As the larger of the mining depth is，the higher ground temperature follows；the higher ground temperature follows，many secondary disasters of deep mining are induced by the thermodynamic effect of deep rock；so it is necessary to study the rock mechanics-related problems in deep mine of high ground temperature. This paper firstly summarizes three different modes of the deep mine geothermal field，the linear mode，the nonlinear mode and the abnormal mode，and then researches on the deep rock strength and adsorption effect impacted by temperature using laboratory experiments. The experimental results show that，as the temperature increases，the strength and elastic modulus of rock significantly reduces，and the adsorbed gas becomes free gas overflow，which are closely related to the disasters of collapse and methane gas burst in coal mine. Based on summarizing the temperature control technologies at home and abroad，the HEMS cooling technology is proposed using underground water in mine as cold source；three typical modes of cooling measures are put forward which have been verified through in-site testing. When the system is running，temperature of cooling face is lower than 29 ℃，face temperature decreases 5 ℃–12 ℃，relative humidity decreases 5%–15%. Finally，an effective method for evaluating effectiveness of mine cooling system is proposed.

The nonlinear strength characteristics of rock materials under 3D stress states are studied in the deviatoric plane and meridian plane. The effect of intermediate principal stress and hydrostatic pressure as well as coupling effect of them are studied in these two planes respectively. By conducting linear interpolating of external normal vectors of octahedral plane and spatial mobilized plane，a model of the unified strength theory is proposed. Each kind of material corresponding to a shear failure plane，then the unified strength criterion is established. The criterion has four parameters，all of which have obvious physic significance and it owns continuous smooth failure plane in the principal stress space. It is verified by triaxial compression test data of five different rocks that have been published. Two transformed stress spaces are proposed based on the unified strength criterion；then the criterion is transformed into Mohr-Coulomb criterion and Drucker-Prager criterion in the new stress space respectively. Triaxial compression test data show that the unified strength criterion can be used as Mohr-Coulomb criterion and Drucker-Prager criterion in transformed stress space.

Taking the rectangular free-surface flow tunnel with arch crown to reconstruct into pressure hydropower tunnel as the object，the combined effects of surrounding rock，lining concrete and steel were synthetically analyzed when the lining cracks before and after occurring；a two-dimensional(plane strain) nonlinear finite element numerical simulation model was established. After that，the stress of steel，the stress of concrete，the regularities distribution of cracks，the crack width and the results of reinforcement design of the lining which is under the operation stage with internal water pressure conditions were got. Also，under the maintenance time with external water pressure conditions，the phenomenon of stress concentration of lining concrete cracks and the checking results of lining reinforcement were got. Compared with the previous methods the lining reinforcement design method proposed in this paper lead into more factors which may affects the reinforcement results，making the results much in line with the actual condition of the hydraulic pressure tunnel. It has guiding significance for similar engineering design.

Grouting method is a common way to control engineering geological hazard；the movement law of grout diffusion has important significance to engineering design and construction. Application of  SV vibration string viscometer to determine the time-dependent behavior of viscosity of cement-silicate(C-S) grout，viscosity function curve is obtained by function fitting. Constitutive function of generalized Bingham fluid is adopted to deduce the pressure distribution function of C-S grout in single plate fracture. During the test，the pressure distribution law of C-S grout diffusion under condition of fixed velocity is analyzed；under the same conditions，the pressure field investigated as well as velocity field are investigated with numerical method. Based on theoretical analysis，simulation test and numerical calculation results，diffusion mechanism of C-S grout is analyzed. It is hoped that the results will be constructive to application of the C-S grout.

It becomes more and more important to study and understand the fracture behavior of rocks under thermo-mechanical coupled effects to meet the increasing demands of the future nuclear waste disposal geological engineering in China. We focus on granite from Beishan region，a potential future nuclear waste repository site in our country. The scanning electron microscope(SEM) high temperature test system has been employed to investigate three-point bending fracture behavior of Beishan granite after heat treatment. In the range of 25 ℃–100 ℃，Beishan granite exhibits mainly brittle failure. Under low stress，crack propagation is mainly controlled by the coupled effects of stress concentration，minerals mechanical behavior and the adhesive force among mineral particles. The final crack initiation normally occurs along the weaker cemented surface between the mineral particles. Crack initial spreading angle usually has an included angle with the horizontal plane. With the increasing loads，cracks gradually propagate along the horizontal direction. This is due to the direction subjected to the maximum bending tensile stress. However，the tensile strength of the rock is usually low. The average fracture toughness of Beishan granite does not almost change from room temperature to 100 ℃. Slight fluctuations may be due to mineral inhomogeneity. Based on digital speckle correlation calculation method，the full deformation field of rock at mesoscopic scale has been successfully measured. The measurement results obviously indicate that the surface deformations of mineral particles are very complicated. The results of the interface of mineral particles moving toward two different directions indicate the particles are subjected to tensile stress. Though the deformation occurs mainly along the surface subjected to the maximum bending tensile stress in the initial stage，the final failure may occur in the other places. At this case，the failure process is mainly affected by nonuniform weak surface. Therefore，rock failure at meso-scale is obviously affected by the coupled effects the maximum stress state and inhomogeneous deformation of local mineral particles.

