Aiming at the contradiction between the drainage control and the structure water load of subsea tunnels，a new design concept of active control waterproof and drainage was proposed，namely adopting active adjustment measures of the strength and the impermeability of the reinforcing area and the primary support structure to realize the dual control of the drainage quantity and the secondary lining force. The anti-seepage classification of the surrounding rock conditions was carried out to provide a basis for the determinations of the drainage control standard and the support scheme of the surrounding rock. An overall seepage mechanical model including the reinforcement area and the primary support was set up，which can be used to accurately predict seepage quantity at different levels，and then to analyze the impermeability of each water plugging structure and the combined effect of water plugging system. A calculation model of the water load composed of composite surrounding rock and composite supporting structure was established，through which the water load and the main influence factors of the reinforcement area and the primary support structure were analyzed and the structure safety assessment method was given. On this basis，taking the structure seepage quantity and the water load as the control objectives，a multi-objective collaborative optimal design method for the waterproof and drainage system of subsea tunnels was established. It was clearly proposed that the reinforcement area and the primary support are the subject of water plugging and the main undertaker of the water load，while that the secondary lining plays a role of safety reserve. The collaborative design of the water plugging system was successfully performed in F1 weathered trough of Xiamen Xiang?an subsea tunnel. The project has well run for eight years and the expected effect was achieved.

To make clear the wave components in the blast vibration and their influences is of great significance to the control of the blast vibration. Aided by the approach of the polarization analysis in seismology，the components and evolution laws of seismic waves induced by the vertical-hole blasting were investigated based on single-hole blasting experiments. The concept of the partition of the wave influence area was put forward，and the dominant wave type at different areas was investigated. Results indicate that the proportion of different wave components is not a constant，that the dominant wave type changes with the evolution of wave components and that the dominant vibration direction closely correlates to the wave components. For the vertical-hole blasting，the P-wave is a significant component both in the near and far fields and mainly contributes to the horizontal vibration. The S-wave only dominates the vibration within r = 2.3h(r is the distance to the blast-hole axis and h is the buried depth of the explosive)，and its effect in the far field can be negligible. The R-wave grows gradually with increasing r and develops to be identifiable at r = 5h. While r exceeds (43–45)h，the R-wave dominates the vertical vibration. The evolution of seismic waves induced by blasting has its own characteristics and the common sense in the earthquake is not always applicable to the blast vibration.

Aiming at the problem of source locating in rock engineering，the two-dimensional acoustic emission source locating algorithm without knowing the velocity profile by T. Kundu was modified. The shape of sensor cluster was extended from isosceles right triangle to arbitrary triangle for the generalization of the sensor layout. The modified locating algorithm was verified by a series of tests on a granite plate with three typical sensor layouts (isosceles right triangle，common right triangle and equilateral triangle). The results indicate that time delay of similar waveform between the adjacent sensors can be obtained accurately by means of cross-correlation technique. The located sources are close to the actual source. For each synthetic source，the mean square deviation of six repeated tests is very small. The better points ratios of 3 typical sensor layouts are 82.6%，84.0% and 71.0% respectively，which verified the applicability and accuracy of the source locating algorithm in the discontinuous materials like rock.

In order to eliminate the measurement error of CSIRO method due to nonlinear characteristics of deep rock mass，a nonlinear hyperbolic model with physical mearning parameters，describing the relationship between the mean stress with the bulk modulus and the shear modulus，is put forward through triaxial compression test. A set of high-pressure biaxial loading test device is developed to simulate core high stress relief，and high-level biaxial loading and unloading test is performed. The nonlinear hyperbolic model is applied to CSIRO characteristic equations of the nonlinear relationship between the mean stress and the strain. Compared with the traditional linear method，the proposed nonlinear method has a higher precision. A parameter，k1，which is not sensitive to the volume modulus and the shear modulus and can be determined by piecewise linear fitting，is introduced to eliminate the calculation error caused by epoxy resin glue.

