The system of monitoring the structural health of underwater shield tunnel is of great significance to guide the maintenance and management of underwater shield tunnel during the operational period. The key issues of establishing a structural health monitoring system for the large underwater shield tunnel was discussed，including the system compositions，the key monitoring items，the key points of system design and data management modes. It was applied to the construction of the structural health monitoring system for the Yangtze River tunnel in Nanjing. The response of the underwater shield tunnel structure to the external environment was analyzed based on the monitored data with the structural health monitoring system at Nanjing Yangtze River Tunnel for several months. The real-time comprehensive model in terms of fuzzy evaluation for the operation safety of tunnel based on the online monitoring data was established and verified. The model uses the three-scale method to determine the weight and normal distribution function to determine the membership degree，ultimately to realize the function of real-time evaluation and early warning of structural health status of the Nanjing Yangtze River tunnel.

The elasto-plastic analysis for surrounding rock mass of circular tunnels has always been a concerned problem of rock mechanics. Analytical solutions for determination of the plastic zone in the vicinity of a circular tunnel subject to non-axisymmetric stresses are presented based on the Mohr-Coulomb failure criterion. The conformal transformation method of complex variable function is employed to map the non-circular elastic regions in the physical plane to the outer regions of the unit circle in the image plane，and the problem of determining the elasto-plastic interface is transformed into solving the coefficients of the mapping function. The key point is to expand the complex combined stress expressions of the elastic-plastic interface into the Fourier series. The coefficients of the series are determined by solving the complex linear equations. Then，the nonlinear equations with the coefficients of the mapping function are established. The optimization method of the mixed penalty function is used to determining the elasto-plastic interface. The correctness of the method is verified by examples，and the rule for the impact of the cohesions，the internal friction angles and the lateral pressure coefficients on the shape of plastic zone is analyzed.

The production of rock/rock mass physical models with defects or complex geological structure has been one of the bottlenecks hindering the development of mechanical tests of rock. 3D printing(3DP) technology can create conveniently 3D entities with complex structures，which provides an unprecedented opportunity to break through this bottleneck. In this paper，the model samples with multiple holes and pre-existed cracks are prepared with the powder-gypsum as the printing material. The mechanical tests show that the two models are similar to those of rock materials in characteristics of deformation，failure and strength and in processes of crack extension. The physical models of tunnel with a single fault and the lining with bolts are made by powder gypsum and PLA material. The experimental results of these models show that the existence of faults reduced the stability of tunnels，the support system of bolts and lining improved effectively the bearing capacity of the Chamber and the 3DP tunnel model simulate nicely the failure process of the tunnel. Moreover，a new method that combines 3D optical scanning and 3DP to prepare models with natural joint surface is presented. The proposed method replicated well the morphological features of natural joints，and the shear properties and failure characteristics are stable and consistent. In conclusion，the preliminary mechanical tests above have proved the feasibility of 3DP technique in the experimental study of rock mechanics. In the final part of the article，the broad prospect of 3DP technology in rock engineering was discussed.

Problems of pendulum-type waves associated with the tectonic hierarchy of rock masses are becoming an important research aspect of nonlinear rock mechanics，and presenting potential applications in studies of earthquakes，rockbursts and other seismic events. Thus，a new dynamic test testing system was designed，and a series of experiments were performed by the method of physical modeling，to reveal the characteristics of pendulum-type waves propagating in block rock masses. The frequency，amplitude and wave velocity were measured，then typical properties of pendulum-type waves in block rock masses which are quite different from waves in continuous media are obtained. Experimental results show that：In the process of vibration propagating from one block to another，the waves tends to transfer from high-frequency to low-frequency；Under the action of external pulse，the displacements of the adjacent rock blocks are quite different or even in different motion directions，result in oscillations of rock blocks one another and contacts broken；The vibration and acceleration amplitudes of each block attenuates with distance exponentially；The propagation velocity of pendulum-type wave is far less than P-wave，and it mainly depends on the widths of fissures between the blocks and the vibrational velocity of the blocks.