A new joint constitutive model is proposed and its relating parameters are calibrated based on analyzing progressed deformation of landslide. The strain space state equation is proposed by use of critical stress characteristics；the relationship between Mohr-Coulomb criterion and the proposed critical strain state equation is established. The advantage and shortage are analyzed for the conventional calculation of stability coefficient of landslides；several new calculating methods of safety factor of landslides are proposed，such as：stability factor calculation based on progressive deformation，stability factor calculation by strength deduction for part sliding block，the calculating method of comprehensive sliding force and resistance force of landslide，the stability coefficient calculation of maximum main sliding force of landslide，and stability factor calculation for each sliding block of landslide. The stability coefficient of the comprehensive sliding-resistance force and the maximum main stress are fit for describing the landslide state. The new joint constitutive model and calculating methods of landslide are useful for describing the landslide state.

Due to the buoyancy produced by reservoir level rising and the dynamic stress produced by the descent of the water level，the intrinsic water-slope interaction circumstance and condition will be changed，which may results in the instability of the slope. Combined with the site monitoring results of the landslide #1 in Majiagou in the Three Gorges reservoir area and the water level fluctuation data，the true 3D model was established by using numerical simulation method. With finite difference program software and the Fish language programming considering the static water pressure effect to slope surface due to the rising of water level and the dynamic seepage pressure produced by the drawdown of reservoir water level，the displacement and the stress field of landslide during the evolutionary process of the changing of the water level were analyzed. Under the fluctuation of the water level，the seepage-stress fields，the displacement and mechanical characteristics of landslide in reservior area with the anti-slide pile reinforced were analyzed. In addition，the control effect of landslide-anti-slide pile system was discussed. The results indicate that：the combination of soil arching effect forced by the anti-slide pile and soil formation and the resistance slip effect of anti-slide pile，the landslide prevention and control effect are obvious. Compared to the hydrostatic pressure，the weakened effect of the dynamic water pressure produced by the reservoir water level drawdown on the landslide-anti-slide pile system is larger. The numerical simulation method may be applicable for 3D analysis of interaction of landslide and anti-slide pile system during sudden change of reservoir water level.

Sanhejian Coal Mine in Xuzhou is one of the mines in China which are seriously threatened by the high-temperature，with rock temperature of 40 ℃ and the roadway temperature of 33 ℃–34 ℃ below the elevation of －700 m. The heat-hazard mechanism of the mine is the key to research in controlling the thermal damage；however the research of the heat-hazard mechanism is focused on the geologic structure and the magmation，and the research of the mechanism about the temperature field influenced by the Ordovician water is very little. First，the mechanism of the upwelling of the Ordovician water at 21102 working face was analyzed. And then the effect of the upwelling of the Ordovician water on the geothermal field of Sanhejian Mine was discussed. At last，the geothermal field of the Sanhejian Mine effected by the hot Ordovician water was divided into three districts，following with the cooling measures. Some conclusions are drawn as follows. (1) The upwelling of the Ordovician water has a great effect on the geothermal field of the Sanhejian Mine；and it is a important heat-hazard mechanism of this mine. (2) The water passages is the Sunshidian fault，and the Ordovician water of Sanhejian Mine is supplied by the water from the axis department of Tengxian anticline，so the distance between the supplying area and the gushing area benefits the upwelling of the Ordovician water at the 21102 working face. (3) The earth temperature of every level upper aquifer rises obviously after the swarming of Ordovician water and a negative correlation between the temperature rising index and the depth is found. (4) The research areas are classified into three types，that is IIa(37 ℃–45 ℃)，IIb(45 ℃–50 ℃) and IIc(50 ℃–55 ℃). The results play a guiding role in managing the heat-hazard in Sanhejian Coal Mine.

