230 results about "Rock engineering" patented technology

The invention discloses a rock slope three-dimensional model and a block slide analysis method, and belongs to the entity structure space modeling and analysis field of rock engineering such as rock and earth engineering, mine exploitation, road engineering, water conservancy engineering and the like. The method comprises the following steps of: 1, acquiring engineering rock field structure initial data; 2, processing and extracting the engineering rock initial data; 3, constructing an engineering rock model; 4, identifying blocks and analyzing the stability; and 5, displaying the result. The method has the advantages that: the method realizes space modeling of the engineering rock slope and identification of key blocks, quickly identifies new structure surfaces in the engineering construction process, and can automatically search the key blocks, count the number and geometric information of the movable blocks and preliminarily calculate and analyze the mobility of the key blocks.

The invention belongs to the field of rock engineering, and in particular relates to a device and a method for a gas bearing shale-seepage-temperature coupling and displacement experiment. The experimental device comprises a triaxial pressure cavity, an axial pressure loading system, a confining pressure loading system, an upstream gas pressure loading system, an upstream liquid pressure loading system, a downstream gas pressure loading and collecting system, a downstream liquid collecting system, a multi-component mixed gas collecting system, a vacuumizing device, a heating system and a data collection control system. The experimental method comprises the following steps of: fixing a test piece; applying confining pressure; applying axial pressure; heating; vacuumizing; applying upstream liquid pressure (or pre-saturated methane); applying upstream gas pressure (or applying upstream gas pressure); injecting multi-phase mixed fluid (or applying another upstream liquid pressure); performing pre-adsorptive saturation by the test piece (injecting multi-component constant-proportion mixed gas); and collecting. The experimental device can be used for applying triaxial stress to the test piece according to the actual stress condition, and remolding a stress environment according to the fact.

The invention discloses a rock porosity real-time tester under chemical seepage and creep coupling, belonging to the rock engineering technical field, which is composed of a rock sample clamp, a chemical seepage pressure loading device, an axle pressure loading device, a surrounding pressure loading device and a porosity tester. The rock porosity real-time tester can real-timely test the porosity of a rock sample under constant pressure loading and chemical seepage coupling of three directions, having simple structure, flexible assembly, strong expandability, high stability and wide application. The rock porosity real-time tester has high application value for rock soil mass mechanical property and seepage character research under multi-field coupling condition of rock-soil engineering, hydraulic engineering, petroleum engineering, mining engineering and underground engineering and the like.

The invention discloses a rockburst grade predicting method based on an information vector machine to mainly solve the problem that in the current underground engineering construction process, the rockburst geological disaster prediction effect is not good. A rockburst evaluation index and a grading standard are selected, and domestic and overseas great deep rock engineering rockburst instances are widely collected to establish an abundant training sample library. A cross validation strategy is utilized for training an IVM model with the superior statistics mode recognition performance, accordingly, a nonlinear mapping relation between the rockburst evaluation index and the rockburst grade is established, model initial parameter setting and the training sample library are adjusted according to the training result, and the IVM model predicting the rockburst grade is finally established. By means of the method to predict the rockburst grade, the complex mechanical analysis or calculation is not needed, only the input feature vector of a sample to be predicted needs to be input in the prediction model, and then the prediction value of the rockburst grade can be obtained. The method is economical, efficient and high in prediction precision and has good engineering application prospects.

The invention relates to a physical simulation test system for true triaxial rockburst of a deep-buried tunnel, and belongs to the technical field of rock engineering. The physical simulation test system for true triaxial rockburst comprises a true triaxial loading system consisting of a counterforce rack, a vertical loading system, a horizontal fore-and-after loading system and a horizontal left-and-right loading system, wherein the counterforce rack is formed by connecting and combining a steel beam frame, a front door and a back door through pulling rods; the vertical loading system is fixedly arranged at the top of the interior of the counterforce rack; the horizontal fore-and-after loading system is fixedly arranged on the inner wall of the back door; and the horizontal left-and-right loading system is fixedly arranged on the right side wall inside the counterforce rack. According to the physical simulation test system, independent large-tonnage loading in three directions can be provided to meet the loading requirement of a model test under deep-buried high stress condition, the surface of a test piece can be uniformly stressed, an excavation hole on the steel beam frame can be opened after loading so as to excavate the test piece, and blasting disturbance can be stimulated by vibration jacks in the three directions; and the physical simulation test system can be applied to physical simulation test research on rockburst of the deep-buried tunnel.

