According to the first and tenth discontinuity lines from Barton?s ten standard lines，shear creep test under different normal stress levels on biaxial rheological testing machine was conducted using cement mortar pouring artificial joint surface. Based on the creep test results，the transition creep law，isochronous curve and the first inflection point method were adopted to determine the long-term strength of the first and tenth discontinuity lines. Then，the differences of the long-term strength determined by these methods were analyzed and compared；and the deficiencies and reasonableness of these three methods were analyzed theoretically and experimentally. This study is an improvement of the theory and application for long-term strength analysis of rock mass.

For optimizing the large-scale network configuration of combinatorial optimization problem，a model，including the blocks of input data preparation，genetic algorithm and location capability assessment of network，is constructed to solve the establishment of optimal objective function of microseismic network layout. First，initial parameters are provided to genetic algorithm by the data preparation block based on the comprehensive index method and the general principle of choosing candidate points；and then the locating ability of the obtained solution is evaluated by the assessment block. In the block of genetic algorithm，natural number coding method is utilized to express the individual of microseismic network layout，in which winning candidates are in front of the losing to keep more information. Combining with the created penalty function，which is used to guarantee the capability of monitoring and recording weak tremor，the individual fitness function is built to evaluate the performance of network. In order to prevent the premature convergence of algorithm，crossover and mutation operators are mixed and operated in the range of containing winning candidates to increase computing efficiency. The application results from on-site and experiment show that，the genetic algorithm can quickly find the best solution and its computing time does not increase significantly with the expansion of combination. The network configuration solved by the genetic algorithm is better than the layout used currently，which is demonstrated by the numerical emulation technique，and significantly decrease the hypocenter location errors in the key monitoring areas；and the maximal reduction of location errors reach to 230 m.

To study compaction characteristics of crushed stones，the compaction tests on sandstone，mudstone and sandy mudstone from coal seam roof of Yima Xin?an mine were conducted by using RMT–150B servo machine. Stress-strain relation of crushed stones is obtained and the effects of rock strength，particle size and compaction stress on compression characteristics are analyzed. The results show that three stages are included by the following order during compaction process：rapid compression deformation stage，slow compaction deformation stage and stable compaction stage. The bulking factor increased with the increase of particle size by the logarithmic relationship. The difference of residual bulking factor after crushed stones experienced close and filling of interstice decreased，which has less to do with rock strength and particle size. The decrease amplitude of bulking factor augmented with the increase of lumpiness. The compactness of crushed stones is a function of compaction stress and the bigger the lumpiness was，the more obvious the change of compactness was. The higher the rock strength is，the greater the energy consumption is；and the average energy consumption ratio of sandstone，sandy mudstone and mudstone is 3.5∶2.2∶1.0. If the particle size of same stone is larger than 5 mm，the energy consumption is not relevant to the particle size.

Based on anti-explosion model test，the failure forms and failure mechanism of the anchor bolts are studied. According to the results of the model tests，anchor bolts under top explosion have four kinds of failure forms，which include compression bending failure，shearing failure，compression bending and tensile failure with shedding of screw cap，and turnover of backing plate. Because the pressure stress is disturbed unevenly under top explosion，which leads to product a few shearing cracks in two sides of arch foot，the four kinds of failure forms are produced. In accordance with failure forms of anchor bolts，technologies with enhancing the explosion resisting capacity of anchor bolts are proposed from the aspects of body of anchor bolts，screw cap and backing plate.

With the combined action of uniform stress and increment pressure of the mantle rock，and under the action of loading formation with smooth connection，taking unit width rock stratum structure at middle part of the working surface as study object，simultaneous differential equations of statically indeterminate deflection of the tight roof ahead of working surface and the worked out section are established. Here，the coal seam ahead of coal face and immediate roof are considered as elastic foundation. On the basis of all natural boundary conditions and continuity conditions being satisfied，accurate solutions of these equations are obtained；and several relational expressions about roof deflection，bending moment，bending strain energy density distribution ahead of coal face before and after initial fracturing are derived. As far as the roof horizon load with 30 MPa and 0.6–1.0 GPa foundation rigidity are concerned；based on the proposed relational expressions，computing and drawing form of Matlab software being used，many results such as roof deflection before and after initial fracturing，bending moment，advanced fracturing position of roof，and law of accumulation and release of bending strain energy increasing with foundation rigidity decreasing as well，are all taken on. It is obtained that the advanced fracturing position of roof is at  – m ahead of coal face，and the area from coal face of the working surface to its front 20.45–22.90 m is concentrated area of roof energy. In this area，there is bending strain energy which is 10–13 times as large as energy stored in the roof after fracturing to be released with the roof fracturing. It is clarified geometrically that the area enclosed by two distribution curves of bending strain energy density of roof is the energy released by the roof with its fracturing. By adjusting the parameters of relational expressions mentioned above，these expressions can be used to calculate roof deflection ahead of the coal face of the working surface，bending moment and bending strain energy density which correspond respectively to different mining deepnesses and different rock properties and rock structures. The relational expressions have important reference meaning to prevention and curing for impact ground pressure，roof control and cover caving.