The underground cavern group of Jinping I hydropower station，whose are huge scale and complicated arrangement，is located in geological body whose stress is high. There are three large-scale faults and multiple sets of joints in the rock mass. For the main structural plane or fracture zone，the pattern or time about supporting system，as well as parameters optimization，are the key problems to the stability for cavern group during the multistep excavation in the multi-cavern group. According to the excavation and supporting process for the underground cavern group，the deformation and cracking mechanism of surrounding rock mass and faults in main cavern have been researched，as well as the coupling mechanism and characteristics of mechanics and deformation about multiple supporting have been discussed. Based on numerical simulation and measurement in-situ，studying the strong flexible technology that shotcrete system and steel arch rib. It is showed that the huge deformation of surrounding rock mass reduced greatly；and the instability or collapse that caused by the local instability are avoided by applying the new technology. There are important reference and guide significance to the construction and design of the underground cavern group.

The correlation between rock mass quality indices and shear strength parameters are investigated by means of analyzing the specimens tested in-situ of gently weathered marble rock mass in Jinping I hydropower station. Taking the advantage of Copula theory that the marginal distribution and dependence structure can be studied separately；the marginal distributions of variables under small sample conditions are established. The optimal fitting Copula functions of Q-f and Q-c are selected on basis of researching on the dependence structure between rock mass quality Q and shear strength parameters f and c. For similar rock mass，the guaranteed rates of estimated f and c by other methods can be obtained；and the estimate of f and c can be calculated with a certain guaranteed rates with known Q system by solving the conditional probability of the optimal fitting Copula functions. Then the guaranteed rates of estimated f and c by the predominant slope method and least-squares method are calculated；the estimation of f and c with a certain guaranteed rates are compared to the estimation by Hoek-Brown criterion. The results show that，Q has a positive correlation with f，while Q has a negative correlation with c，the symmetric structured Copula functions Nelsen NO 1 and Nelsen NO 2 are the optimal fitting Copula functions of Q-f and Q-c. The estimation of f and c by the predominant slope method and least-squares methods are skewed because the correlation between rock mass quality and shear strength parameters are ignored；and the rock mass shear strength derived from this paper?s method with guaranteed rates 0.8 is more coincident with practical situation than by Hoek-Brown criterion. This paper's method takes full use of the limited in-situ information，the shear strength parameters with a guaranteed rate can be estimated，it can be used for rock mass shear strength parameter estimation.

An attempt is initiated to obtain the dynamic and static explicit solutions for the unloading effect in underground engineering based on rock dynamics and elastoplastic theory. So，the mechanical model of dynamical excavation in circular tunnel with nonuniform geostress was explored；and the distribution law of initial stress and the processing method for unloading are studied firstly. Based on the Laplace transform and residue theorem，a dynamically analytical method to calculate the behavior of surrounding rock in the condition of excavation is put forward；and the stress and deformation analytical formula of surrounding rock is obtained under the condition of linear unloading. Then，taking the nonlinear strain hardening and softening properties into account，using elastoplastic analytical method，some analytical expressions for the stress and deformation of surrounding rock are deduced. Comparison between dynamically and statically analytical results is drawn to get the difference. The results show：(1) The existence of inertia force is beneficial to reducing the damage of surrounding rock generated from excavation unloading and maintaining its integrity. Thus，the disturbance scope，deformation and stress concentration factor is relatively smaller while the stress gradient is higher in surrounding rock according to the dynamic results. (2) According to the dynamic results，the radial stress is in compression status all the time，while the tangential stress becomes from tensile stress at first time to high compressive stress，which contributes to the formation of tensile crack in radial direction and sandwich structure. (3) A critical value is found in the unloading rate. It is meant that the vibrating amplitude and frequency of particle reach the maximum when the unloading rate is equal to the critical value.

Dynamic test on cement mortar specimen after corroded by sea water under uniaxial stress was carried out；and the effects of strain rate，the type and the concentration of erosive solution on the stress-strain curve，ultimate compressive strength，peak strain and elastic modulus of cement mortar were studied. The research results show that the ultimate compressive strength of cement mortar will increase with the increase of strain rate；and the strength of cement mortar with low strength is more sensitive to strain rate than cement mortar with high strength. The peak strain of cement mortar will also increase with the increase of strain rate；but the elastic modulus will increase firstly and then decrease later. The effects of strain rate on the stress-strain curve，ultimate compressive strength，peak strain and elastic modulus of cement mortar after corroded by sea water have much relation with the ratio of water to cement，the type of erosive solution，the concentration and the corrosion time.

