With the increases of coal mining depth and intensity，the in-situ stresses play more important roles in the displacement and damage of surrounding rock. It is very important to take in-situ stress measurements and analyze the distribution characteristics of the in-situ stress fields in coal mining area. 62 points of stress measurements(including plane and three-dimensional tests) have been conducted in 10 coal mines of Jincheng coal mining area by means of the hydraulic fracturing stress measurement rig with small borehole. The stress measurement data indicate that：the in-situ stress field in Jincheng coal mining area，in which the tectonic stress takes absolute predominance，is dominated by horizontal stress and belongs to typical tectonic stress field. The magnitudes of the stresses are moderate values. The orientations of the maximum horizontal principal stresses change greatly from eastern part to western part because of the effect of Jincheng—Huolu folded and faulted zone. Based on the field data，the stress distribution map on Jincheng coal mining area is drawn up. The stress variation law with buried depth is analyzed；and the relation between the ratio of the horizontal principal stresses to the vertical stresses and buried depth is discussed in contrast to Hoek-Brown envelope curve. The measured stress results have been applied to roadway layout and support design in typical mines；and the rational axis orientations of roadways have been determined according to the stress field distribution，which has been verified by underground application. The underground stress measurements provide reliable basic data for Jincheng coal mining area，and important consulting value for guiding mining engineering practices，such as mine field development，roadway layout，support design，and selection of mining methods，etc..
；application

Limited rock cover for subsea tunnel is put forward and explained in detail. Besides，the differences and relations among limited rock cover，minimum rock cover and rational rock cover are discussed. What¢s more，the way of determining limited rock cover under assistant construction methods is given. Because the longitudinal section selection of subsea tunnel is directly related to four aspects such as safety，cost，technique application and environment influence，based on the principle of limited rock cover，the selection of longitudinal section is discussed further. In view of risk coefficient，safety risk，cost risk，technique application risk and environment influence risk are considered during the assessment process of cross-section selection. Furthermore，corresponding risk factors are found. Combined with analytic hierarchy process(AHP) method，a set of assessment system for subsea tunnel longitudinal section is established. Finally，this assessment system is successfully applied to Xiamen Xiang¢an subsea tunnel；three supposed longitudinal sections are evaluated. Afterwards，the advantages and disadvantages of every cross-section are given，which can provide reference to other subsea tunnels in planning.

A series of uniaxial compression tests and computerized tomography(CT) scanning tests on dry，saturated sandstones，and the sandstones with hydro-physicochemical influencing effects due to the circulating flow of distilled water and different hydro-chemical solutions are conducted. The corresponding complete stress-strain curves and CT scanning results are obtained. The hydrophysical and hydrochemical influencing effects on the elastoplastic mechanical behaviors of sandstone，such as stress-strain relationship，elastic modulus，peak strength and residual strength are derived. The hydrophysical and hydrochemical influencing mechanisms of water-sandstone interaction are studied. The hydro-physicochemical damages of sandstones are analyzed based on the CT scanning results. The modified Duncan model is used to describe the mechanical behaviors of sandstones with different hydro-physicochemical influencing effects. This study has a useful reference to the theoretical and applied research in the field of water-rock interaction.

The effect of blasting vibration on a new tunnel adjacent to existing tunnel and its control technology are the key issues of tunnel project. Since the new tunnel is close to existing tunnel，the seismic wave- induced by blasting endangers the safety and stabilization of surrounding rock and lining of existing tunnel. For different tunnel spacing distances，different types of surrounding rocks and safety explosive charge adopted in project are in need of determination. On the basis of the simulation with the dynamic FEM，the effects of blasting vibration on the surrounding rock and lining structure of adjacent existing tunnel with different types of surrounding rocks，tunnel spacing distances，rock mass damping ratios，explosive quantity circumstances are studied combining with mutual influences of blasting on left bank tunnels project construction of Jinping I Hydropower Station. According to the velocity of tunnel lining vibration and lining dynamic tensile stress caused by adjacent tunnel blasting vibration，the minimum spacing distance and explosive charge of blasting construction tunnels with surrounding rock grade III are obtained. When tunnel spacing distance varies from 1.5D to 2.0D，the explosive charge should be controlled less than 15 kg；for surrounding rock grade IV with the tunnel spacing distance 1.5D–2.0D，the explosive charge should be less than 12 kg；for surrounding rock grade V with tunnel spacing distance 1.0D–1.5D，the explosive charge should be less than 10 kg. The achieved results can provide the references and analytical analysis to the construction and design of practical project.

