E. Hoek and E. T. Brown proposed the Hoek-Brown(H-B) strength criterion in 1980. This strength criterion is now widely accepted and studied by researchers and engineers in rock mechanics and engineering field，and is now widely applied to rock mass engineering. In this paper，a systematic review is performed on the progresses of the H-B strength criterion firstly，which are the work by E. Hoek and E. T. Brown，the studies on the three-dimensional H-B strength criteion，the parameters used in this criterion，and the criterion related to anisotropy of rocks with layered joints. Then，the applications of the H-B strength criterion during the past 30 years to different rock mass engineering problems were reviewed. Finally，the progresses of the H-B strength criterion carried out by the authors are introduced. A generalized three-dimensional H-B strength criterion has been proposed and modified by utilizing three different Lode dependences，so it can be directly applied to construct constitutive model and be embedded in numerical software. Based on three-dimensional numerical simulations with particle flow model，the parameters of rock and rock mass used in H-B strength criterion are studied in microscopic scale and a multi-scale relationship is found for providing a more reliable basis for determination of these parameters.

The marble of Jinping II hydropower station diversion tunnel shows a phenomenon of crack propagation with time under high geostress，which impacts significantly the run-time safety of diversion tunnel. The lag fracture after excavation，monitoring results by bolt stress meter and sound wave test all reflect the characteristic of crack propagation with time. The laboratory test and numerical analysis are adopted to prove that the fracture is the main response way of marble after excavation，which indicates that a bolt stress meter and sound wave test have better applicability，and multipoint displacement meter sensitivity is worse. The behavior of GSI decreasing exponentially with time is used to stand for marble strength decreasing with time，and further behalf on tunnel excavation damage zone increasing with time. Based on the theory，the stress corrosion(SC) model is set up. The obtained field monitoring and testing data are used to check the related parameters of SC model. The long-term mechanical response of marble，anchor stress state and lining structure security are analyzed in detail；and these characteristics consist well with the actual excavation response.

Rockburst is a common engineering-geological problem in deep underground engineering. In-situ stress measurement is an important premise for prediction of rockburst. According to the requirement of deep measurement and burying condition of rockmass in Sanshandao gold mine，overcoring technique is improved and in-situ measurement is carried out in deep mining area. Rock with capacity of storing strong strain energy and stress environment to cause high energy accumulation，as two necessary conditions for rockburst，are proposed. Based on the results of in-situ stress measurement and rock mechanical test，qualitative analysis of rockburst prediction is accomplished using the multiple criteria. The distribution and variation law of rockmass energy accumulation caused by deep mining are revealed by FLAC3D simulation. With the help of seismology method，location and intensity of rockburst during future mining process in Sanshandao gold mine are predicted. The study results provide a new approach for rockburst prediction in deep underground engineering.

The Boom Clay is a kind of tertiary uniform and fine clay sediment. Because of its complicated mechanical characteristics，especially evident creep characteristic，a series of laboratory tests，including one- dimensional compression creep tests(CCT) and triaxial creep tests(TCT) have been conducted；and creep deformation characteristics of Boom Clay are researched under different pressures and different types of experiments. A separated yield surface creep constitutive model implicit time in formula with irreversible strain variable is established after theoretical analysis. It can avoid the difficulty of determining the creep times when resolving the actual calculation under complicated working condition by the traditional model with explicit time. Finally，the numerical implementation of the new creep constitutive model is implemented；and the creep test on Belgian Boom clay is simulated. The results show that the new constitutive model and the UMAT subroutine in ABAQUS have good calculation accuracy and good stability，which could effectively depict the nonlinear creep characteristic of Belgian Boom Clay.

In order to investigate the relationship between uniaxial compressive strength(UCS) and elastic modulus of mudstone and sandstone in coal bearing strata，the uniaxial compressive tests of rock in No.11–2 coal seam roof of Gubei coal mine in Huainan mining area are conducted；and then 120 groups test data are obtained. Regarding the UCS as the dependent variable and the elastic modulus as the independent variable，six regression equations are proposed through the professional mathematical statistics software SPSS19.0，which are linear function，logarithmic function，quadratic function，cubic function，exponential function and power function respectively. The best nonlinear regression predictive model of the uniaxial compressive strength，namely quadratic regression equation，is established based on statistical analyses，which are regression equation significant test，regression coefficients significant test，goodness-of-fit test for regression equation，D-W inspection，linear regression equation of inspection，normality test and randomness test. Finally，the nonlinear regression predictive model is used to forecast the rock UCS in the No.11–2 coal seam roof of Zhangji and Pan?er coal mines in Huainan mining area. Comparative results show that the predicted values and the tested values are in good agreement and the model could be used to predict rock mechanical parameters in similar coal bearing strata.