The heterogeneity of rock contributed by the geometry and properties of mineral constituent should be taken into account in the study of rock thermal cracking，which aids to understand the thermal cracking mechanism more objectively. This paper presents a coupled thermal-mechanical numerical model for rock failure based on meso-structure characterization. The model，based on thermoelastic theory and microscopic damage mechanics，employs digital image processing technologies to identify mineral grains and characterize their geometries in order to consider the effect of real meso-structure of rock. Taking granite for example，mechanical behaviors and fracturing process of granite under combined thermal and compressive loading condition are investigated. The results show that the temperature has a great influence on rock properties and damage evolution. The initiations of the cracks induced by thermal stress locate at the boundaries between minerals；and then the cracks propagate along the boundaries. Local cracks may be closed to form a polygon. The simulated results are in agreement with the experimental results，which validates the model. It provides a new tool to study the mechanism of rock thermal fracturing at meso-scale level.

The transfer process of shock waves in supporting structure of rigid-flexible-rigid(R-F-R) can be simplified as one-dimensional stress wave propagation in the structure. The law of shock wave pressure attenuation affected by porous metal materials and the shock wave pressure decay influenced by thickness and density of porous metal materials were obtained by the impact theory analysis of prevent blunt mechanism of R-F-R supporting structure. The impact energy-absorption ability of three types of supporting structures was studied by drop hammer impact test. At the same time，the spread and attenuation process of impact wave in R-F-R supporting structure was analyzed. The calculation results show that the shock wave pressure applied to the surface of R-F-R supporting structure is 30.7% of the shock wave pressure applied to the surface of steel bracket，and the R-F-R supporting structure absorbs energy about 94.8% of the total energy. The experimental results also show that the shock wave pressure applied to the surface of R-F-R supporting structure is 50% of the shock wave pressure direct applied to steel bracket，the R-F-R supporting structure can absorb more than 70% of the total energy.

The conventional mechanical，creep and stress relaxation tests of saturated silty mudstone are carried out under triaxial compression with same confining pressure. Based on the test results，the axial strengths of the specimens in three mechanical tests are compared；and the peak axial strains of the specimens are also compared. Then the differences of axial strengths and peak axial strains of the specimens among tests are explained from the view point of rock failure mechanism respectively. Burgers model is selected to describe the creep and stress relaxation properties of silty mudstone. According to the identification results，shear moduli G of the specimens obtained from the conventional mechanical test are compared respectively with instantaneous shear moduli G1 of the specimens identified by the creep model and the stress relaxation model，and the parameter values of the creep model are compared with those of the stress relaxation model. The analysis results show that：(1) The axial strength of the specimens in the conventional mechanical test is the highest，followed by the creep test，and that in the stress relaxation test is the lowest. (2) The peak axial strain of the specimens in the conventional mechanical test is the highest，followed by the stress relaxation test，and that in the creep test is the lowest. (3) Shear modulus G is 64.5 times larger than instantaneous shear modulus G1 of the creep model，and 86.8 times larger than instantaneous shear modulus G1 of the stress relaxation model. (4) Through comparing the values of G1，G2，?1 and ?2 between the creep model and the stress relaxation model，it is found that each of four parameter values of the creep model is larger than that of the stress relaxation model. It is also found that the values of G1of the two models are close，and that the differences among the orders of magnitude of the values of G2，?1 and ?2 of the two models are 1 to 2 series. The difference in the values of G2 is the largest and the difference in the values of ?1 is the smallest between the two models. Moreover，it is shown that the differences in the values of ?1 and ?2 are larger than those of G1 and G2 between the two models. The results indicate that ?1 and ?2 have a great effect on the creep and stress relaxation properties of silty mudstone. (5) The results of comparison between the two models verify the correctness of the creep and stress relaxation parameters. The results show that the creep properties of silty mudstone are not equivalent to its stress relaxation properties，the stress relaxation properties of silty mudstone can?t be deduced simply from its creep properties，which is different from linear viscoelastic materials.　