In order to realize quantitative analysis of top-coal cavability and to improve top-coal recovery rate，evolution of ultrasonic wave velocity in uniaxially compressed coal is investigated and an ultrasonic model is established and applied to longwall top-coal cavability assessment by using lab test，theoretical analysis，numerical simulation and field measurement. Ultrasonic propagation speed in the coal remains unchanged during the elastic stage，decreases monotonically with fracture expanding in the subsequent yield stage，and tends to be stable again in the residual stage. Based on evolving features of the velocity during progressive failure process of the coal，distribution of the ultrasonic wave velocity ahead of the longwall face is divided into three classifications including single phase(I)，double phases(I–II) and three phases (I–III). For the single phase distribution，top coal is intact and the top-coal caving method is inapplicable. For the double phase distribution，top-coal cavability is bad and the recovery rate is low(50%–70%). Top-coal cavability is good and the recovery rate is higher than 70% for the three phase distribution. Cumulative plastic strain is used to characterize the development of fractures in the coal，and an ultasonic model is proposed for predicting the wave velocity. The ultrasonic model is coupled with the constitutive model to achieve accurate simulation of progressive failure process and ultrasonic wave velocity evolution in compressed coal. The developed model is validated by comparisons against experimental data and applied to assess longwall top-coal cavability in Xinliu coal mine. Numerical results indicate that the ultrasonic wave velocity distribution belongs to I–III type，which is verified by the in situ measured top-coal recovery rate of 83.3%. Accuracy of the prediction is also verified by field measurements of the vertical stress and the ultrasonic wave velocity. Thus，the model can be used to predict top-coal cavability in different mining conditions.

Shotcrete structures of geothermal tunnels are molded by hydration action under variable high temperatures and play a supporting role. Based on environment parameters in the tunnel and temperatures of the initial support，shear tests of concrete-rock interfaces were carried out. According to the experimental results，the temperature change period of the initial support concrete was ascertained. The shear failure mode, the interface peak shear strength and the displacement were analyzed under different temperatures，and a concrete interface shear constitutive model of concrete-rock interfaces considering temperature damage effect was proposed. The results show that the temperature of the initial shotcrete declines to the environment temperature in the tunnel within 5–7 days. With the increase of the initial curing temperature，the shear curve shows elasticity before the peak，and compaction hardening and elastic softening after the peak. The peak shear stress is a negative growth function of the curing temperature，but the peak shear displacement has a positive relationship with the curing temperature. The normal stress has a weakening effect on the temperature damage characteristics. Based on the indoor shear test results，a rock-concrete interface shear constitutive model considering temperature damage and normal stress correction was established. Comparisons between the theory curves and the experimental curves were performed and a good agreement was observed. The constitutive model can be applied to the analysis of the shear-mechanical properties of the concrete-rock interfaces with different degrees of high-temperature damage and can provide some support for the design and analysis of tunnels and underground engineering affected by high temperatures.

The Jurassic red-bed mudstone，widely distributed in Sichuan basin and the peripheral mountains and named as Sichuan Central Red-bed，is a typical kind of soft rock with low strength，easily weathering and disintegrating，notable rheology and slightly swelling，and taken as one of the most important factors resulted in the upheaval deformation of some high speed railway subgrade sections. In order to reveal the time-dependent swelling characteristics of red-bed mudstone under soaking condition，the expansion tests were carried out on typical Central Sichuan red-bed mudstone samples，and the hydrophil expansion deformation of red-bed mudstone with time and the influence factors were analysed. The results show that as indicated by the conventional swelling index，the selected red-bed mudstone is non-swelling or weakly swelling, and that the water-absorption expansion rate is low but time-dependent significantly. A swelling creep model of red-bed mudstone was proposed based on the Kelvin system，in which the creep parameters，K and ?，can effectively quantify the ultimate swelling strain and viscous properties during creeping，respectively. The structure of undisturbed rock samples is an important factor influencing the water-absorption. The grain size of the maximum content group，dmax，the weight ratio of fine and micro particles，?1.0，and the effective particle size，d10，obtained through the sieve tests，can quantitatively evaluate the water-absorption and swelling characteristics of red-bed mudstone. The smaller dmax and d10，the larger ?1.0 is and as a result，the water-absorption and swelling are stronger. The research work can provide a reference for revealing the long-term upheaval mechanism and demonstrating the treatment scheme of high speed railway subgrade Sichuan Central red-bed mudstone，and also laid a basis for the further quantitative research of red-bed mudstone on the physical，hydraulic and mechanical properties and their relationships.

