestressed anchorage structure. By adopting the designing method of orthogonal combination about aforementioned factors，the indoor accelerated corrosion tests of prestressed bars have been carried out. From the experiment，the regular appearance of prestressed anchorage structure subjected to corrosion medium is obtained；and the influence laws of various factors on the corrosion weight per unit length and the section loss rate of prestress bars are also analyzed. Conclusions can be drawn as follows：with the increase of pH value，the corrosion weight per unit length shows decline trend in the form of negative exponent；on the other hand，with the passage of time，the corrosion weight per unit length presents continuously increasing trend in the form of power function，but the increment of corrosion weight decreases gradually；and the stress level has no significant influence on corrosion weight per unit length of prestressed bar. The fitting formulae obtained from the indoor accelerated corrosion test can correctly reflect the relationship of corrosion weight per unit length and various factors；and also it lays the theoretical foundation for the lifetime prediction of prestressed anchorage structure in various projects.

From the aspects of structural mechanics of rock mass and meso-damage mechanics，a practical mathematical model of seepage-damage-fracture coupling is established based on the relation between the dimensions of fractures and the engineering scale. It can reveal damage evolvement characteristics of fractured rock masses under coupling analysis of seepage field and stress field；and it can also simulate the damage evolvement of fractured rock masses，which is led by wing-crack generation，propagation and coalescence in quasi-continuous rock masses because of the existence and change of seepage pressure. Three-dimensional elastoplastic damage-fracture constitutive relation and fluid seepage constitutive equation under damage stress state were established. Strategy and methods to solve this mathematical model are also presented. A three-dimensional finite element codes DSDFC.for for analysis of coupled seepage-damage-fracture processes in fractured rock masses were developed. The program can simulate excavation of rock masses and the dynamic change of boundaries of stress and seepage step by step. The detailed 3D numerical simulation for the fractured rock slope of a reservoir during the rising of water level in reservoir is given. The result shows that the lifting deformation of valley of the reservoir is achieved；the damage and plastic areas in slope increases with the rising of water level and the plastic area in faults are enlarged. Compared with discrete fractured medium，the hysteresis flow effect in quasi-continuous rock masses is remarkable.

On the basis of the systematic analysis of the dynamic displacement factors and destabilized mechanism of debris landslide induced by water，the dynamic action and its response law of groundwater in the process of the dynamic stability evolution of the slope are systematically analyzed. It is discovered that the displacement and destabilization of the debris landslides induced by water are directly controlled by the variation of groundwater quantity；and its displacement law has corresponding relation with the change quantity of groundwater. According to the above analytical results and the principle of the load-unload response ratio theory，the theories that the monthly change of groundwater table can be taken as the load-unloaded parameter of debris landslide and its displacement velocity and acceleration rate can be taken as the response parameter to load-unload are proposed. Thus，the dynamic displacement parameters and dynamic prediction model of the load-unload response ratio of the groundwater table are determined. Meanwhile，taking the typical debris landslide of the Three Gorges Reservoir region—Bazimen landslide for example，the load-unload response ratio of the key monitoring points SZK1 and SZK4 of Bazimen landslide are calculated by means of the load-unload response ratio model of the groundwater table. The computation results show that the curves of load-unload response ratio of monitoring points SZK1 and SZK4 agree with the dynamic evolution law of the slope stability. All the above-mentioned results show that the groundwater table dynamic model of the load-unload response ratio can be used to perform the complete dynamic prediction of the debris landslides.