The migration characteristics of pore water and its effect on meso-structure of tailings，which includes migration characteristics of pore water in water filling and draining processes，under load，and their effect on meso-structure of tailings，etc.，have been studied with a self-made observation testing apparatus of micro- mechanics and deformation of tailings. The results show that：the actual height of water level in tailings is higher than calculation value；the settlements of all tailings layers particles after water filling are larger than that of those without water filling under the same load；the settlements of the tailings particles after water filling could be divided into 3 stages as the increase of load：linear growth stage，steep growth stage and stable stage，and the steep growth stage occurs under the load of 200–400 kPa；the complex and tortuous channels for water migration caused by the effect of load on pore water pressure emerge in the meso-structure of tailings，which occurs at the steep growth stage；the pore water drives fine particles to move upward so as to the fine tailings become less in lower layer and more in upper layer；the settlements of tailings particles and meso-structure of tailings change little with the effect of drainage，which occurs in initial stage of drainage. This paper provides the concept and calculation method of actual saturated surface after capillary action in tailings dam，and studies the meso-structure failure mechanism by combined action of pore water migration and load，it has important actual significance to further explore for disaster mechanism affected by water and evaluate stability of tailings dam.

Using seismic monitoring system，abundant microseismic signals are collected during the period of three pillar type rockburst occurs in No.11 mine of Pingmei group. The time sequence of microseismic signal in this period is obtained and the frequency spectrum and spatial distribution are analyzed by fast Fourier transformation(FFT) algorithm and fractal theory. The achieved results are as follows. (1) An obviously active phase occurred before the pillar-type rockburst happens. It is indicates that the surrounding rock mass system is in an energy releasing process and is unsteady because it is in adjustment phase. The occurring of rockburst is the greatest energy shock in this phase；and after the rockburst，the activity of microseism descends obviously which means that the calm phase after shock is starting. (2) The amplitude of the principal seism in rockburst is greater and it has distinct and extended trailing wave. In the frequency spectrum of principal seism，frequency below 20 Hz takes up considerable ratio. (3) Frequencies of the foreshocks mainly concentrate upon 40–100 Hz. The foreshock contains more low frequency components when it happens closer to the principal seism. (4) The fractal dimension values of microseismic events would decrease continuously before the big seism happens and they totally decrease to a critical value when the big seism approaches. The above achievements will be valuable for confirming warning index for rockburst prediction and enhancing discriminating the danger level of dynamic disaster.

This article adopted a new method of searching for arbitrarily curve sliding surface and analyzed pseudo-static stability of slope under earthquake. First of all，the feasibility of this new method was verified by comparing and analyzing some examples. Then，through this article studied the affect on stability of slope with changes of the vertical seismic acceleration coefficient kH and the horizontal acceleration coefficient kv，explored the effect of kH，kH and kv acting on the local and general stability of layered slope，and analyzed the effects on stability of slope with changes of soil parameters. Some conclusions have been obtained：(1) There is a special value of kH that could make change of kv have little effect on stability of slope. (2) The scope of the calculated critical sliding surface becomes larger with the increases of kH and kv so that it makes the local stability of slope transform into the general stability of that；and at the same time，increases of kH and kv also cause the lowest point of sliding surface move up so that it makes the general stability of slope transform into the local stability of that. (3) Cohesion c has great effect on scope of sliding surface，and its effect on factor of safety is related with different seismic intensities. (4) With different soil parameters，kH has greater effect on stability of slope than kv.

In order to prevent freezing damage of tunnels in cold region，tunnel heating system using heat pump was introduced for the first time at Linchang tunnel in Inner Mongolia Autonomous Region of China. The rock-soil thermal response test was carried out to study the influence of the inlet temperature，flow rate and pipes distance on extracted heat and the influence of heat exchange on temperature field of surrounding rock and primary lining. It can be found that the extracted heat varies with the inlet temperature linearly and with flow rate exponentially. Although the extracted heat can be improved by increasing the flow rate，there is more resistance to fluid in heat exchange pipes，it will be uneconomical if the flow rate is great；it is suggested that the flow rate is no more than 0.75 m3/h. The affected depth of surrounding rock temperature is 75 cm when the heat exchange pipes distance is 100 cm，and is 100 cm when the heat exchange pips distance is 50 cm. The less the heat exchange pipes distance，the greater the affect depth of surrounding rock temperature and the temperature increment.