Thick hard strata and coal pillars are the main factors for the mining-induced dynamic disasters in shallow-buried re-mined panels. In order to reveal the relation between the thick hard strata movement and the evolution of the coal pillar stress and its instability regularities，the shallow-buried re-mined panels in Gaozhuang mine in Shandong Province，China，is investigated as the engineering background. A“thick hard strata-coal pillar”structure model of the stope is proposed，and the gravity form，range size and deformation features of different strata of the structure model are analyzed. An expression of the concentrated force of the solid support and the periodic breaking step of thick hard strata is derived，and the mechanical instability criterion of“Thick Hard Strata-Coal Pillar”，the variation features of the coal pillar stress，and disaster prevention and control methods are discussed considering the relationship between the“dynamic-static”loading stress of coal pillar and its comprehensive supporting strength. The research results indicate that the hydraulic re-mining panel can form a continuous“┤”type space structure under the condition of thick strata，which includes a horizontal“deliver body”and a vertical“support body”，and that the periodic motion of the“deliver body”is the main reason for the stress concentration and transfer of the coal pillar. It is also shown that the static support stress p of the coal pillar is mainly formed by the“support body”gravity(G and FL) and the“deliver body”transferring gravity F2，and the break motion of the thick strata of the“deliver body”is the main cause of the dynamic stress pd，which interprets the instability types of I，II–1，II–2 and II–3 of“Thick Hard Strata-Coal Pillar”structure model. The research results were successfully applied to the No.3upper301 panel and safe recovery of the panel was carried out by using prevention and control measures. The rationality of the prediction model was further proven by the microseismic and stress monitoring results.

A new monitoring method of slope deformation using 3D electronic compass as a supplement to slope surface monitoring was proposed. The three-dimensional electronic compass consists of a three-axis accelerometer and a three-axis magnetometer，and the measurement data are calculated to obtain the attitude angle which represents the attitude of the device in a three-dimensional space. Slope deformation of Xiluodu reservoir bank was monitored about one year using the three-dimensional electronic compass and the measurement data were analyzed. It is revealed that the rotation angles in both the horizontal direction and the vertical direction reach 1°during a hydrological year，and that，by analyzing the variation of reservoir water level，the rotation has a strong relevance to the reservoir water table. Combing the method with the Global Navigation System(GNSS) method，it is also found that the horizontal deformation of the monitoring position points to the opposite bank and rotates downstream，and that the vertical settlement rotates to the slope foot direction in the past year. This method provides a new idea for analyzing slope deformation and failure mode.

Under high in-situ stresses and strong excavation disturbance，anomalously low friction effect is prone to occur in deep coal and rock mass，and then results in the anomalously low friction rock burst. A theoretical model was established for anomalously low friction effect of block rock with overburden pressures，and formulas for calculating the normal force between blocks and the horizontal displacement of working blocks were derived based on force analysis of blocks. Theoretical analysis of dynamic responses resulted from vertical and horizontal disturbances was conducted. The distribution of the minimum normal force between blocks，and the influence of the horizontal impact loading frequency and the delay time on the horizontal displacement of the working blocks were investigated. The results show that the position，where the anomalously low friction effect is prone to occur，locates at the three interfaces closest to the vertical impact source. The reduction of the normal force will lead to the reduction of the friction between blocks，and the anomalously low friction type of rock burst is easily caused by horizontal disturbances. When the horizontal impact amplitude is determined，the horizontal motion of the working block exists a specific delay time and a range of horizontal impact frequency. The horizontal displacement exhibits a periodic variation with the delay time and the horizontal impact amplitude. The starting time of the horizontal motion of the working block lags the horizontal impact time. The working block will experience variable acceleration and deceleration motions，and finally be in a stationary state. The variation of the normal force between blocks is the prerequisite for the anomalously low friction effect，and the horizontal disturbance is the main factor causing the horizontal displacement of the working blocks.