For the design of support system of tunnel，the convergence-confinement method is a simplified analysis theory. Obviously，the confinement loss used by the theory is an important influence factor. For analyzing the influence of the confinement loss，the deformation measurements widely used in tunneling engineering are investigated；and the advancing effect function is particularly proposed to examine the alterations of deformation and stresses of rock mass around tunnel. The back calculation procedure is a technique proposed to assess the redistribution of the confinement loss. The case study of Baguashan tunnel in Taiwan is taken account of the advancing effect during construction. According to the obtained results and the comparison between numerical calculation and theoretical analysis，it is shown that：(1) the relationship between deformation measurements and confinement loss can be described by the proposed advancing effect function；(2) the parametric study of advancing effect function is examined；(3) the equations proposed for the confinement loss can be used to estimate the pre-convergence due to excavation；(4) the back calculation procedure is also proposed to understand the redistribution trend of confinement loss；and (5) the results obtained by the three-dimensional finite element analysis and the advancing effect function respectively are approximately coincident.

Numerous impermeable underground structures exist in urban seepage field. Since the corner of the structure is singular point and the dimension of the structure is negligibly small compared with the whole urban seepage field，it is difficult to model seepage field in urban area with existing methods. Invoking the theories of complex potential，dipole，flow around cylinder，etc.，one method called node partition method is created here to model urban seepage field. Nodes are subdivided and flow rate is defined on given nodes in this method，then the same water check effect as underground structure is formed. The proposed method is first applied to seepage flow around a single underground structure. Iterative method for seepage flow is then tested. Based on these theories，a computer program based on finite element method is validated.

To study the variation features of infrared radiation(IR) and acoustic emission(AE) of concrete during the fracturing and water seepage process，a concrete block is pressurized with embodied water to uniaxially compressive stress. The changes of its IR radiation and AE are measured using an infrared thermal imager and a AE instrument. The experimental results show that IR radiation of the sample¢s surface regularly varies with the stress in different stages. The IR radiation shows an overall rise in early term，then partial high temperature in medium term，and partial low temperature in late term. The corresponding AE shows a little increase in the early term，then steadily increase in the medium term，and rapidly increase in the late term. It is revealed that the IR radiation experiences decreasing after early increase is the anomalous precursor of the fracturing and water seepage of concrete. The IR anomalous precursor happens earlier than stress and AE anomalous precursor. The thermal images of the sample also show that the low-temperature areas are surrounded by the high-temperature areas during the fracturing and water seepage process，which is the main feature of radiation temperature field. The mechanism of IR radiation variation in the loading process and the IR anomalous precursor of fracturing and water seepage are analyzed. The time difference between stress precursor，IR radiation precursor and AE precursor is also discussed. The experimental results are useful for the remote sensing monitoring and disaster forecasting on concrete dam and other concrete engineering.