According to the problem of selection of anchorage depths of front-row and back-row piles in double-row anti-slide piles in Hongyan landslide project，a simplified calculation model is built based on the FLAC3D program. In this model，pile-soil interaction is considered by applying displacement on the boundary of sliding mass to simulate the horizontal thrust force acting on anti-slide piles. Based on this numerical model，variations of deflection，bending moment，shear force and sliding resistance of the double-row anti-slide piles are studied under different anchorage depths of the front-row and back-row anti-slide piles. It is found that the deflection，bending moment，shear force and sliding resistance are affected by the anchorage depths of the front-row and back-row anti-slide piles；what?s more，the affected degree is related to the values of displacement applied on the boundary of sliding mass.

Representative sampling of rock joints is the precondition for direct shear test of the structural plane models with different sizes，which directly affects the effectiveness and reliability of the experimental result of shear strength scale effect. The joint roughness coefficient(JRC) distribution regularity is obtained by analyzing the statistical results of JRC distribution of 18 groups of rock joints with size of 10 cm. The statistical results indicate the necessity of representative evaluation for structural plane models. According to the distribution features of the nonuniformity of JRC，and the comparative analysis between simple random sampling method and stratified sampling method，the representative sampling method of structural plane model based on stratified sampling is proposed. The stratified proportions are determined by the quartile method of JRC. The sampling quantity is calculated through the stratified sampling formula. The sampling representativeness and mechanical reliability are inspected by the mechanical mechanism analysis of rock joints shear strength. The results show that the sampling method can represent the distribution of surface morphology for the certain size；and the sampling result also preferably meets the accuracy requirement of mechanical experiment.

To obtain the deformation modulus of deep rockmass，deformation tests under different lateral pressures are carried out for medium size marble samples using the true triaxial test machine. The comparison tests for the same sample under the same lateral pressure and different lateral pressures are conducted emphatically. The tests indicate that：(1) There is significant nonlinear relationship between deformation modulus and lateral pressure of the marble. The deformation modulus of marble no longer increases with the increase of the lateral pressure after the lateral pressure reaches 30 MPa；and the lateral pressure reflects the weakening degree of marble when the marble breaks away from parent rock. (2) Then，the relationship between deformation modulus and three-dimensional stresses of marble is obtained. Based on the value of in-situ stress at the site of the sample，the deep marble deformation modulus of 66.7–68.2 GPa is calculated. (3) The calculated value of deformation modulus coincides well with the value obtained by other indirect methods；and it is significantly higher than values of conventional indoor and field tests. The above results indicate that the mechanical properties of deep rock mass will be weakened after stress relief；and the weakening degree is related to the in-situ stress. This method is of great importance for researching deformation characteristics of rock mass under high in-situ and extremely high stress and slopes with larger deviatoric stress.

The siphonic drainage in slope is a type of new technology in the stage of explorative application. Based on generalized Darcy?s law and the basic principle of seepage，combining the“pipe to represent hole”method and analytical element method，a numerical simulation method for siphonic drainage system is proposed. In order to simulate the process of siphonic drainage，we give the drainage hole a equivalent permeability coefficient according to the equivalence principle of flow and head. And the hydraulic boundary conditions according to the principle of the siphonic drainage are determined. As an example，a three-dimensional finite element seepage model with a single drainage hole is established. The groundwater line and the change of seepage field distribution in the slope before and after siphonic drainage are calculated，which reveal the influence law of siphonic drainage on the groundwater seepage field. In conditions of constant of drainage hole diameter and length，effects of the change of position of drainage hole on drainage have been simulated. The results indicate that the selection of siphonic hole position in slope has important influence on drainage.