Retaining walls are often seriously damaged by the dry granular flow resulted from a landslide or a collapse. Laboratory modeling tests were carried out, and an impact force model of the protective structure against the impact of granular flows，for calculating the normal impact force，the tangential impact force and the action point of the normal force，was established based on the granular flow impact process of 64 groups of experiments. The maximum impact force and the residual force obtained from tests were compared with Ashwood model，model and the proposed model. The results show that the impact forces calculated by the developed model and the Adel model are consistent with the experimental results，while the normal impact force calculated by Ashwood model is smaller than the experimental result. Assuming that the base reaction force acts at 2/3 of the deposition length of the dead zone，the action point of the normal force calculated by the new model is closest to the experimental result. Both the maximum normal force and the tangential force increase with increasing the base friction angle，while only the tangential force is obviously influenced by the friction angle of the retaining wall. The research results provide a reference for the disaster mitigation design of landslides or collapse granular flows.

The three-dimensional morphological parameters proposed by G. Grasselli are the key parameters describing the roughness of rock joints. The peak dilatancy angle was divided into the initial dilatancy angle and the relationship function ，and the Grasselli?s distribution function of the apparent dip angle was revised and compared to the cumulative grain size distribution of a soil in geotechnical engineering. By analyzing the Grasselli?s distribution function of the apparent dip angle，the effect of the parameter C on the shear strength of a rock joint was revealed，and a new model of the initial dilatancy angle of rock joints was developed. Comparisons among the new initial dilatancy angle model，Xia?s model and Yang?s model were conducted. The results shows that the initial dilatancy angle calculated by the new model is between those obtained by the other two models in most cases(82 groups in total) and the new model has a good agreement with the other two models. A new peak shear strength model was established based on the new initial dilatancy angle model. Comparisons between Grasselli?s model，Yang?s model，Xia?s model，Tatone?s model，Tian?s model and the developed model with the data of 30 groups rock joints published by G. Grasselli were performed，and the corresponding errors the peak shear strength are respectively 15.8%，11.7%，14.5%，10.0%，9.8% and 9.2%，among which the error calculated by the new model is the smallest. The new model is reasonable for estimating the peak shear strength of rock joints and provides a reference for rock engineering.

Rolling Dynamic Compaction (RDC)，which is a ground improvement technique involving non-circular modules drawn behind a tractor，has provided the construction industry with an improved ground compaction capability，especially with respect to a greater influence depth and a higher speed of compaction，resulting in increased productivity. However，to date，there is no reliable method to predict the effectiveness of RDC in a range of ground conditions. This paper presents a new and unique predictive tool developed by means of artificial neural networks (ANNs) that permits a priori prediction of density improvement resulting from a range of ground improvement projects that employed 4-sided RDC modules；commercially known as“impact rollers”. The strong coefficient of correlation (i.e. R＞0.86) and the parametric behavior achieved in this study indicate that the model is successful in providing reliable predictions of the effectiveness of RDC in various ground conditions.