Brittleness is an important index of rock and evaluating the brittleness accurately is of great significance in rock engineering. At present，the commonly used method to evaluate the brittleness index of rock is based on the variation of the stress strain curve in compression process，and less attention is paid to the pre-stress state. In this paper，the rate of stress drop in the post-peak state and the rate of stress increase from crack initiation to stress peak are comprehensively considered. A new method for calculating the brittleness index more accurately and reasonably based on the whole process of stress and strain of rock mass is established. It is difficult to obtain the post peak curve accurately for strong brittle rock in displacement controlled uniaxial loading tests，which affects the accuracy of the conventional method based on the post peak stress curve. The brittleness index established in this paper is according to the stress-strain curve before stress peak. Under the condition of triaxial compression，the brittle index proposed reflects the inhibitory effect of confining pressure on the brittleness of marble more comprehensively. The brittleness index established in this paper is based on the stress state of the whole compression process and reflects the effect of different factors on rock brittleness. The accuracy and superiority of this index are verified with the experimental results.

The penetrations of long-rod steel projectiles of high-strength at 1.2–2.4 km/s into granite targets using the two-stage light-gas gun of 100/30 mm are carried out to investigate the effect and mechanisms of penetration. The macro-damage of the targets and projectiles，the penetration depth and the mass of the recovered projectiles are obtained. The penetration depth increases firstly，then decreases sharply and finally increases gently as the increasing of striking velocity，which correspond to the rigid body penetration，semi-hydrodynamic penetration，and hydrodynamic penetration respectively. In the stage of semi-hydrodynamic penetration，the mass of the recovered projectiles decreases rapidly，while the projectile diameter changes slightly. A model for calculating the penetration depth taking account of the loss of projectile mass is presented. The calculated results fit the experiment data well. The influence of the loss of projectile mass on penetration is analyzed，and the internal mechanism of the reduction phenomena of penetration depth is revealed.

The plasticity and stress non-linearity of cement sheaths under thermal loadings have significant influence on the integrity logging of deep geothermal well systems. A thermal-mechanical elasto-viscoplastic model based on the thermodynamics is established with the density and the elastic strains coupled with the temperature and the dissipative equations coupled with the elastic strains. The model is able to simulate many important properties of cement stones in isothermal tests and the degradation of strength and stiffness with the rising of temperature in non-isothermal tests. A finite element code with transient heat conduction is developed based on the constitutive model. The code is then applied for the temperature and stress analysis of a CNPC geothermal well in Kenya. Results show that the thermal-induced mechanical stresses，especially at interfaces, are non-monotonic during the monotonic thermal loading. The consideration of energy dissipation is essential for the reasonable estimations of hysteresis and plastic deformations of cement stones.

A new pressure-type anchor cable with precast anchor head was developed to explore enduring and anchoring effect of anchorage system in the high embankment and deep cut slope. The structural characteristics, anchorage mechanism and the method of stress calculation were analyzed. The enduring and anchoring performance of the traditional type of cable of pressure concentrated and the new type of cable of pressure anchor with precast anchor head were compared through the indoor experiments. The anchoring force of the new type of cable of pressure anchor with precast anchor head is 2 times the one of the traditional type of cable. The load carried by the new type of cable of pressure anchor with precast anchor head at the moment of occurring of plastic deformation is 1.6 times of that by the traditional pressure anchor. The range of compressive strain distribution in the grouting body of the new anchor bolt is about 0.5 times of that of the traditional tensions anchor. The zone with the largest compressive strain the traditional pressure-concentrated anchor cable is in the head and the maximum compressive strain is 1 219.7 ??. However，the maximum compressive strain is in the tail of the new anchor，and the maximum compressive strain is 309.5 ??. In an engineering project，the anchorage force of the new anchor cable was raised by 54.07%.

Uniaxial compression test was performed and CT scan images were obtained for the fractured specimens to study the mechanical property and fracture propagation of anchored rock with a hole under uniaxial compression. The results show that the supporting structure enhances greatly the strength of the specimens. However，different supporting structures have different effects of strength improving and the specimens with different beddings have the different effects of strength improving. Furthermore，it was found that the concrete and steel arch bridge can provide the supporting pressure for holes and prevent the damages such as stripping and spalling of holes effectively，which is necessary for maintaining the integrity of holes. Besides，from the analysis to CT scan images of the fracture surfaces of the destroyed specimens，it was found that the anchor effect of the anchor rod in the rock mass enables the rock mass to form an anchoring zone in a certain area. Thus，the anchoring zone can weaken and prevent the fracture development and change the path of fracture propagation in specimens.