Based on the analysis of the technical difference of horizontal jet grouting for tunnel arch between China and the developed countries，it is easy to find some construction problems，such as the quality control，serious deformation and waste grout discharge during tunnel horizontal jet grouting in China. In order to master the key technique of tunnel horizontal jet grouting，a large advanced drilling rig and a patented seal equipment have been developed；furthermore，a new construction method of horizontal jet grouting with invented seal equipment for the tunnel pre-support has been proposed. By a full-scale field testing executed by the above- mentioned construction method，the useful technique，its matching drilling rig and its equipments，and the relative construction parameters are introduced. Additionally，all test results which include the geometric form of the horizontal jet grouting arch of tunnel，the connection thickness of pile to pile，the minimum thickness of horizontal jet grouting arch，the strength of piles in 28 days，and the 6 m long excavation of tunnel under pre- support system as well，are well demonstrated. The results of full-scale testing show that the new technique to be safe and reliable，having the advantages of reasonable construction sequence，cost effective and environmental protection. It is believed that this new construction technique has successfully solved the existing problems of horizontal jet grouting in China，and it will have a good prospect for future sub-horizontal treatment ahead of the tunnel excavation face.

By finite element method，the courses of dynamic construction of multiple-arch tunnels with eight traffic lanes and surrounding rocks of class IV and V are simulated；the excavation effects of two construction methods，which are the double-side-drift method and the CRD method，are compared based on the displacements of surrounding rock mass and preliminary lining and the second lining. Through comparing the numerical calculation results of stresses and displacements in surrounding rock，it can be concluded that the double-side-drift method has advantages in coupling the surrounding rock and the preliminary lining into full play of supporting the tunnel，which will benefit the second lining with certain safety margin. The CRD method is of advantages in horizontal displacement control，but it is not as effective as the double-side-drift method in vertical displacement control at the tunnel top according to the numerical calculation of multiple-arch tunnel with eight traffic lanes. It can be concluded that from overall analysis，the double-side-drift method is more suitable than the CRD method in multiple-arch tunnel with eight traffic lanes.

The study of the thermal constitutive behavior of rock under temperature has guiding significances in rock engineering such as supporting of deep and soft rock roadway，disposal of nuclear waste underground，exploitation of geothermal resources and construction of military underground defensive facility. The differential thermo-visco-elastoplastic constitutive equation of rock which considers the influence of temperature on elasticity，viscosity and damage has been established based on the Nishihara rheological model by using thermal expanding coefficient，viscosity attenuation coefficient and damage variable. Creep equation and unloading equation of rock considering temperature effect have also been deduced. The results show that when stress is lower than yield stress，the model is in a fast deformation at beginning，then in a stable creep；and the unloading curve contains instantaneous elasticity，elastic aftereffect and viscosity flow induced by temperature. When stress is higher than yield stress，the model is in an unstable creep；and the unloading curve contains instantaneous elasticity，elastic aftereffect and the viscosity flow induced by the temperature and stress. This model reflects the visco-elastoplastic properties of rock，and can be used for analysis of rheology and stability of rock engineering.

Because the physicochemical soft rock has such physico-mechanical properties as hydrate swelling，strength debase and softening disintegration etc.，conventional supporting system cannot bear enormous expanding and disintegration stresses，and an anchor point can¢t be found in the anchoring system，so that supporting and anchoring system fail in engineering of physicochemical soft rock. Taking No.1 coal seam floor shale with a high montmorillonite content of Wali mine in Longkou，Shandong Province，for example，a new fashioned solidification at ambient temperature silicon modified resin is synthesized by radical solution copolymerization and sol-gel method in laboratory；and the surface coated modification effect of soft rock is researched by comparative tests on coatings hydrophobic property，fastness，waterproof and rock samples particle free swelling，block disintegration before and after modification. The results indicate that adhesion of interface between coating and surface of rock samples is excellent，contact angle of water drop on the rock samples surface increases from 26.40° to 80.04°，while water absorption of rock samples decreases from 41.87% to 3.15%，the free swelling ratio of rock sample particles decreases from 24.11%–65.98% to 1.64%–3.60%，and the fractal dimension of rock sample block disintegration grains distribution decreases from 2.223 1–2.716 2 to 0.300 7–2.389 5.