The permeable tunnel with ribbed arch beam，which is a new type of tunnel structure，is analyzed. The geological environmental conditions and structural characteristics of this tunnel are expounded；and the concept of the design load standard for which the relaxation of the pressure caused by the surrounding rock failure in the limit state for this kind of non-symmetric half-dark tunnel structure is presented. By the numerical simulation study of the pattern and scope of tunnel surrounding rock failure，the basic failure modes of this tunnel can be concluded as which the vault slope rock slip along a ramp through the arch of the foot to form a wedge，and the size of the angle between the sliding failure surface and the horizontal plane determine the range of surrounding rock failure. On this basis，the structural load design and calculation model of the permeability tunnel with ribbed arch beam is established with theoretical analysis of the derivation，and compared and analyzed with the actual monitoring data and the numerical simulation results of construction conditions. The results show that the calculated internal forces distribution of this model can better reflects the variation of the internal force of tunnel structure，have a reliable safety margin，so as to provide a practical and effective design calculation method for the same type of half-dark tunnel structure section design and evaluation of long-term stability.

In order to further reveal bearing mechanism of anchorage unit in fractured surrounding rock，fractured rock mass prepared in advance by way of repeatedly loading and unloading confining pressures was anchored and loaded subsequently on independently developed true triaxial physical simulation test system，from which the deformation and failure characteristics of fractured surrounding rock and anchor were studied. The results show that the elastic modulus of anchorage unit increases with increasing prestress of anchor bolt；and complete stress-stain curve possesses the characteristics of double peak. When the prestress of anchor bolt was weak，the slipping blocks in fracture surrounding rock would skid again along former fissure plane；second damage happened rarely；and the new fractures spread intensively while when the prestress of anchor bolt was strong；the slipping blocks would broken for the second time；and new fractures with high dip angle developed heavily and evenly. Controlling angle of anchor bolt was continuously developing and changing both in space and time. The profile of compression zone was an inward opening horn form whose depth was 1 to 1.5 times of anchor tray diameter. Along with the deformation of anchorage unit，the damage of compression zone would happened for the second and even more times while controlling angle of anchor bolt was 50°–64° at the first time and got stable around 34°–56° finally. Because of shear displacement influence of slipping blocks beside the fracture，anchor bolt was crooked severely due to complex stress condition including compression，tension and shear stress，which enabled blocks beside the fracture to separate from each other to a certain extent in reverse.

The shield tunneling technology has been widely used in the construction in sandy cobble ground， which has very strong uncertainty characteristics. The excavation face stability and the ground settlement are the key problems in the shield tunneling. In order to simulate the construction of earth pressure balance(EPB) shield tunneling，an indoor model test with different cover depths is applied to find out the law of limit support pressure on excavation face，soil arch effect and ground settlement in sand cobble ground of Beijing under the influence of adjacent buildings with flexible shallow foundation. The support pressure is unsymmetrical and the ground settlement is larger than the theoretical value by Peck equation under the influence of adjacent buildings. The results would be beneficial to guide the construction of EPB shield tunneling in sandy cobble ground.

Firstly，a new roughness index SRI is proposed based on joint profiles，which consists of three roughness parameters describing average undulation，directivity，distribution and fractal characteristics of joint profile roughness；and the relationship between SRI and JRC(joint roughness coefficient) is also established. Then，SRI is extended to three-dimensional(3D) form based on the triangular element network of joint surface to characterize 3D morphology characteristics of joint. Finally，SRI is used to quantify morphology of tensile granite joint and isotropic morphology characteristics can be represented. The new index has definite physical meaning and can be calculated conveniently. It also can characterize the primary roughness characteristics of rock joint. The new roughness index has set a foundation for further studying the shear mechanical characteristics of rock joint，and it has important theoretical significance for rock mechanics.