The study of sudden departure mechanism has always been a hot issue and difficulty in the research of high-speed landslide. This paper studies the sudden departure mode of Wangjiayan landslide and the starting acceleration through the experiments of vibration triggered by the shearing rupture of rock mass. The percentage of locked segment area to the total area of the potential sliding surface is defined as the locked segment area ratio. The experiments of vibration triggered by shearing rupture with different locked segment area ratios were carried out to analyze the relations between the vibration acceleration and the area ratio of locked segment. The results of experiments show that the vibration acceleration triggered by shearing rupture increases with the increase of the area ratio of the locked segment. Instead of sliding along the potential sliding surface, Wangjiayan landslide was considered to be ejected from the slope and traveled under gravity. At last，the starting acceleration and direction of Wangjiayan landslide are proposed.

The anisotropic characteristics of rock mass affect crucially the engineering stability and safety. The uniaxial and triaxial compression tests on 7 kinds of bedding angles(0°，15°，30°，45°，60°，75°，90°) were designed according to the common bedding sandstone in engineering. The results show that the stress-strain curves under different kinds of bedding angles have basically the same shape with a compaction stage，an elastic stage，a yielding stage and a failure stage. The compression stage of the stress-strain curve becomes shorter with the increasing of the bedding angle. Significant anisotropy of the bedding sandstone is observed under the uniaxial and triaxial compression tests. The elastic modulus increases gradually but some mechanical parameters，such as the deformation modulus，compressive strength，cohesion and friction angle，decrease firstly and then increase to exhibit a U-shaped curve as the bedding angle varies from 0° to 90°，and reach the maximum value at 0° or 90°，the minimum value at about 60°. With the increasing of confining pressure，both the difference of mechanical parameters between different bedding angles and the anisotropic characteristics of bedding rock sample decrease gradually. The limitation of confining pressure to the crack and slip of weak bedding face gradually increased，but the effect of weak bedding face to the failure modes of rock sample weakened gradually. The failure modes of bedding sandstone are closely related to the bedding angles and confining pressures，which can be summed up in three types：tensile splitting，shearing slip damage along the weak bedding face，compound shear failure across and along the weak bedding face.

During the study on the sealing capacity of cap rocks of argillaceous shale，it was found that focusing only on the current sealing properties of the cap rocks was insufficient，the characteristics of tectonic evolution of the cap rocks in geological history should also be included. In the study of the evolution of the sealing capacity of the cap rock，the OCR(over consolidation ratio) method can be used for the quantitative reconstruction in the reformation stage. To determine the OCR value，the key is to obtain the apparent pre-consolidation stress. The argillaceous shale is a type of sedimentary rocks with obvious bedding structure which may affect the sealing performance. In this paper，the argillaceous shale of Longmaxi formation was studied by using the steel drum of thick wall to constrain the lateral deformation of the specimen in order to simulate the uniaxial strain compression. The bedding effect on the apparent pre-consolidation stress and lateral pressure coefficient of the argillaceous shale were analyzed. The influences of the bedding on the critical confining pressure of brittle to fragile of the argillaceous shale were investigated. The curve of the uniaxial strain test has approximately three sections. The shear stress increases at first and then decreases with the increase of the lateral pressure. The apparent pre-consolidation stress decreases and then increases with the increase of the bedding angle. The early and middle lateral pressure coefficient show a significant bedding effect，but the bedding has little influence on the later lateral pressure coefficient. No matter what the bedding angles of the argillaceous shale are，the early and middle lateral pressure coefficients are less than 1，and the later lateral pressure coefficient is greater than 1. The critical confining pressure of the brittle-ductile transition of the argillaceous shale is related to the apparent pre-consolidation stress，and is also affected by the bedding. This study provides an important basis for evaluating the sealing performance of cap rocks with different bedding angles，and a reference for the establishment of dynamic-static assessment model of cap rock.