Factor of safety is a key indicator and the shear strength reduction method is currently very popular for evaluating rock slope stability. But for reduction technique of the nonlinear generalized Hoek-Brown criterion (2002)，the standard is not unified or with complex calculation. Taking Shizibao high rock slope in the Three Gorges area for example，8 models were established by changing the height，angle and parameters of the slope. And the stability was evaluated by seven reduction technique schemes，which were the combination by reduction of the three parameters，i. e. uniaxial compressive strength of intact rock ?ci，geological strength index GSI，and material constant of intact rock mi. Then the relative errors of the seven schemes were analyzed；and the shear strength reduction factor was obtained for the generalized Hoek-Brown criterion. The result shows that the factor of safety can be obtained by reduction of the two parameters ?ci and GSI in the same rate for the generalized Hoek-Brown criterion. The factor of safety by shear strength reduction method is similar to that by the limit equilibrium method，Morgenstern-Price. And the average relative error of factor of safety is 6.9%；the variance is 6.9%；and the shear strength relative error is 4.98%. The result has some theoretical value for the wide application of the generalized Hoek-Brown criterion to the rock slope stability evaluation.

Temperature control and crack prevention are one of the key problems for high concrete arch dam. Taking Xiaowan project for example，the most important technologies of temperature control and crack prevention are studied systematically，which include material property，theory and methodology，construction and engineering measures etc.. The reasonable and scientific technology route for the temperature simulation feedback analysis is presented；the simulation feedback analysis system and dynamical information-based design methodology of temperature control design for arch dam are established. Limited value of safety degree for anti-cracking，reasonable scheme of temperature control are recommended for engineers. Therefore，the dynamical design based on simulation feedback analysis of arch dam is implemented well in Xiaowan project. The practical effect indicates that the achievements of this paper provide the theoretical supports and scientific information for the design and construction of Xiaowan arch dam project.

The soil movement induced by the excavation may affect any nearby underground pipelines. In the Winkler displacement-controlled analysis，the free soil movement is applied to the pipeline as external load or passive displacement and the pipe-soil interaction is modeled as a series of Winkler spring，the coefficient of which is obtained by Vesic?s equation. The assumption of the Vesic?s equation is that the beam is on the surface of the elastic half space and loaded with vertical force or moment(active load) in the middle，which is different from the conditions discussed here. To consider that effect of the pipe?s embedment and the applied passive soil displacement to the soil modulus of the Winkler subgrade model，the theoretical equation for calculating the corresponding soil spring coefficient is proposed and used in the analysis of pipeline?s behavior due to tunnel excavation；the correctness and validity of the equation are proved by comparing with elastic continuum solutions，centrifuge model tests and practical engineering.

Flexible boundary loading is necessary for the real simulation of stress boundary condition，and is the premise to ensure the accuracy of geotechnical material test and geomechanical model test. A new flexible uniform pressure loading device is developed，which includes hydraulic cylinder，rigid thruster，hyper-flexible adjusted rubber and flexible transfer rubber etc. The force-transfer effect of flexible boundary loading is proved by numerical method；and the special flexible rubber which is suitable for test on rock and soil is developed by mix proportion test. The device is applied to the test，of which loading effect is compared with the one of rigid loading. The results show that the effect of flexible uniform pressure loading is more significant than that of rigid loading；and the flexible transfer rubber can transfer uniform pressure better on model with uneven surface. The even degree of model initial stress field increases with the Shore hardness of uniformity transmission rubber pads decreasing，loading stress increasing and depth from the surface increasing. The flexible loading device with hyper-flexible adjusted rubber and flexible transfer rubber has good character of space rotation and force transmission，and satisfies the demand of flexible loading on model with uneven surface or leaning surface. The study shows that the flexible uniform pressure loading device is able to implement the real simulation of stress boundary condition and improve the accuracy of test on rock and soil.