The values of factors that affect the stability of karst roof under pile tip in karst area have the characters of randomicity，fuzziness and interval features. So，triangular fuzzy numbers are firstly used to express the calculating parameter value¢s distributions of possibility. They can reflect the uncertainty when determining the parameters. Based on these fuzzy numbers，the fuzzy limit equilibrium analysis model of karst roof under pile tip is presented，which can consider the action of punching and shearing，shearing and bending effects at the same time. For analysis，the method to determine triangular fuzzy numbers is proposed by comprehensive application of fuzzy mathematics theory，rock mass rating index RMR and Hoek-Brown empirical strength criterion. And level- sets technique and interval number algorithm are introduced to calculate the corresponding fuzzy numbers of the safety factor with the triangular fuzzy numbers and fuzzy limit equilibrium analysis model. Then，the performance function is suggested to evaluate the stability of karst roof under pile tip. The fuzzy possibilistic reliability analysis method for stability of karst roof under pile tip is finally put forward. This method is proven to be rational and feasible by case study，and it provides a new uncertainty analysis method for stability evaluation of karst roof under pile tip.

The first-stage project of Xiamen Airport Road contains large-section tunnel with span of 34 m in shallow depth，which passes through the bottom of more than 90 existing buildings. During its excavation process，the safety of the tunnel itself must be guaranteed，while more attentions should be paid to the safety of the existing buildings. As to this tunnel construction，it is faced with many technical difficulties，especially softening of fully-weathered granites in groundwater，settlement of the whole tunnel structure，large deformation of strata，and differential settlements and cracking of buildings，etc.. Based on systematic analysis of the project features and its control scheme，buildings #104 and #105 planned to be removed are reserved as experimental building for ensuring the reliability of this scheme. Through the uplift grouting and in-situ deformation monitoring during tunnel construction，it is discussed how the strata subsidence，settlement and cracks of buildings develop with excavation step. Besides，the method of optimizing construction scheme combined with surface uplift grouting is proposed to control the large deformation of strata and to protect buildings. In-situ data show that the differential settlements of buildings should be controlled within 20 mm；the synchronous measure of grouting from surface and from inside tunnel can control the buildings uplift，reduce their differential settlements，and hold their cracking development. The research results can provide technical support and insurance for subsequent construction when more important buildings exist，as well as favorable reference for design，construction and study of future similar projects.

The load transfer characteristics of rock-socketed pile are mainly decided by the shear behavior of rock-concrete interface. Based on the dilatancy and failure mechanisms of the interface between pile-rock and surrounding rock，a new load transfer function of skin friction suitable for the weak rock-socketed piles is set up；analytical solutions for the friction and axial force of single pile are obtained under the conditions of failure and elasticity of the surrounding rock；and the analytical solution of critical pile length is obtained as well. On the basis of those，the distributions of frictional resistance and axial force along the pile length are discussed，which can explain theoretically that the diameter of pile，pile-rock modulus ratio and dilatancy angle influence the load transfer characteristics of rock-socketed piles；and some useful suggestions for rock-socketed pile design are also proposed. Moreover，an influential parameter h，which is used as macro-control guideline of rock-socketed pile bearing performance，is introduced to consider the comprehensive influential effect of various factors approximately. From analysis，it is found that，under the same condition，the higher the value of h is，the better the rock-socketed pile bearing performance is，and the bigger the pile ultimate load can sustain. Comparative analysis result of an engineering example shows that the values calculated by the presented method agree well with the measured data.