Due to the dynamic process of water flow and deformation in fractured rock masses as well as time-dependent characteristics of in-situ monitoring data，a dynamic inverse method for fully coupled problem of water flow and stress is presented，in which a hybrid genetic algorithm is used for optimization；and two different types of monitoring data about water head and displacement are taken into account. In order to avoid the dimension problem caused by different types of monitoring data，related values of water head and displacement at each time step are used in building objective function. In the coupling inverse analysis，both mechanical and seepage parameters are regarded as unknown variables，such as elastic modulus of rock block，shear stiffness and normal stiffness of each fracture set，and initial equivalent permeability coefficient of each fracture set. Finally，the presented inverse method is applied to a simple example of fractured rock bank slope in case that water level of reservoir rises quickly，while the forward calculated results at each time step are regarded as the assumed monitoring data. It is indicated that the accuracy of parameters¢ identification can be improved if using the continuously increasing monitoring data in time；and the inverse results of parameters are in good agreement with theoretical solution.

The research on rheological property，rheological mechanism of surrounding rock of granite under high temperature and high pressure is of great importance to extracting heat from hot dry rock(HDR) and stability of drilling borehole wall. Utilizing the 20 MN servo-controlled triaxial rock testing machine with high temperature and high pressure developed by the authors，the intensive research on the rheological property of large size granite with borehole samples of f 200 mm×400 mm under high temperature and triaxial hydrostatic stress in depth is carried out. The research results can be found as follows. (1) The granite is a kind of brittle and hard rock，it is constituted with multi-crystal. Surrounding rock in granite shows of steady creep state，main with hydrostatic stress below than 5 000 m in depth and temperature below 600 ℃. However，it appears as unstable creep state when hydrostatic stress is over 5 000 m in depth and temperature above 600 ℃. (2) The creep of surrounding rock of granite has a creep threshold of stress and creep temperature threshold. (3) The main reason of surrounding rock possessing threshold of stress and temperature is the dislocation and cracking of grain and cement of grain under thermo-mechanical coupling. (4) At different temperatures and hydrostatic stresses in depths，the critical hydrostatic stress of rheodestruction of surrounding rock is 5 000–6 000 m；and the critical temperature of rheodestruction is 500 ℃–600 ℃. The failure modes commonly are compression fracture，transpression or both of them. At the same time，the parameters of steady creep state rates of surrounding rock within 600 ℃ and hydrostatic of stress of 6 000 m are obtained；thus it can provide significant mechanical parameter for the stability of HDR borehole wall.

The surface strain field evolution of two rock specimens(a marble rectangle column and a marble plate with centre hole) subjected to uniaxial compression，which are observed by digital speckle correlation method，are analyzed. The standard deviation(S) is taken as the characteristics variable of the strain field and the S value of the maximum shear strain field at different loading levels is calculated. It is found that S value is lower and changes slightly during the homogenous deformation stage，where it increases sharply at the heterogeneous deformation stage. According to the variation of S value，the complete deformation and failure process of the two specimens could be divided into five stages. The shear strain fields at typical loading within the five stages are presented；and the deformation field characteristics are concluded. In the first stage，the strain field is homogenous and the loading curve is linear. In the second stage，the slight strain concentration areas or bands appear and the loading curve is slightly curved or continuously keeps linear. The third stage is the strain localization stage，in which several localization bands appear and further are localized. Experimental results show that strain localization of the two specimens in this study begins at a point just before the peak value of the loading curve(99.2% and 92.2% of the peak loads for rectangle column and the centre-holed specimen respectively) and stops at the peak point. The fourth and the fifth stages are at the post-peak of the loading curve，which are the strain softening stage. The localization bands formed in the third stage are interacted and competed in the fourth stage. A final crack appears and the specimen fails along the crack in the fifth stage. Therefore，the deformation of rock after peak value is mainly controlled by the activities of weak bands and macrocracks.