The discontinuity in rock mass is assumed as a disc，and the diameter becomes an important parameter of its spatial distribution. The diameter can be deduced from the observed trace length. A new trial algorithm for diameter was proposed，which simulated discontinuity distribution with Monte Carlo method，deduced distribution relation with analytic geometry and programmed with Excel or C++. The best diameter distribution from the algorithm was that making the trial untruncated-uncensored semi-trace length approximate to the observed one. Experiments to reduce the discreteness of the algorithm result were conducted. It is shown that taking mean value of many trials can reduce the discreteness effectively. The new trial algorithm is more accurate，better in fault tolerance，faster in calculation，lower in hardware configuration，less in file size and memory occupancy，more convenient in programming and more stable in running than Priest-Zhang algorithm. Also it suits more distribution patterns than Priest-Zhang algorithm and Huang Lei?s previous one. The new trial algorithm supplies the gap in the accurate algorithms for universal distribution patterns in semi-trace line-sampling，which has been tested in Wenchuan earthquake area and is worth popularizing.

The relative stress field was analyzed through a series of continuous observed borehole stress-strain data in Xinjiang region. The results show that the direction of principal compression in terms of relative field is orientated mainly in NS direction but has the feature of regional distribution. In the middle and western sections of the West Kunlun mountain it shows in the NS direction，while in the East Kunlun mountain it exhibits in the NNE direction. In the North Tianshan mountains and the Tarim Basin it also indicates in the NNE direction. In the west part of South Tianshan it ordinates in the NW direction；and while in the east part of south Tianshan mountains it is in the NE direction. The results further indicate that both the compression and shearing stresses are large but weak for tensile stress. The magnitude of stress tends to reduce from the west to the east and weak from the south to the north. For the magnitude of both the principal compression and the shearing stress the largest ones are dominant in the Kashi region，where the Pamir arc and the Tianshan mountain is intersected. For the magnitude of the principal tensile stress the largest one is observed in Shihezi region of the North Tianshan and the smallest one is exhibited in Urumqi region. Meanwhile，the difference of the stress variation is large and shows a nonuniform distribution. The angle between the direction of principal compression and the regional tectonic trend and the mountain extended line is large，which indicates that the tectonic and mountain in Xinjiang region is subjected to the action of compression force，which is perpendicular to the above tectonic lines.

For the limitation of the experimental technique，those formulas may not apply to the seepage field calculation of water and hydropower projects or other particular engineering applications. In view of the seepage analysis for hydropower engineering，the effective formula for ? is obtained by means of numerical simulation tests based on the results of previous studies in theoretical and experimental analysis. The influence of the coefficient value on the nonlinear characteristics in seepage field is discussed. It is essentially a method to obtain a calculating formula of inertial coefficient which is suitable for those particular application fields by filtrating and summarizing the data of the previously reported experiments by using the numerical methods. The conclusions have significance in the engineering application and the theoretical study of non-Darcy seepage flow.

A new shale wellbore stability model considering fluid flow and ion transmission induced by shale-drilling fluid system electrochemical potential osmosis，and solid deformation resulted by solute diffusion，ion transmission and hydrate expansion is proposed. Pore pressure and stress field around the wellbore wall is computed by finite element method，and the effect of shale and drilling fluid parameters on collapse index and caving pressure is analyzed. The research results demonstrate that large shale permeability，large solute diffusion coefficient and small shale per unit surface charge are favour of shale stability. Drilling fluid with high concentration and reflection coefficient is beneficial for shale stability. High mud weight can sometimes result in instability for shale formation. While the swelling coefficient of shale-drilling fluid system decreases，the shale hydration can be alleviated. Especially for the case that the drilling fluid concentration is larger than the shale pore fluid，the chemical reverse osmosis may cause shale dehydration. The collapse index of small shale wellbore altered with time is more obvious than large wellbore.