South transportation roadway of depth of 955 m in Huainan Dingji Mine western coal area has shown the characteristics of the deep excavation. In order to investigate fracturing behavior of the surrounding rock in the deep roadway，two sections(the width is 5.0 m，and the height is 3.8 m) are selected. Five boreholes are drilled as fan array in the arch of the every section. The variation of electrical resistivity of surrounding rock with borehole depth can be measured. Electrical resistivity is one of the important electric parameters for rocks. The degree of rock mass fracturing has great influence on electric resistivity；and generally electrical resistivity changes suddenly in the fractural location. Using ResiTest–4000 resistivity tester and self-developed downhole probe，the electric resistivity of rock mass in the boreholes is tested. A reference value of electrical resistivity on disintegrated zones of rock mass can be determined according to average electrical resistivity(to reject abnormal data) in every hole；and the ones greater than the reference values are disintegrated rock mass. According to the test results，the diagrams of zonal disintegration distribution of surrounding rock of the roadway are drawn. In addition，the diagrams are in agreement with ones obtained from borehole TV video. The results show that there are four disintegration zones in the surrounding rock of the roadway；the radius of the disintegrated zones has a linear relationship with the radius of the roadway；the thickness of the disintegrated zones near the roadway boundary is maximal and up to 3.12 m；and the thickness of disintegrated zones decreases in turn with borehole depth.

In order to investigate transmission and reflection rule of stress wave across irregular joints，firstly，the fractal damage constitutive relation is established by means of fractal damage theory，and then the analytical solutions of transmission and reflection coefficients of stress wave across irregular joints are derived by linear displacement discontinuity model and fractal damage constitutive. Fractal geometrical characters of joint surface are analyzed by scanning tests of joint surface in terms of laser profilometer. Transmission and reflection of stress wave through single fractal joint are researched by SHPB(split Hopkison pressure bar) impact dynamic test of jointed rock. Comparison of analytical solution with experimental results shows that the errors between experimental values and theoretical ones are smaller，which indicates that the proposed constitutive relation and analytical solutions of transmission and reflection coefficients of stress wave transmitting across fractal joints are correct.

It is first proved that the two performance functions established in terms of Fs－1 and MR－MS are equivalent mathematically regarding definition of slope stability state. Based on the Duncan nonlinear strength mode，simplified Bishop¢s method，central difference，first-order method and the forenamed two performance functions，a new reliability analysis method of slope stability by using nonlinear strength index is presented. By discussing the sensitivity of the reliability index b to nonlinear strength indexes and the influence of correlation of nonlinear strength indexes on b and critical slip surface location，some beneficial conclusions are drawn as follows. (1) The difference of reliability indices of the two performance functions is less than 0.5%；and it is suggested that reliability analysis is implemented by way of MR－MS，since the derivative of performance function can be computed directly. (2) The difference of reliability indices of first-order method and Monte Carlo method is less than 2%，and b increases with the increase of j0 or redution of Δj；moreover，b is more sensitive with respect to j0 than Dj，so it is quite important to determine the parameter of j0 reasonably. (3) When the correlation coefficient between j0 and Dj varies from 0.0 to 1.0，b increases gradually；the maximum fluctuating percentage is 15.67%，while the critical slip surface is migrating toward the slope face；therefore，if the correlation is ignored，the analysis result would be on the safe side. (4) The reliability analysis of slope stability for the Shuangjiangkou rockfill dam shows that the method is reasonable；the mininum reliability indexes and the locations of critical slip surfaces are realistic；and the slope stability reliability meets the criteria.

Aiming at the character of long-distance high-speed movement of Yigong landslide，and based on the advantage of large displacement shear test of ring shear apparatus，ring shear tests with different shear speeds and those under drained and undrained conditions are carried out to learn the mechanism of long-distance high-speed landslide. Results show that the pore water pressure cannot dissipate punctually，and the pore water migrates to the shear plane slowly during the experiment. Water content and fine particle content of the shear plane are higher than those of the original and other layers obviously，which leads to the liquefaction of shear plane in the consolidation shear test. Effective internal friction angle of the consolidation undraining shear test is greatly lower than the draining one；the higher the shear speed is，the lower the strength is. This can interpret the formation of Yigong long-distance high-speed landslide.