The shear behavior of rock joint is mainly influenced by its morphology and contact states. The macro- parameters of the model material are determined by uniaxial compressive tests for mortar material samples and direct shear tests of smooth joints. The meso-parameters used in particle flow code in 2 dimensions(PFC2D) simulation are calibrated by its macro-mechanical behaviors. Real rough joints model has been rebuilt by PFC2D successfully. And a series of PFC2D numerical direct shear tests have been done for joints under different morphologies and contact states，and the peak shear strength is got. Direct shear test of artificial rock joints is used to check the accuracy of the results by numerical tests. The results of numerical tests fit well with the physical experimental tests. Numerical test can be used as a supplementary method to estimate the peak shear strength of rock joints with various morphologies under different normal stress conditions. The influence of morphology degradation during the direct shear test on the peak shear strength can be solved by numerical shear tests；and the peak shear strength of joint under different contact states also can be estimated based on part of physical experimental tests. And then，the morphology of joints with different roughnesses can be measured in the field；and the peak shear strength under different contact states and different normal stresses can be predicted. The problem that sampling and preparation of joint samples with same morphology in direct shear test has been solved by the numerical method. The numerical method has the characteristics of economic，convenient，quick and effective and repeatable.

The property of pore structure is the key issue for the tightness of storage caverns. Mercury injection porosimetry tests and scanning electron microscopy(SEM) tests are conducted for different lithological rocks in bedded salt rock. The relationship between porosity and permeability，pore structure，distribution characteristics，as well as the corresponding tightness properties，are analyzed. The mercury injection porosimetry tests indicate that the porosity of the measured salt rock，mudstone and mudstone glauberite is 2.7%，6.0% and 2.5%，respectively. Compared to common rock types，the porosity of the bedded salt rock is extremely low. There exists obvious relationship between porosity and permeability；low porosity is the sufficient but not necessary condition of low permeability，whereas，high permeability is the sufficient but not necessary condition of high porosity. Sometimes，low permeability phenomenon occurs when it is under high porosity. The most influence on permeable property is the connected pores. Once there are connected pores，the permeability will increase rapidly. The scanning electron microscopy(SEM) tests present that the salt rock is a kind of typical crystalized rocks；and the inner structure is extremely closed with no obvious pores and cracks. In respect to the mudstone，the particle size difference between clay and organic matters influences obviously the pore properties，which exhibits that the mineral particles with different sizes，and bulk or pebble shape tend to cause pore development. But in the region of particles with mean bulk distribution，the structure is much closed and with almost no pores and cracks. The interface of salt rock and mudstone is not the region with developed pores. By contraries，the mudstone and salt rock particles connect and insert with each other；and the fine mudstone particles fill the pores and cracks，which results in further decreased porosity. The pores of salt rock with mudstone(or mudstone with salt rock) are well-developed and of relatively high connectivity，which may cause the region be of high permeability. Therefore，it is recommended that it should avoid the key position in regions with well-developed pores when the storage caverns is designed and constructed. The presented research can serve as important reference for the construction and tightness evaluation of the storage caverns.

According to the characteristics of chlorite schist in Jinping II hydropower station，in the same section，multiple monitoring means including the deformation，stress and borehole TV were adopted to analyze the internal mechanical state of surrounding rock. In order to understand the engineering mechanical properties of chlorite schist and its impact on the deformation failure mechanism，uniaxial and triaxial compression tests，grouting penetration test and triaxial rheological test were carried out. And the test results revealed many factors of deformation，instability and destruction of chlorite schist，and provided reference for determination of supporting measures. The stability of chlorite schist depends mainly on whether the lining structure can resist the squeezing effects caused by rheology and water softening. By introducing softening coefficient and Burgers rheological model，the surrounding rock stability from the viewpoint of the force of the lining structure was evaluated. The results of numerical calculation show that the lining structure is in high safety redundancy.

Test methods which are suitable for testing shear wave velocity in the offshore site and intertidal zone are studied and compared. The shear wave velocity in-situ test for the Xiaoyangkou intertidal zone of Yellow Sea is conducted. The statistical relationships between change law of shear wave velocity and soil parameters are analyzed and the shear wave velocity is predicted by the built relationships. In addition，some applications of test data are analyzed. The research results show that：(1) The suspension test method for shear wave velocity is appropriate in the study site by the comparison of economic applicability. (2) There exist power function relationships between the shear wave velocity and the depth of test data and they have a good relativity. In the meantime，according to statistical relationship analysis of soil layers，the correlations and envelope curves basically reflect their regularity. (3) The relationships between shear wave velocity and soil parameters are power or linear functions，and they correlated well. (4) Based on the test data，compound relationships are established among shear wave velocity  ，void ratio e，density  and effective gravity stress . Based on the methods，good function results can be achieved through the contrast analysis of the calculation results；and other prediction analysis for relative parameters can also be performed. (5) Furthermore，based on the in-situ test data，soil type classification，dynamic parameters calculation and earthquake liquefaction judgments are carried out. The methods and results can provide references for survey and design engineers.