The invention belongs to the field of rock engineering, and specifically relates to a manufacture method of a rock sample with random fractures. The manufacture method comprises the following steps: (1) preparing a tin strip so as to simulate a crack; (2) preparing a mortar material so as to stimulate a rock material; (3) mixing and stirring the tin strip and the mortar material; (4) pouring the mixture into a forming mould so as to carry out a forming treatment through a vibrating and smashing method; (5) disassembling the forming mould; (6) maintaining the sample at a constant temperature under a constant humidity; (7) subjecting the random fracture rock sample to a low-temperature forming treatment. The manufacture method is capable of manufacturing a cracked rock with a large amount of random fractures, can conveniently modulate the probability density distribution of fractures so as to be accord with the actual situation of engineering rock, and has the advantages of simple operation, high efficiency, rapidness, and wide application range.

The invention provides a method of determining long-term strength in rock creep tests, and relates to the technical field of rock mechanics. The method includes coring field rock samples; processing rock cores to form test pieces; mounting and adjusting axial and radial displacement sensors for the test pieces; applying axial and radial load to the test pieces until the text pieces are destroyed;acquiring test data, and converting and outputting the test dada; plotting axial and radial creep curves of the test pieces; computing creep Poisson ratios at various moments; determining the long-term strength of rock. The method for determining the long-term strength in the rock creep tests has the advantages that influence of axial and radial deformation in the rock creep procedures on the performance of the rock is comprehensively considered according to actual ductile dilation deformation of the rock, the creep time is segmented, creep Poisson ratio -time curves are plotted, the long-termstrength of the rock is determined according to stress corresponding to data of inflection points of the curves, accordingly, the timeliness of the rock can be effectively reflected by the solved long-term strength, subjective judgment can be eliminated, and the method is simple and reliable, is high in accuracy and is easy to popularize and apply to actual rock engineering.

The invention relates to a device for testing fracture toughness of rock and especially relates to a device for testing fracture toughness of rock under the action of confining pressure, and belongs to the technical field of rock engineering. Through use of a confining pressure application device in the original Brazilian disc test device, a simple direct loading splitting test way of the existing test device is changed; and through use of a spring positioning device, a sealing device and a self-balancing device arranged in the box, and use of a dial indicator, an oil filling port and an exhaust port as matching devices, lateral and axial displacement change is recorded and the liquid in the box is controlled so that stable confining pressure is formed. After a sample is put into the box, the sample is fixed by the spring positioning device, and the self-balancing device is used for preventing the influence produced by the confining pressure on a loading shaft so that sample loading can be controlled conveniently. The device can realize a splitting test on a rock sample under the confining pressure, can calculate fracture toughness of the rock sample, has a reasonable design, is convenient for operation and is suitable for fracture toughness determination on various types of rock.

The invention relates to a device and a method for simultaneously testing the permeability of compact rocks under transient state and steady state, and belongs to the fields of rock engineering and unconventional oil and gas reservoir engineering. The testing device for simultaneously testing the permeability of the compact rocks under the transient state and the steady state comprises a three-shaft pressure chamber, a bias pressure control system, a confining pressure control system, an upper end permeating system, a lower end permeating system, a vacuum pumping system, a constant temperature system and a data controlling and collecting system. The method for simultaneously testing the permeability of the compact rocks under the transient state and the steady state comprises the following steps: demarcating the reference volume, providing the confining pressure and bias pressure temperature environment for a sample, and testing the permeability under the transient state and the permeability under the steady state. For the device and the method, the practical bias pressure, back pressure and constant temperature testing environment conforming to the engineering is provided, the fluctuation error of the temperature can be controlled within -0.1 DEG C to +0.1 DEG C, the volume error of the gas can be controlled within 0.3%, and the error of the injected pressure can be controlled within 0.5%. The test of the permeability under the transient state in constant pressure and constant volume ways can be simultaneously realized; when the permeability is tested in the constant volume way, the volume of a reference container can be adjusted according to the volume of a pore.