The geo-mechanical modelling experiment combining the reduction method with the overloading method by oblique lifting frame is proposed in order to investigate the stability of high bedding slope of rock. The expression of the comprehensive safety factor in the proposed method is deduced. This method is applied to the high bedding slope of rock on the left bank of Baihetan hydropower station and is compared with the result calculated from the numerical simulation with FLAC3D. The deformation characteristics，the failure mode and the safety factor of the slope calculated with two methods agree well. Therefore，the safety factor expression deduced in this paper is reasonable and the method proposed is feasible. The comprehensive safety factor Ksc = 1.526–1.575 from the test and the safety factor Kss = 1.45–1.52 from numerical calculation. The controlling factors of the slope are the bedding plane C3-1 and dipping weak structural surfaces above C3-1. The reinforcement measures taken on LS337 are effective.

A database of blast fragmentation with collections from multiple mines in the world is used. 27 samples in the database were used for the training and 10 samples were used for the classification. The original data were processed through the principal component analysis in order to obtain the independent variables. Then the discriminant analysis was performed to establish the standard of blast fragmentation classification by using the new variables as the indicators. The multiple regression analysis was used to derive the prediction model for corresponding block of different classes. The results show that the proposed model avoided the interaction between the blasting factors and is better than the Kuz-Rom model. The validity of the proposed model was verified.

A large-scale model of shaking table test on the rocky slope with discontinuous rock joints is carried out to investigate the stability of rocky slope with complex geological structures. The dynamic response and failure mechanism of the rocky slope with discontinuous joints under the combined effects of reservoir water and seismic force were studied. The experiment simulates the rise and fall of the reservoir water by injecting water into and pumping water out the model box. The wave reflection created by the box wall is reduced by the wave absorbing device. The result shows that with the input of seismic wave，the cracks in slope under the reservoir water level expenses quickly. Under the same seismic wave input，the acceleration amplification effect of the slope for the high water level case is less obvious compared to the low water level case due to the presence of the water pressure. The infiltration of reservoir water aggravates the development of the slope cracks. The sudden drop of reservoir water level brings a greater amplification effect to the acceleration of slope surface，which is not positive to the stability of slope. The earthquake induces the cracks along the joints on the upper layer of the slope. The increase of the seismic force and the infiltration of reservoir water aggravate the development of the cracks and finally result in the appearance of the penetrating cracks. The interaction of the seismic force，infiltration of reservoir water and its sudden drop together lead to the overturn and sliding failure of the slope along its upper discontinuity.

The non-landslide grid cells are selected randomly and/or subjectively when the machine learning models，such as the support vector machine (SVM)， are used to calculate the susceptibility indexes of regional landslides. However，it is difficult to determine whether the randomly selected non-landslide grid cells are reasonable“non-landslide”with very low susceptibility. To overcome this drawback，a model based on the combined clustering analysis and SVM is proposed. Firstly，the neural network with self-organizing mapping (SOM) is proposed to automatically classify the landslide susceptibility of all the grid cells into five classes：very low，low，moderate，high and very high susceptibility. Then，the reasonable non-landslide grid cells are selected from the area of very low susceptibility. Finally，the SVM is used to calculate the indexes of landslide susceptibility based on the recorded landslide grid cells，the selected non-landslide grid cells and the environmental factors. The proposed SOM-SVM model is used to calculate the susceptibility indexes of landslide in Wanzhou district of Three Gorges Reservoir area. The calculated results with the SOM-SVM model are compared with the results from the single SVM model which selects the non-landslide grid cells randomly. The results show that the SOM-SVM model has higher success and prediction rates than the single SVM. It is thus concluded that the non-landslide grid cells selected by the SOM neural network are more reasonable than the non-landslide grid cells selected randomly.

High hydraulic pressure is one of the key factors that affect the stability of surrounding rock and safety of lining structures during the excavation process. In the paper，the analytical solution for the external hydraulic pressure acting on the tunnel lining under the different permeability of surrounding rock and lining were derived based on the classical percolation theory of fractured media. The numerical method was used to simulate the properties of high external hydraulic pressure acting on the lining of deep-buried tunnel. The variation of seepage field caused by the changing of rock mass and lining coefficients，and the relationships among the external hydraulic pressure and rock mass，lining and drainage measures were discussed. Results indicated that the ratio of permeability coefficients of rock and lining is a significant factor. The correct grouting and drainage designs affect greatly the reduction coefficient of external hydraulic pressure on linings.