According to the construction of overlapping shield tunnel in soft soil area，four model tests have been carried out to simulate displacement and force variation rules of the existing tunnel due to the different construction orders and the different tunneling speeds. Experimental results indicate that：(1) In case of the upper tunnel first and the lower tunnel last，the lower tunnel construction leads to the longitudinal settlement of the upper tunnel. The circumferential internal force of tunnel segment of the upper tunnel generates deflection. The internal force in the arch bottom changes the most. (2) In case of the lower tunnel first and the upper tunnel last，the upper tunnel construction leads to the longitudinal uplift of the lower tunnel. The circumferential internal force of tunnel segment of the lower tunnel generates deflection. The internal force in the arch vault changes the most. (3) Regardless of the kind of construction orders，additional internal force along the longitudinal dimension will always be observed，with features of fluctuation and temporality. Comparing the influence of displacement and internal force on the existing tunnel induced by constructing overlapping tunnels，the lower tunnel first is better for the construction safety than the upper tunnel first. In the process of construction of overlapping shield tunnel，the additional deformation and force of the existing tunnel increase with the increase of tunnelling speed；and the impact range of tunnelling speed also increases. In this case，the tunnelling speed of the shield machine should be controlled in a proper range to avoid significant influence on the safety of adjacent existing tunnel structure.

According to HC method applied to hydropower field，quality level of Danba hydropower station schistosity-like rock is classified as IV and the stability of surrounding rock is poor. The massive-like rock structure of quartz mica schist has been proposed by the macro-micro mechanical properties test of Danba quartz mica schist；and rock mass classification method has been modified reasonably. Uniaxial compression test and true triaxial tests under different confining pressures show that the anisotropy of schistosity is not obvious under the high stress. By casting thin meso-test，we find that Danba quartz mica schist is not rock mass structure of“layered structure”，but“massive-like”structure. On this basis，rock mass quality classification of the water diversion tunnel in Danba hydropower station has been modified to classification III. Finally，the self-stability of surrounding rock is favorable through on-site testing，acoustic detection and deformation analysis. And the revised criterion for classification has good applicability. Therefore，it is of great significance for rock mass classification to research rock mechanical characteristics under different stress environments，which can provide a reference for rock classification of similar hydropower engineering.

The influence of different excavation methods on strata and surrounding rocks of adjacent overlapping tunnels is studied；and the stress-strain laws and deformations of overlapping surrounding rocks and current tunnel linings are revealed，which provides a theoretical basis for the deformation control，support design and excavation optimization design of adjacent overlapping underground projects. Through the FLAC3D numerical simulation，the stress-strain laws and deformations of overlapping surrounding rocks and current tunnel linings and the plastic failure law of overlapping surrounding rocks under the bench method，CRD method and glass method are studied. The research results are as follows：(1) Different excavation methods have different effect degrees on excavation positions during the construction of overlapping tunnels，which reveals the deformation mechanism of current tunnel linings and the dangerous points of lining destruction. (2) According to the development of plastic zone of surrounding rock and tunnel lining deformation，we can obtain that the CRD method is better than glass method and bench method when new line tunnels are excavated；and the deformation control effect of tunnel bottom excavated with CRD method is the best. (3) The bench-CRD-bench method is the ideal scheme when new tunnels cross current tunnels. (4) With any excavation method，the tensile stress will be caused in vaults，skewbacks，straight sides and bottoms of current tunnel linings. Both the maximum and minimum principal stresses in the skewback are the maximum；and the skewback is most easily damaged.

Rockburst is a complicated dynamic instability phenomenon during the rock excavation of deep rock masses in high in-situ stress zone. It is affected by many factors，and the roles of various factors in the formation process of rockburst are not yet clear. Then，the complex relationship between rockburst and its influencing factors is considered as a grey system，which can be studied by the grey clustering method. According to the causes of rockburst and its characteristics，the main factors of rockburst，which are the maximum tangential stress of the cavern wall ，uniaxial compressive strength  ，uniaxial tensile strength and the elastic energy index of rock  ，are chosen in the analysis. Moreover，the evaluation indexes including the stress coefficient of rock / ，the brittleness coefficient of rock / ，and the elastic energy index of rock   are used to establish the modified grey evaluation model for rockburst prediction through the optimization of grey whitenization weight function. Compared with the traditional grey evaluation model，the modified model doesn?t have the crossing properties of grey cluster and meets the normality well，which is more reasonable in theory. Based on the rockburst data of some deep rock projects at home and abroad，the modified model is adopted to predict the possibility and classification of rockburst. Compared with the traditional model，the prediction error of the modified model is smaller. In addition，the prediction results of the modified model are close to the practical records，which proves that the model is effective and available. Therefore，the proposed method provides a practical way to accurately predict the possibility and classification of rockburst in deep underground engineering.