The invention discloses a method for establishing a rock damage constitutive model based on least energy consumption principle, the method is as follows: a damage evaluation equation is deduced based on the least energy consumption principle; the rock damage constitutive model is established in a continuum damage theoretical framework by combination of the damage evaluation equation; the theoretical relation between deformation parameters of and parameters of the model is deduced, and conventional triaxial compression tests of the rock under different confining pressures can be performed to obtain strain-axial and radial strain relation curves of a specimen under corresponding confining pressures and mechanical strength parameters and strain parameters of the rock specimen; and by experimental results damage threshold can be determined, and the model parameters can be identified. The damage threshold in the rack damage evolution law can be determined by combination of the model and the dilatation startup property of the rock, the proposed model can better reflect the nonlinear mechanical behavior of a rock material under complex stress conditions, the constitutive model influenced by the damage threshold has higher fitting precision on the post-yielding section of the rock material, and the constitutive model has great reference significance and application value to the safety analysis of rock engineering under the complex stress conditions.

The invention discloses a protecting, fixing and retracting integration device of an acoustic emission deep hole monitoring sensor. The device consists of a sensor protecting sleeve, a fixing device of the sensor protecting sleeve, a guider, a mounting rod, a directional ring and a rotary disc. The front end of the sensor protecting sleeve is connected with the fixing device of the sensor protecting sleeve by counterclockwise screws. The tail part of the sensor protecting sleeve is connected with the guider by clockwise screws, and is connected with the mounting rod through a pin and a unidirectional clamping groove. The directional ring is fixed at the front end of the mounting rod. The rotary disc is mounted on the tail part of the mounting rod. During retracting, the rotary disc facilitates the mounting rod to screw the sensor protecting sleeve off the fixing device of the sensor protecting sleeve. The device can better overcome the defects of insufficient protection, simple mounting angle and large absence or deflection of the monitored data due to untight coupling of the sensor and the rock existing in the traditional sensor, solves the problem of difficult retracting of the sensor in deep hole mounting, can be widely applied to rock engineering of tunnels, underground chambers, mine underground stopes, roadways and the like, and has great economical benefit.

The invention discloses an analog simulation experiment system and method based on a 3D printing rapid prototyping technology. A blending module is connected with an experiment module through a printing material laying module. A control module is connected with and controls the blending module, the printing material laying module and the experiment module. The control module is used for forming a 3D digital model of an analog simulation experiment. The control module controls the experiment module to be adjusted to a state suitable for printing the 3D digital model, controls the blending ratio of the blending module through electromagnetic valves and controls the printing material laying module to carry out 3D material laying at the experiment module through a direction control mechanism and reversing valves. The analog simulation experiment system and method can be used for laying rock models on complex geological structures, where the models cannot be laid through traditional measures, such as fold, faults and collapse columns, the model size precision is high, and therefore the system and method can be better used for observation and study of complex rock engineering such as the working seam overlaying strata movement rule, the roof caving regularity, and the relation between the roof moving features and forms and stability time after working face mining.

The invention belongs to the field of rock engineering, and specifically relates to a rock creep rupture measuring method after the peak strength. The measuring method comprises the following steps (1) manufacturing a rock sample; (2) installing a strain sensor; (3) applying an initial confining pressure; (4) applying an axial pressure until the axial pressure is near to the peak strength; (5) unloading the confining pressure so as to generate primary ruptures on the rock sample; (6) applying a secondary stronger confining pressure; (7) applying a secondary axial pressure; (8) maintain a constant axial pressure, and observing the secondary ruptures. The method can actually imitate the mechanics characteristics of an engineering rock, which is in a high stress region, is ruptured after digging, then is solidified by supports, continues to bear the stress after the solidification, and suffers a long-term deformation; the operation method is simple and convenient, and the method can be applied to researches of mechanical behavior after the peak strength of rocks in high stress areas in the fields of water power, traffic, energy, mines, and the like.