To reveal the influence of temperature on the mechanical properties of energy piles，a traditional hyperbolic model for pile-soil interface load transfer was revised by considering the influence of the normal temperature stress increment on the initial shear stiffness at the interface of pile and soil. The temperature field distributions in the pile body and surrounding soil were assumed，and the normal temperature stress of the pile-soil interface was calculated，then the load-transfer model of pile-soil interfaces considering the influence of temperature was established. The bearing capacity of energy piles in the typical soft clay in Ningbo area was studied by modelling test. The experimental results were compared with the calculated results. It is shown that the temperature helps to improve the bearing capacity of the energy pile，and that the calculated results of Q-s curve are consistent with the measured values，which verifies the rationality of the load transfer model of the energy pile considering the influence of temperature. The operation of energy piles leads to temperature increasing in pile and soil，and the normal stress between pile and soil increase too，which cause the shaft resistance of the upper part of the energy pile(above 0.7 m) to increase with temperature (30 ℃→45 ℃→60 ℃) under the same conditions of calculation，but in the lower part，the opposite occurs.

In order to explore the leaching deformation characteristics of compacted loess(Q2)，macroscopic leaching tests with 12 kinds of stress combinations and SEM tests with different immersion times were carried out. The results indicate that the changes of leaching strain and strength parameters have timeliness characteristics. The leaching axis，bulk strain and strain rate vary with the immersion time in a natural exponential function. The cohesive force decreases with increasing the duration of immersion but the internal friction angle changes little. For test control variable，the confining pressure has a hindering effect on the leaching deformation，and the slaking stress promotes the process of the leaching strain and determines the magnitude of the leaching strain. The quantitative analysis of microscopic parameters shows that，with increasing the immersion time，the pore size，the probability entropy and the fractal dimension of micro pores decrease while the probability entropy and fractal dimension of the cluster increase，and that the microscopic void ratio，the cluster size and curvature coefficient of the cluster decrease as the immersion time increases but the connection coefficient increase. The decreases of the pore size and the particle size indicate that the leaching deformation is a compaction process under the combined action of the immersion and the pressure. The change rate of the cluster size decrease with decreasing the slaking stress，which indicates that the degree of microstructure failure and recombination is proportional to the slaking stress. Three main microscopic parameters affecting the leaching volumetric strain such as the pore size，the fractal dimension of pores and the microscopic curvature coefficient，and two parameters influencing the cohesion including the pore probability entropy and the cluster fractal dimension were determined by KPCA method.

In order to study the effect of the strengthening area and the slope rate on bearing and deforming behaviors of CFG pile composite foundations，centrifuge test with a similarity ratio of 1∶80 and numerical simulation were conducted. The results show that the vertical displacement has a significant increase during embankment fill period and a slow growth during the placement and operation periods. With decreasing the strengthening area，the increasing trend of the vertical displacement with a slope ratio of 1∶1.5 is greater than that of 1∶1.75，which indicates that a steeper slope results in more sensitivity of the strengthening area. The horizontal displacements at the toe of the slope and 5 meters away from the toe of the slope are greater than those at other places. When the strengthening area decrease，a anti-bend point of the horizontal displacement at the toe of the slope occurs at the soil interface，and the anti-bend rate increases with decreasing the strengthening area. Under     the same load，the stress on the pile top in a half strengthening composite foundation is greater than that in a whole strengthening composite foundation，but the earth stress between piles shows a opposite pattern. The pile-soil stress ratio shows a increase trend with the decrease of the strengthening area with a same slope rate.

A defect pile-layered soil coupled model considering the three-dimensional symmetric vibration of surrounding soil was proposed. An analytical solution of dynamic responses of surrounding soil subjected to the vertical vibration of piles in frequency domain was deduced and，further，a semi-analytical expression in time domain was obtained by applying inverse Fourier transform. A simplified model was then proposed，and the validity of the presented solution was proved by compared with the result solved by FEA software. Parameters in three cases of defect pile-homogeneous soil，intact pile-layered soil and defect pile-layered soil were discussed to research their influence on dynamic responses of surrounding soil，and the response law of pile-surrounding soil was concluded. Furthermore，some parameters of the parallel seismic method were also studied as well to further clarify considerations. The results can guide the application of the parallel seismic method on site.