The underground powerhouse of Yangfanggou hydropower station is a typical large-span and high side wall cavern group. The geological condition is complex. The stability analysis of high side wall and the rock pillar between caverns is key for cavern design. Based on in-situ test data，using boundary displacement condition regression method，the initial geostress field is constructed. The stability of surrounding rock of underground caverns is analyzed by FLAC3D. The deformation and stress characteristics，plastic zone distribution field and force of support are obtained. The integrated stability of underground powerhouse is evaluated. The study results provide scientific basis and technical advice for caverns design.

Water diversion tunnels #1 and #3 of Jinping II hydropower station are bored by tunnel boring machine(TBM). The rockburst risk is high in the middle alignment. For the purpose of establishing reasonable boring scheme and rockburst control measurement，based on previous researches，different numerical methods are used to evaluate different pilot boring schemes? effects on reducing the rockburst risk，combining with actual situation. All these three pilot boring schemes can obviously reduce the rockburst risk. The selection of pilot boring schemes depends on the equipment and economic benefit factors. So，rockburst risk control measurements for large diameter TBM boring in high stress region are proposed. During TBM boring，the measurements of pilot，stress relieving blasting，assisting timely，systemic and high quality support are applied to reduce rockburst risk and ensure construction and structure safety.

Piping is a multiphase and multifield coupling phenomenon involving numerous complicated mechanical behaviors，such as pore water seepage，fine particle erosion and migration，and deformation of porous media. A new seepage-erosion-stress coupling piping test apparatus is developed to simulate the evolution of piping and study the mechanism. The new apparatus consists of a special funnel-shaped drainage system，a confining pressure system，an axial pressure system，a seepage pressure system and a data acquisition system. The funnel-shaped drainage system is specially designed to collect the eroded fine particles and water. The confining and axial pressure systems are used to simulate the triaxial stress state of specimen. The largest confining pressure is up to 2.0 MPa，and the largest axial load is about 30 kN(the diameter of specimen is 101 mm). The seepage pressure system provides the migration power of fine particles，which can realize a fast switch from high hydraulic head(200 m) to low hydraulic head(＜2 m). The data acquisition system can monitor the variations of pore pressure and settlement. The three experiments under different stress states indicate that the stress state has a great influence on the evolution of piping. The critical piping hydraulic gradient under isotropic compression is far higher than that under no confining pressure，and is slightly higher than that under triaxial compression. The new apparatus can simulate the evolution of piping，and monitor the evolution of meso-structure，geometric，hydraulic and mechanical characteristics，which will provide a credible tool for studying piping mechanism.

Preferred discontinuity derived from diagenesis and tectonics reworking always results in the anisotropic characteristics of engineering rock mass. Large-scale engineering rock masses with intermittent joints set have anisotropic strength characteristic，which is influenced by the rock bridge either. So the test results of intermittent joints can not be directly used for ubiquitous joint model，while the equivalent continuum persistent joint parameters should be adopted. When the macroscopic anisotropy simulated by FLAC3D ubiquitous joint model coincides by 3DEC model，the equivalent continuum persistent joint parameters can be defined by inversion analysis. Then，indirectly equivalent continuum method has equal function with discontinuum method in describing anisotropic mechanical behavior of rock mass. In summary，numerical experiment has become a more effective way than analytical method to estimate the macroscopic parameters with random intermittent jointed rock mass. Result shows that the equivalent strength of the equivalent continuum persistent joint parameters by the combined effects of intermittent joints and the rock bridge is higher than that of the real intermittent joints. In addition，in order to keep the definition of the set of directions where the strength of the equivalent discontinuities is equal to the strength of the intermittent discontinuities containing rock bridges，the most likely apparent dip direction of the ubiquitous joint model should have ( )/2 separation angle with the real dip direction of the intermittent joints.