The post is considered as a continuous beam，anchor bolt as fixed or elastic support，the soil pressure load as a trapezoid distribution，based on the matrix displacement method and the Matlab symbol function for function，elastic support continuous beam internal force calculation program is compiled. Treating the bolt failure as the intermediate state of brittle fracture and ductile fracture，the limits of bolt system failure probability according to the brittle failure and continuity failure is calculated. The calculation results of an engineering example show that，if the bolt as the brittle structure，when one of the adjacent anchor bolt failure probability of failure increases rapidly，the maximum amplitude is as high as 12 times，verifing the brittle structure composed of statically indeterminate structure can be considered as a series system. Then brittle fracture bolt system failure probability upper bound based on the anchor bolt function correlation coefficient matrix is obtained. At last，function of ductile failure of anchor system is put forward based on the ideal state of the all bolts on the column reach the limit state at the same time，and the lower limit of failure probability is got.

Columnar jointed basalt is a specially compositional rock mass by many prismatic rock blocks with the irregular polygon on the transverse section. For documenting the anisotropic properties and unloading failure mechanism of jointed basalt rock，detailed in-situ and laboratory investigation have been carried out. First，the geometrical anisotropy property of columnar jointed basaltic rock was summarized by detailed in-situ statistic for irregular polygon of its transverse section and the scanning electron microscope(SEM) analysis of different kinds of joint faces. Then，the deformational anisotropy property was checked by the ultrasonic testing with the direction which was parallel to the axis of the columnar block and the direction which was vertical to the axis of the columnar block in field. And，the strength anisotropy property was also tested by two ways，i.e. point load test for in-situ rock block with different directions and uniaxial compression test for standard cylindrical specimens with different loading directions. According to above resultant investigation，the basic failure mode of structure-stress control for columnar rock mass and its specific failure performances have been discussed，so as to provide helpful recognition and suggestion for reasonable excavation and supporting design for the underground caverns and tunnels in similar rock mass with columnar joint sets.

By the experiments of shaking table，investigations of the fluidization of iron concentrate ore in bulk under dynamic loading have been launched. With the use of digital image capture and processing technology，the law of fluidization evolution is revealed；and the effects of different influencing factors are analyzed，such as moisture content，acceleration，dense degree. The results show that the fluidization of iron concentrate ore is mostly influenced by moisture content，which exists a critical value；and it hardly affected by acceleration when moisture content below 8%. At the same time，it can be postponed but cannot be blocked by the increase of dense degree. The article also gives some suggestion about safety margin of iron concentrate ore?s moisture content and the measures on preventing the fluidization. The research has played a significant role in better understanding the fluidization of iron concentrate ore.

In order to have an in-depth study of the filling property of geotextile tube，based on the indoor model filling experiment，the shape，height，tension，the bottom pressure acting on the bag and the drainage rate of the tube are tested. The test data could provide verification for theoretical study. The results show that：as the filling proceeds，the height of the tube is increasing rapidly；and the other characters such as the tension，the bottom pressure，the drainage rate grow with it quickly；when the drainage rate grows close to the filling speed，the speed of increase in the height of tube is reduced significantly. The height of the tube，which is determined by the filling pressure and the permeability of the geotextile，could be controlled by the filling speed after the suitable geotextile is chose. The drainage mainly occurs in the filling process and within a few minutes after the completion of the filling. The cross-section of the tube is oval arc shaped，which could be dealt with as the plane strain problem.

Sandy stratum with poor plasticity and large permeability can easily be disturbed when the earth- pressure-balance(EPB) shield machine passes through；the induced ground surface settlement is difficult to control；and the earth pressure acting on the segment lining structures changes. It is particularly important to employ an analysis method，which could represent the whole dynamic process of shield tunnelling，to study the soil disturbance caused by shield tunnelling in sandy stratum. The  800 mm EPB shield model machine was developed and manufactured on the basis of the EPB shield machine used in the city metro tunnel projects. The EPB model shield machine consists mainly of a jacking system，a cutting system and a slag discharge system. It can achieve some main function such as shield machine originating，cutter head cutting，muck discharging，segment assembling，etc. Ground settlements caused by shield tunnelling and earth pressure acting on the lining structure were monitored in the laboratory test to find out the settlement features and earth pressure distribution rule；and then the results were compared with the theoretical and numerical results and field test. Results show that，soil characteristics and shield tail grouting have significant influence on the ground settlement；and the ground loss is still the main reason of ground settlement. The surface settlement values caused by the tail void are more than 60% of the final settlement values without grouting；and a 20% to 30% proportion due to that without grouting. The settlement time-history curves show periodic and timeliness. The width parameter of surface settlement trough is consistent with the field test values. The distribution of the earth pressure acting on the lining structure is like an oval，which upper and lower side is the semimajor，left and right side is semiminor. The tested earth pressures are smaller than the theoretical values.