The technique of deep-hole presplitting blasting in coal bed is widely used for gas predrainage recently；but its blasting theory is not clear up to now. Based on the parameters of blasting，explosive and coal bed achieved from the mines，the mechanism of the presplitting blasting in coal body is studied by three-dimensional numerical simulation method. A numerical computational model in coal bed is constructed for cylindrical charge. The damage ranges of elements and zone influenced for the gas drainage by stress waves are investigated in coal body. The results show that the maximum radius of the area crushed by blasting is up to 40 cm，while radius of rate of gas drainage changed by blasting load is less than 10 m. It is also demonstrated that the improvement of draining effect is most obvious within 4 m around the hole. The stress propagation feature is discussed in draining holes with different distances. The differences of stress distribution，which is caused by the different detonation velocities for the primacord and emulsion explosive，are studied for the first time for clarifying some misunderstandings. The displacement field variations of the holes with different distances are analyzed in soft coal strata. Computation results are in good agreement with the gas draining data measured from the mine before and after blastings. This investigation is beneficial for promoting development of the presplitting blasting technique for gas control.

Kaiser effect is widely used in geostress determination in petroleum industries，while other typical methods are restricted for great depth and complex wellbore conditions. During the measurements of geostresses at great depth with Kaiser effect，sampling deviation possibly has some effects on geostress due to irregular shapes of full-scale core and errors in preparing samples，which may be ignored by users and is not considered yet. Supposing that the sampling orientations of 0°and 90° are both accurate and there is some small deviation in the orientation of 45°，a simplified mechanical model is built up based on elasticity theory and series expansion. A series of experiments were conducted with homogeneous reservoir sandstone by changing the sampling deviations；and the comparisons between experimental results and mini-frac interpretations indicate that Kaiser sampling deviations have effects on geostress in quadric relations，which agrees well with the proposed model. When the sampling deviation angle is less than 5°，the effect can be neglected，but great deviation angles have significant influences that can not be neglected；and the changes of geostress are about 2.5 MPa when sampling deviation is 15°. The effect changes with different referenced angles in non-directional full-scale cores. As for irregular cores at great depth，it will be caused by mechanical damage and natural fractures；and it is impossible to get perfect three samples strictly in direction of 0°，45°and 90°，respectively. Thus the proposed model has its priority and can be used to evaluate the measurement errors of geostress.

The rock-degradation and deterioration mechanism and mechanical characteristics have been studied through freezing-thawing test method. Three types of rocks(silty mudstone，diabase and dolomitic limestone) and two water environments(saturation by distilled water and erosion in 1% nitrate after saturation by distilled water) have been considered in the freezing-thawing test，which includes four-hour freeze and four-hour thaw in each cycle，eight hours in total. Uniaxial compressive strength test and quality analysis due to different cycles have been performed at the same time. It is shown that the freezing-thawing degradation and deterioration models of the rocks are affected by many factors：not only the self-characteristics of rock，freezing-thawing temperature and number of cycle，but also external environments. The test results show that the strength degradation due to cyclic freezing-thawing is greater in acidic environment than that in distilled water environment；and the results of freezing-thawing tests in distilled water environment often give an underestimation in the actual projects. The research conclusions can provide valuable references to the construction and the safety operation of similar projects in cold regions.

Based on anti-explosion reinforcement model test device，the different anchored effects on the tunnel，which is reinforced by fully cement-imbedded outside-connected rock bolts and elastic-connected rock bolts are studied under explosive stress waves produced by plane charging. It is proven that testing instruments are affected by pressure time-dependent curves of free field. For the purpose of the comparison of anchorage effects of two kinds of rock bolts，the differences of arch vault displacement of two underground openings，the surface strain of two underground openings，and the acceleration of roof，floor and ribs of two underground openings are all analyzed. The results show that the arch vault displacement of the tunnel reinforced by fully cement-imbedded outside-connected rock bolts is reduced more significantly than that of the elastic-connected rock bolts compared with that of tunnel without support system. Surface strains of three underground openings are pressed under plane explosive stress waves；and the largest value is found on arch foot. It is also shown that the maximal acceleration is located on the roof；and the accelerations of floors of two underground openings reinforced are increased under the condition of small deformation by adopting some vibration-absorptive ways. Compared with the maximal surface strain and acceleration of two underground openings reinforced，those of the tunnels reinforced by fully cement-imbedded outside-connected rock bolts are relatively small，indicating that the fully cement-imbedded outside-connected rock bolts should be more suitable for the surrounding rock of underground openings than the elastic-connected rock bolts.