An improved load transfer hyperbolic model for the pile-soil interface is developed based on the conventional hyperbolic model and the results of soil structure interface(SSI) tests，which considers the increase of initial shear stiffness with the surrounding soil consolidation and loading/unloading behavior of the interface. The validity of the proposed model is proved by the good agreement between the computed results and the documental results. Further studies of the negative skin friction of single piles under different pilehead loadings and pile capacities are also conducted. The results show that the location of neutral point and distribution of skin friction of pile shaft and pile capacity vary with the surrounding soil consolidation and the pilehead loading conditions. The conclusions drawn from the study can provide valuable references for the practice.

Rock embedded foundation is a new kind of environmental protection foundation in transmission line. Field prototype tests about the rock embedded foundation have been carried out for a 750 kV electric power transmission line in Gansu Province. The uplift loading-displacement curves and horizontal load-displacement curves have been obtained. The loading characteristics and failure pattern of foundation are analyzed based on test data. The rock¢s equivalent ultimate shear strength is determined by calculation. Limit equilibrium theory is used to calculate foundation stability. The load transfer characteristics of anchor bolts are analyzed. It is shown that the rock embedded foundation can be used for weathering rock foundation in mountain transmission line. The economical benefit and performance of environmental protection of rock embedded foundation are pointed out according to comprehensive cost analysis.

Cambridge self-boring pressuremeter(SBPM) is used in this test to study the stress and strain of the clay adjacent to the expanded cavity wall. Self-boring pressuremeter is a cylindrical device designed to apply uniform pressure to the wall of a borehole by means of a flexible membrane. Both pressure and deformation at the cavity expansion are under the assumptions that the probe is expanded in plain strain，undrained，axially symmetric about the pressuremeter and in elastic-perfectly plastic material. Based on the hypothesis，theoretical stress path is deduced；and comparison between the theoretical stress path and experimental one has been made. The results show that in the plastic phase，the theoretical stress path corresponds well with the experimental one，while in the elastic phase，the correspondence is less satisfactory. Comparison between the theoretical curves deduced by nonlinear and linear analysis with the experimental ones indicates that nonlinear analysis fits well with the actual behaviour of clay. Besides，according to the curve of stress path，variety of stress in the clay is analyzed；stress history of the clay is determined；and some parameters of the clay are deduced.

Diwang Commercial Center and Jiadexin Crystal Mansion are both high-rise buildings in Nanning，and they are close to each other. Foundations of them are both made of manual digging socketed belled piles in tertiary mudstone. Tertiary mudstone is a typical soft rock distributing widely in Nanning Basin，Guangxi Autonomous Region. It is usually chosen as the bearing stratum of pile foundation. In order to master the engineering characteristics of socketed pile in soft rock，the self-balanced loading test is conducted to test eight piles of two high-rise buildings. The cell assembled in the pile body is the key equipment of the test. To get better test effect，assembly of cell has been taken different modes in terms of depth that pile socketed in rock and dimension of enlarged toe. By the self-balanced loading test，the problem that the ultimate bearing capacity of the large tonnage socketed belled pile in soft rock is hard to be acquired is solved. Several key parameters required in design are obtained. In terms of test results，the bearing performances of the piles are studied. By comparing the test curves of pile tip，pile side and the equivalent converted curves of the whole pile，it reveals apparently that the bearing capacity of the socketed pile in mudstone will decrease after mudstone has been immerged. Since effective measures have been taken；mudstone is prohibited from being immerged during construction. And valuable experience has been accumulated for similar projects construction henceforth.

Taking Janbu mode in sliding surface can be random shape for example，the complex calculation process of stability coefficient and nonlinear characteristics of its final expression for slope under limit equilibrium theory are analysed. Obstacle due to nonlinear characteristics for slope stability coefficient when analyzing its reliability is pointed out. To solve above-mentioned problem，a solution in which small samples statistical learning method based on structural risk theory is regarded as tool which transforms high nonlinear problem in low dimensions space into simple linear problem in high dimensions. An analytical process for slope stability coefficient under Janbu mode is used to research and deduce transitional function expression，iterative method for stepwise approach checking point，calculation of reliability and so on. A new analytical method，based on learning theory of small samples for slope stability reliability，is established. Stability for two slopes which have developed a run-through soft surface are analyzed by the new method. It is found that the computation cost of the new method is 0.6% of accurate method；the absolute error of the calculation result is about 0.195% and relative error is 1.25%.