Traditional research about the critical state of sand is mainly focused on the uniqueness and linearity of the critical state line. But stress path and principal stress rotation，as two important factors，have always been neglected，not to mention being studied simultaneously. And the principal stress rotation of sand cannot be observed in laboratory test. In order to make up for the shortage and combine the traditional stress path and stress path that reflects principal stress rotation，this paper conducts numerical simulations of biaxial tests and simple shear tests for dense sand by using particle flow code. According to the results，it is found that：(1) the critical state line is unique and not affected by the stress path，principal stress rotation drainage condition，initial void ratios and confining pressures；(2) the critical state lines in both effective pressure-deviatoric stress space and effective pressure- specific volume space change from a straight line under low critical values to a curve under high critical values. Then the simplification of stress path is relatively inappropriate. Different stress paths，especially which include unconventional and specific paths will greatly influence the characteristics of critical state line. Therefore，the study about effects of different stress paths on critical state is valuable and should be paid great attention to.

Based on the construction need of shield cutting 14 large-diameter bridge piles in Suzhou subway，the field test of shield cutting two  1 200 mm diameter piles was carried out；the effect and mechanism of cutting piles，characteristics of cutting parameters and damage law of cutting tools were analyzed. Then，the feasibility and key technology of cutting large-diameter piles were studied. The test results show that shell cutter can be fit for cutting pile directly；it breaks concrete by the way of shear cutting and laterally squeezing to fracture；and its working mechanism of cutting rebar is shear cutting. The wrapped condition of rebar by surrounding concrete is the key factor determining whether rebar could be cut off effectively. The thrust value and torque value which acting on the pile have an approximately linear relationship with penetration. The alloys of cutting tools are easily cracked because of great fluctuation amplitude of advancing speed. Cutting side pile produces more damage on cutting tools than cutting central pile. According to test results，the configuration scheme of advancing shell cutter and the concept of cutting rebar with different times were presented；the setting value of advancing speed was suggested against exceeding 2 mm/min，and the cutterhead should rotate with medium speed. The test results were successfully applied to the Suzhou cutting piles engineering；the test and engineering practice jointly indicate that shield cutting large-diameter piles directly is feasible.

A series of large scale direct shear tests，involved three different particle-size gradations of sands with geogrids and geotextiles，were performed to investigate the interface shear strength and dilatancy of soil against geosynthetics. The effect of particle-size gradation，dense degree，types of geosynthetics and vertical stress on interface shear strength and dilatancy coefficient were investigated. The test results show that coarse sand and fine sand/geosynthetics interface have significantly higher shear strength than their mixed sand. Loose sand-geosynthetics interface displays only shear contraction during the shear process；while dense sand-geosynthetics interface presents obvious dilatancy. At the high stress level，sand-geosynthetics interface has larger shear displacement when it reaches peak shear strength than that of low stress. Coarse sand-geogrids interface has larger shear displacement when reaching peak strength than that of coarse sand-geotextile；while fine sand-geosynthetics interface shows the opposite results.

Fiber Bragg grating(FBG) sensor has been widely applied to different engineering tests due to its superiority of basic principle and usability. However，it is difficult to adopt FBG sensor on the load tests of PHC pipe pile because the relative research results and practical knowledge in the case of PHC pipe pile are still lack. Based on the analysis of operational principle and hardware features of FBG sensor，embedding methods of FBG sensors for PHC pipe pile through one field test of lateral loading on this kind of pile are carefully investigated. During the embedding process，the specials acquirements within product and piling of PHC pipe pile are adequately considered. The practical results show that the survival ratio of FBG sensors could reach 100% according to the embedding scheme and technique proposed by the author，while the PHC pipe pile is operated by the both ways of hammering and static pressure. Meanwhile，the test data of lateral load of PHC pipe pile by means of FBG sensors reveal their qualities of precision，zero drift and stability are better than those obtained by traditional electric resistance wire strain gauges. The further comparative analysis of different internal force distributions in the body of PHC pipe pile，which are respectively received by the field test and theoretical computation method proposed by Technical code for building pile foundation(JGJ 94——2008)，discloses that the computation method in the code could reflect the practical situation of internal force behaviours of pile under lateral loading. The practical results and comprehensive analysis reported by authors indicate that FBG sensor is a better suitable kind of technique to monitor internal strain behaviors of precast concrete piles under lateral loads.