Zengbei road consequent rock slope located in Shiquan brickworks of mined shanty-towns of Mentougou District，Beijing，is composed of strongly weathered sandstone and weathered sandstone. The slope occurred consequent bedding rock slope while the slope toe grading；and as a result，the rubble retaining wall of the road cracked. However，the rock mass of the slope toe must be cleaned up for more architectural space；so，the permanent slope was built as well. The rock slope was treated with lattice anchor retaining wall and cast-in-site column type retaining wall according to the characters of the slope by scheme comparison and top-down construction method. The step I was lattice anchor retaining wall；while the steps II and III were cast-in-site column type retaining walls. The bracing system is safe and beautiful，which achieves good socioeconomic benefits. It has reference value for the similar projects.

Rectangular wave，trapezoidal wave and sloping wave were expressed as trapezoidal wave with different rising times to analyze the sensitivity of time for stress equilibrium to wave impedance ratio in split Hopkinson pressure bar(SHPB) tests. Based on one-dimensional stress wave theory，propagation of incident stress wave in specimen，was analyzed and related calculation formulas for stress distribution along loading direction were obtained under trapezoidal wave with different rising times. Variation curves of time for stress equilibrium and stress uniformity were calculated under trapezoidal wave with different rising times and different specimen-bar wave impedance ratios. Several trapezoidal wave parameters affecting time for stress equilibrium and stress uniformity，such as rising time and specimen-bar wave impedance ratio，were studied；and some useful conclusions were also obtained. Research results can provide a theoretical basis for SHPB experimental designs and related analyses.

Some problems of rigid pile composite foundation design according to current codes have been analyzed. After investigating the function of cushion in rigid pile composite foundation and the influence rules of cushion thickness and stiffness of soil on pile-soil stress ratio，the tangent modulus method proposed by YANG Guanghua is used to study the design method according to settlement control. The design method is presented as follows. Firstly，supposing that pile and soil are independent systems，the nonlinear p-s curves(where p is stress，s is settlement) of pile and soil are calculated，respectively. Then，according to the deformation compatibility principle，the settlement curve of composite foundation is obtained by the above p-s curves. Finally，by controlling settlement and adjusting cushion thickness，loads on piles and soil are optimized，which makes the design of rigid pile composite foundation reach the best state. A practical project design is optimized by this method. The calculation value is very close to the measured settlement，which proves the rationality of this design method. This method better considers pile-soil interaction；and its parameter determination is relatively simple and reliable，so as to give a new idea in rigid pile composite foundation design.

Aiming at the problems in the deep deformation monitoring of anti-slide piles，the Brillouin optical time domain reflectometer(BOTDR) technology is proposed to monitor deep deformation of anti-slide piles. Based on the monitoring data，the displacement is determined. Through the analysis of relationships between displacement and other physical quantities of anti-slide pile and the strain characteristics by BOTDR technology，the quadratic integral function relation between displacement and strain is established；and the analytical process and boundary conditions are given based on the hypotheses. Taking the anti-slide pile project of the landslide No.1 at Hongyan Village of Zhu-Yong Expressway in Zhejiang Province as the background，the optical fiber sensor and inclinometer are installed at different locations and the displacements are calculated based on the monitoring data. Comparing the calculation displacements with inclinometer monitoring results，the rationality of model for determining anti-slide pile displacement based on BOTDR monitoring data is verified. The results show that：BOTDR technology applied to monitor deep deformation of anti-slide pile is feasible；the model for determining anti-slide pile displacement can meet the needs of engineering to some extent；through arranging optical fiber along the reinforcement，the calculation displacements based on the monitoring data are more accurate. Finally，the locations of installing optical fibers for determining displacement of anti-slide pile based on BOTDR technology are recommended. The study has reference value for the application of BOTDR monitoring technology in anti-slide pile and relational monitoring and data processing in pile foundation engineering.

Based on pseudo-dynamic method，a formula of stability safety factor of retaining wall against overturning under seismic action is derived，considering the inclination conditions of retaining wall back and backfill soil. Numerical results indicate that the stability safety factor increases with the increase of soil friction angle，wall friction angle and wall inclination angle；but it decreases with the increase of seismic amplification factor，horizontal seismic acceleration coefficient and backfill inclination angle. Thereinto，only under violent earthquake action，the seismic amplification effect can emerge gradually；at the same time，the influences of friction angles on the stability relatively weaken instead. The various trends of stability safety factors with seismic actions are in basic agreement under different wall inclination angles and backfill inclination angles. Comparing the calculating results by two methods，the overturning stability safety factor by pseudo-dynamic method considering the effects of earthquake period and seismic waves into account，is larger than that by pseudo-static method.