On the basis of the detailed geologic investigation results which were gained on the location of the barrier dam，combining the early information before earthquake，the forming process and blocking river mechanism of the landslide can be summarized as follows：(1) there were shearing surface in forward edge of the landslide on dip slope which was caused by earthquake and drawing open in back edge；(2) the air wave was formed by the high speed sliding，and the riverbed was ploughed by its forward edge，and the thither slope was uplifted for inhibition；(3) the back edge of the landslide stood and glided；and (4) then it dammed and blocked river. Meanwhile，according to the geological structure and different water levels of the barrier dam，the barrier dam¢s stabilities in upstream and downstream are studied. It is shown that the scouring mode of the barrier dam is overflow breakdown mechanism which stepwise scours the surface layer of loose media on the groove position，and the possibility of dam-breaking is small.

The biaxial shear rheological experiment on tufflava with grades II–V is carried out with tunnel surrounding rock of Shenzhen Lianyan Highway. Through analysis of test results and model identification，the shear rheological law of surrounding rocks different grades is discussed；and the rheological models are proposed. II and III grades of surrounding rocks can be simulated reasonably with generalized Kelvin model，as grade IV with Burgers model and V with nonlinear rheology model. The failure behaviors of surrounding rock with grades II and III are brittle fracture；and the failure behaviors of grades IV and V are plastic yielded. Rheological model parameters of surrounding rocks with different grades are gotten；besides，the comparison between the shear rheology model and experimental results shows that the proposed shear rheology model is reasonable.

Rainfall early warning criterion is a useful tool for rainfall-induced landslide mitigation. Unfortunately，it is hard to be used effectively in practice owing to the complexity between rainfall infiltration effects and slope stability. Hence，the landslide model test for soil slope and previous research results are used to study the influence of rainfall characteristics on soil slope failure. The results show that fluidized landslide and soil erosion will be triggered by high intensity rainfall easily；and the pore water pressure in the deep soil of slope will increase easily under the long duration rainfall with low intensity；and the landslide magnitude which is triggered by the long duration rainfall with low intensity will be larger than that triggered by high intensity rainfall. Besides，the threshold accumulative rainfall is an important factor of rainfall-induced landslide. Moreover，it is suggested that the rainfall intensity and accumulative rainfall are effective parameters in rainfall early warning criterion. The rainfall intensity can be represented by the rainfall amount per hour，which can predict fluidized landslide and debris flow. The accumulative rainfall is helpful to predict sliding landslide.

The creep deformable mass of Mayan Slope，which is located at the dam site of Xiangjiaba Hydropower Station，is a typical structure-controlled integral sliding landslide. It is important to monitor deformation inside the slope，so inclinometers are disposed according to geological analysis and exploration. Based on inclinometer deformation curve obtained，the relationship between the curve of displacement-depth and geological characteristic is analyzed，and the location and thickness of the slipping zone are determined. Moreover，the mechanism of creep movement has been studied. So the corresponding reinforcement measures have been taken in time. Then，based on the displacement-time curve of slipping zone，the creep deformation trend is illustrated，and the stability condition after reinforcement is also estimated. It is found that interlayer JC① is the creep-controlled slipping zone with typical bedding slipping failure modes. The treatments including load-decreasing，reinforcing and groundwater-draining have greatly reduced the creep rate of speed，and the deformable mass tends to be stable. It shows that the deformations of landslide monitored by inclinometers are practicable，and it is also valuable for analogical slope-monitoring.