The interaction between soil and structure is a significant mechanical problem with widespread in geotechnical engineering. This paper introduces the development of shear testing device with interface visualization for soil-structure interaction and its application. On the basis of an existing large-scale direct shear test system，the locally perspective rigid shear boxes and data acquisition and analysis system are designed，and relevant devices are developed. Besides the obtainment of mechanical parameters of soil-structure interface，during the process of shear tests，a series of images of the shear band on the interface are captured by digital camera in real time；the thickness of the shear band and the deformation of the soil particles and gravels at the shear band are obtained by images analysis using GeoPIV software. Based on real geological condition of an accumulative landslide in the Three Gorges reservoir area，a series of shear tests of soil-concrete interface are conducted under different water contents. The change law of shear strength parameters and the characteristics of particles movement are obtained during shear tests；the displacement and its change rules of soil particles and gravels are quantitatively analyzed. The testing results indicate that the thickness of the shear band under the circumstance described in this paper is 17–23 mm；there is obvious deformation of soil and gravels in the upper shear box；the horizontal displacement of soil and gravels is less than the relative displacement of shear boxes. The relationship between shear stress and real displacement of soil and gravels is given as well. The research results will not only contribute to shear test of soil-structure interaction，but also provide vital supports for the study of mechanical behavior and constitutive model of interface between soil and structure.

In order to clarify the law of ground surface deformation due to deep excavation in Beijing，a database of 30 case histories of field monitoring on Beijing subway stations is analyzed；and the results are compared with worldwide case histories. Research shows that：(1) The final pattern of ground surface deformation is“groove shape”；the maximum settlement is located at distances of about 10 to 15 m from the wall and occurs when the 1st to 2nd supports above the bottom are removed. (2) The maximum values of settlement，which range from 0.034%H to 0.316%H with a mean value of about 0.1%H，increases with the increase of H and decreases with the increase of insertion ratio. (3) The final values of deformation are less than the maximum ones. 75% of values of the monitoring points range from 0 to 20 mm，only 1.93% of that are larger than 30 mm. (4) Excavation can also lead to a small amount of ground upheaval；but the values of upheaval decrease with increasing excavation depth，and become very small finally. (5) Foundation pit deformation has obvious temporal and spatial effects；the settling rate increases gradually with time passing，excavation depth increasing，especially when drainage starts and the consolidation appears；but since the completion of the internal structure，deformation become stable. Values of deformation from transverse sections near the center of the excavations are largest and those from sections near the corners are the least. The settlement influence zone reaches to a distance of about 30 m from the excavation. The result can provide valuable references for the design and construction of similar projects in Beijing and other areas；it has great significance for preventing the foundation pit accident and avoiding the waste of resources.

The freezing and thawing cycle results in spalling hazards in loess slope in Luochuan. For comparison，the samples of loess suffering from spalling hazards in Luochuan and those not spalling have been collected respectively. In order to simulate the freezing and thawing process of the natural loess slopes，the test on the freezing and thawing cycle is carried out in the open conditions without any water being replenished，which is to observe the change of the properties of soil samples on the surface as well as its height，dry density，water content，cohesion and internal frictional angle under the function of freezing and thawing cycle. The test results indicate that in the first few cycles，the samples collected from Luochuan have slight increase in volume and water content. The soil structure is destroyed by the icy freezing expansive force in the process，which cannot be recovered in the thawing process. The soil strength is weakened by repeated freezing and thawing processes. After about ten cycles of freezing and thawing，the physico-mechanical condition of soil tends to be stable. While in the thawing process，the interface of water and ice has the softening function of water and the facilitating effect. If there is very good exposed surface，the spalling hazards in loess slopes may easily occur along this interface between water and ice；the negative pore water pressure may occur at the frozen edge in the process of freezing of soil samples. The soil density increases，while the volume decreases，and the soil strength is enhanced；in the process of thawing，the effective stress reduces；the total stress remains unchanged；the thawing volume is larger than the frost heaving amount. The cohesion of soil is slightly enhanced；therefore，it is not likely to have spalling hazards.

In order to explore the law of sand deposit expansion in the sand foundation treatment process treated by sand flow method in the immersed tube tunnel engineering，full-scale test model was built and sand-deposit detector was developed. Changes of sand deposit shape and sand deposit expansion size with time under different experimental conditions were obtained through eight experiments. The analysis result shows that sand grains deposit around the vent in ring-shaped and form crater and sand deposit gradually. Gap and chute for flow form on the top of the sand deposit，elongating basically along the radial direction and distributing randomly on circumferential direction. Sand grains are carried from the gap and chute and deposit on the outer margin surface of the sand deposit，in which oblique layered texture is formed. The factors such as the mass ratio of sand-water，the boundary conditions，the foundation trench and the roughness of the model board have a major impact on the expansion process of the sand deposit but not significantly impact the final size and the density. The test results may be help to design and construction of the Zhoutouzui immersed tube tunnel in Guangzhou.