The reduction coefficient  of dynamic shear stress is the key in the methods of liquefaction evaluation. The reliable and easy method of calculating   is very important for liquefaction evaluation and seismic response analysis. The influencing factors of   were therefore studied based on the results of site response analysis to 508 records of seismic motion at 32 actual sites. The variation pattern of   and the trends of shape parameter are uncovered. The necessary factors are selected and thus a new 3-parameter formula and a single-parameter formula of   are proposed. The proposed formulas are compared with the existing formula. The results show that the depth is the most significant factor affecting  ，the seismic magnitude and the shear wave velocity are the second significant factors which cannot be neglected，and PGA is the least significant factor. The   curve follows the Logistic model，and is controlled by three shape parameters：asymptotic line，reference depth of influence and shape index. The proposed 3-parameter formula depends on d， and  ，and the single-parameter formula depends on d. Both formula are applicable in the depth range of 0–50 m，and change continuously with depth，which overcome the disadvantages of existing formula in terms of splicing lines. The single-parameter formula is more accurate in comparing with the   curve recommended by Seed and by NCEER. Comparing with the   formula proposed by Cetin，the 3-parameter formula has the similar accuracy in the range of shallow depths，and has the higher accuracy in the range of deep depths. The new 3-parameter formula has a simpler form than Cetin curve and is more applicable for engineering applications.

Grain composition affects the permeability of foundation soils significantly and has considerable impact on the magnitude and distribution of uplift pressure. In order to study the permeability of the foundation soils and the uplift pressure of a check dam，the vertical and horizontal seepage devices were designed and six groups tests were performed on soils of different grain compositions. The relationships between the uplift pressure and the permeability coefficient/fine content of the foundation soils were established. The results show that the foundation soils are most stable when the content of fine particles(＜5 mm) is in the range of  . The uplift pressure decreases linearly along the axis of dam base. Besides，the reduction coefficient   of uplift pressure has a logarithmic relationship with the permeability coefficient k and has a negative linear correlation with the content of fine particle before the seepage failure. The uplift pressure varies dramatically when the seepage failure occurs.

Based on the Mindlin displacement solution and the stochastic medium theory，the vertical displacement of soil caused by the construction of the quasi-rectangular shield was derived considering the bulkhead additional thrust，the friction between the shield and the soil，the additional grouting pressure and the soil loss. A convergence mode coefficient ? at tunneling face and a revised formula of longitudinal loss rate were presented. The predicted vertical displacements agree with the measured values and reflect the process of uplift and gradual settlement of longitudinal settlement curve in the vicinity and at rear of the excavation front. The ground settlement increases with the depth. The soil settlement on two sides of the tunnel axis is larger than that above the axis and the settlement curve is W-shaped. The method proposed in this paper can also be used to analyze the cases that pressure of soil chamber is unequal. In such cases，the settlement curve in front of the excavation surface is no longer symmetrical. The bulkhead additive thrust decreases and the surface settlement increases in front of the excavation face.

Centrifuge test modeling a typical project of coastal railway line was conducted in order to study the deformation characteristics of pile-geogrid composite foundation in soft soil underneath the slope. The vertical and horizontal movements and the differential settlement of the embankment surface keep increasing during the operation period. The majority amount of the vertical and horizontal movements of the embankment surface was developed during the construction period，while the majority amount of the differential settlement was developed during the operation period. The lateral movement of the soft ground surface is constrained by the geogrid- reinforcement. The horizontal and vertical deformation in soft ground at the side of slope base is larger than the other side，thus an asymmetric settlement basin appears. The vertical and horizontal movements at the head of platform piles are less than that of slop piles and floating piles. The platform piles are under bending and tension or bending and shear deformation，the piles in slope experience the inclination deformation，and the floating piles experience the inclination deformation and lateral movement. The piles pierce upwards into the geogrid reinforcement and downwards into the underlying stratum，and the muddy clay between the slope piles flows around the piles laterally like fluid.