It is relatively difficult to monitor the deformation of slope body in model test. To solve this problem，the optical fiber sensing technique is applied to slope model test. By constructing physical model for slope under artificial rainfall，the deformation in slope body can be monitored by optical fiber sensing technology of Brillouin optical time domain reflectometer(BOTDR)；and the deformation on slope surface can be monitored by fiber Bragg grating(FBG). Regarding the fixed point on the model box as the reference point，the variations in slope body can be monitored by the optical fiber preburied in the different locations of slope；and the deformation on slope surface can be achieved by the FBG sensor set on the slope surface. According to the recorded data of deformations before，during and after rainfalls，it can be found that the deformation of slope is not obvious in initial period of rainfall，but as the time goes on，there is a sudden growth of the deformation in the slope body and surface. The part of the slope closer to the surface has the larger deformation，but the part at the bottom of the slope has the least deformation. The overall law is that the influence of rainfall on slope body diminishes gradually with increase of depth of slope body. That can explain why the homogeneous soil-slope¢s failure induced by rainfall is easy to occur in shallow strata. In the slope surface，the maximum deformation appears in the trailing edge of slope，and the minimum one appears in the front edge. After the rainfall，a part of the deformations in the slope reduces to a lower value. The experimental result has proven that the optical fiber sensing technologies of BOTDR and FBG have many advantages in the monitoring of geotechnical engineering，and they can offer practical references and prospects on application.

Due to soil large deformation and friction between pile and soil，cavity expansion method and strain path method can not simulate the dynamic penetration process of jacked pile；but finite element method has been widely used in the penetration process，solving the soil constitutive relationship，large deformation and interaction between pile and soil. An appropriate finite element model is given that accords with the actual process of jacked pile. This model adopts the rational constitutive model of soil and finite deformation theory. Through pile-soil interaction and displacement loading on pile top，the dynamic pile-sinking process is simulated. Horizontal and vertical displacement fields are studied through the finite element model. The effects of displacement fields caused by dynamic pile-sinking procedure are discussed；and moreover，the simulation results are compared with field test. The results show that compacting displacements are in accord with measured results；and further，change of compacting displacement can reflect the change of soil characteristic. During the installation of jacked pile，the horizontal compacting displacements increase with the increase of pile penetration depth；but for the vertical compacting displacements，the heave increases in shallow soil layers and settlement increases in deep soil layers with the penetration depth increasing. The maximum compacting displacement delays the pile-sinking depth，so it is necessary to put great emphasis on dynamic pile-sinking process.

The differential governing equations for the consolidation of composite ground with granular columns are established，which can consider the gradual variation of horizontal permeability coefficient of soft soil in a drainage influential zone caused by disturbance during granular column construction. Accordingly，the general analytical solution for the problem is obtained. Based on the complexity of the influence of piling disturbance on horizontal permeability coefficient of soft soil in a smeared zone，the soil permeability changes continuously in a drainage influence zone；and it is only a special case that the soil around a column is usually divided into smeared and undisturbed zones with constant horizontal permeability coefficients in the conventional consolidation theory of composite ground. And thus，the three special cases for the horizontal permeability coefficient distribution with radial distance are presented；and the corresponding particular solution is given. According to the analytical solutions，the relevant programs are coded. The influence of a few major factors on the consolidation course of composite ground is investigated；and the results are prepared in graph forms. Therefore，the influence of the permeability change on the consolidation behaviors of composite ground with granular columns is analyzed. It is shown that the influence of the permeability variation on the consolidation of composite ground is significant；and the greater the disturbance caused by granular column installation is，the slower the consolidation is. The result of the consolidation theory of composite ground with granular columns considering horizontal permeability change is more reasonable than those of the existing consolidation theories for composite grounds.

2008年度第七届二次《岩石力学与工程学报》编委扩大会议纪要等