 In order to explore the suitable materials of filling the fissures of earthen sites，The calcined ginger nuts and the soil from the earthen site were selected as the main materials of grout. Three different types of proportions and water-cement ratios were determined based on the mechanical experiments of earthen sites and the fluidity tests on slurry. Considering about the actual working conditions，the grout concretion was buried outside and then its physical and mechanical properties during the different curing age were measured，and simultaneously，its microstructure was observed. The basic physical properties of concretion were influenced significantly by the moisture content of grout in the first three days，then changed linearly from the third to the eighth days before transition phase from the eighth to the eighteenth days，and finally remained stable after eighteen days. The shrinkage rate，wave velocity，porosity，flexural strength and compressive strength of concretion increased with the growth of the content of calcined ginger nuts，while the density and the permeability coefficient showed an opposite trend. During the hardening process，the hydration reaction contributed to the improvement of the strength quickly at the early period. At the later period，the carbonation reaction lasted for a long time with its physical properties remained stable. The results of SEM pictures revealed the existence of calcium deposition between the soil particles as the binders and the EDS analysis showed that the content of calcium element and carbon element grew with the increase of the content of calcined ginger nuts. The results in this research prove preliminarily that soil from the earthen sites modified with the calcined ginger nuts is suitable for grouting the fissures in earthen sites.

At present，all kinds of large-scale construction projects in China put forward strict requirements on the design of pile foundations，and the lateral bearing analysis of piles is a prominent problem. A new differential equation for the pile deflection containing the side frictions was established based the conventional method of analysis to the laterally loaded piles. The fm - method of calculating the lateral bearing capacity of piles under small deformation was proposed with the consideration of friction effect. In order to validate the proposed method，the corresponding Matlab program and some examples of laterally loaded piles were used. The effectiveness of the method was reviewed. Additionally，the comparison of the calculated results from the original m-method and the proposed fm -method was made. The influence of the scale effect on the lateral bearing characteristics of pile foundations was obtained.

The dynamic response of pile foundation in liquefied soil under earthquake has always been a hot issue in the geotechnical engineering. This paper presents the results of the electromagnetic shaking table test on the symmetric double vertical piles and the symmetric double inclined piles in non-liquefied soil and saturated sand. The sinusoidal waves of different earthquake intensities and the El-Centro seismic wave were applied in the tests. The comparsion between the results for two types of piles was made. Under either the sinusoidal wave or the El-Centro seismic wave，when the peakacceleration increases，the acceleration at pile cap and the amplified displacement of inclined piles are lower than those of vertical piles under the same working conditions. The inclined piles resist thehorizontal earthquakebetter than vertical pile especially whensandis liquified. The inclined piles and vertical piles have the smaller bending moments in the non-liquefied sand. But when the saturatedsand is liquefied，the maximum bending moment of the inclinedpiles is located on the pile cap and at the place of 0.16 m away from the pile tipand is about three times as much as that of the vertical pile，which is mostlylocated at the connection of the pile and the pile cap. The enclosedarea of hysteretic p-y curves of inclined piles is larger，which is better for thedissipation of energy. Theoverall slope ofhysteretic p-y curves of inclinedpiles is lower in non-liquefied sandbut higher in saturated sandthan ones of vertical piles. Therefore，the overall performance of inclinedpiles is better than vertical piles，but the local flexural rigidity of inclinedpiles should be increased to resist the larger bending moment.

The potential collapse deformation of loess surrounding tunnel may cause adverse effects on the safety and stability of structure of tunnel. The problem was thus studied in depth with a field immersion test conducted on a construction site of a loess tunnel. The infiltration and collapse deformation of the loess ground and the variation of the mechanical behavior of tunnel structure were the focus of research. The test results showed that the depth of water infiltration in this site was much deeper than that in the natural loess site and the settlement of deep loess was more significant after soaking due to the tunnel excavation. When the water infiltrated into the depth close to the tunnel，the pressure of surrounding soil and the compressive stress at base increased significantly and the stress concentration in the arch springing formed which resulted in the subsidence of tunnel structure. While the settlement in the middle of inverted arch was restrained by the elastic resistance of foundation，and a longitudinal crack formed in the inverted arch because of the differential settlement between the arch springing and the middle of inverted arch. Therefore，for the loess tunnel buried shallow，long-term immersion should be prevented and the bearing capacity of arch springing foundation must be fully considered in the process of design and construction.