The invention belongs to the field of rock engineering and in particular discloses a real-time monitoring device and method for freezing-thawing damage of rock. The detection device comprises a left device and a right device, wherein the left device and the right device are connected with each other through bolts and nuts; each device consists of a containing slot and a fixing device; an electrode insertion hole is formed in each fixing device; the electrode insertion holes are connected with metal meshes through metal wires; the metal meshes are arranged at the end parts of mounting holes; the mounting holes are formed in the fixing devices; the electrode insertion holes are connected with wires through electrode insertion pins; two ends of a test sample are arranged in the mounting holes; a rubber film covers the test sample. The method comprises the following steps of: preparing the test sample, filling water, arranging the test sample, putting the test sample into a freeze tester for a freeze test, measuring an alternating current impedance spectroscopy, and analyzing a change rule of the freezing-thawing damage of the rock. According to the device and the method, on the basis that an inner microstructure of the rock test sample is not damaged, the freezing-thawing damage characteristic of the rock is tested; furthermore, in the freezing-thawing test process, the freezing-thawing damage measurement can be realized.

The invention provides a uniaxial bidirectional synchronous control and electromagnetic loading dynamic shear test device and test method. The uniaxial bidirectional synchronous control and electromagnetic loading dynamic shear test device comprises a support platform, a loading rod part system, an electromagnetic pulse transmission system, a normal pressure servo control loading system and a datamonitoring and acquisition system. On the basis of the test device, dynamic shear test study of rock materials can be carried out under constant normal pressure under the conditions close to the actual work conditions, and complete rock samples with different test sizes or joint rock samples with single structure surfaces can be selected according to test demands to carry out study of dynamic shear mechanical characteristics and shear damage rules under the condition that the strain rate is 10<1>-10<3> s<-1>, so that important theoretical basis and technique support are provided for design, construction, protection and safety and stability evaluation of rock engineering, structure engineering and the like.

The invention discloses a method for optimizing tunnel construction based on improved Topsis method which includes the following steps: step selection method, three-pilot method, middle pilot method,CRD method of main tunnel and annular excavation reserved core soil method of main tunnel are used in this paper. According to the five selected tunnel construction schemes, the following eight indexes are selected to establish the evaluation index system: surrounding rock engineering geological conditions, vault settlement, surface settlement, inverted arch uplift, Great Wall settlement, engineering progress, engineering cost and local inclination ratio of Great Wall. AHP method is used to determine the subjective weight Omega _ 1, information entropy method is used to determine the objective weight Omega _ 2, and game theory aggregation model is introduced to determine the comprehensive weight. The improved Topsis method is used to eliminate the calculation errors caused by different units. Grey relational grade is adopted to improve the sticking progress. On the basis of ensuring the safety of the Great Wall in the construction process, the invention selects a more reasonable construction method to maximize the engineering income.

The invention relates to a rock triaxial direct stretching indoor experimental device. The device includes a base, a confining pressure cylinder, a confining pressure chamber, a confining pressure cover plate, long pull rod bolts, a sample lower base, a fixing screw, a first sealing sleeve, a rock sample, a sample upper base, a sample sealing sleeve, a lateral deformation gauge, an axial deformation gauge, a piston, a confining pressure self-balancing chamber, a tension application chamber, a pull rod, short bolts, a cover body, a confining pressure self-balancing chamber inlet, a tension applying chamber inlet, a communication valve, a confining pressure chamber inlet and a sealing ring. According to the rock triaxial direct stretching indoor experimental device of the invention, appliedrepresentative confining pressure is obtained through calculation according to deep engineering in-situ ground stress; the direct tensile strength and deformation characteristics of rock under different confining pressures can be obtained through the device of the invention, so that the tensile strength criterion of the rock can be obtained through calculation; and therefore, the current cognitiveblank of the tensile strength and mechanical behavior of rock under triaxial tensile stress paths can be filled, the evaluation of the triaxial tensile mechanical strength and deformation behavior ofthe rock is realized, and services can be provided for the safety of deep rock engineering.

The invention relates to the technology of reinforcing, supporting and protecting soft rock soil in the rock engineering. An anti-slip cement soil pile soil blocking structure is formed through the addition of a cement soil anti-slip pile body in the soft soil body and the combination. The anti-slip cement soil pile soil blocking structure overcomes various defects of the common soil blocking structure, and belongs to a novel structure with the advantages of safety, environment protection, economy and fast construction. The anti-slip cement soil pile soil blocking structure and a construction method thereof are characterized in that vertical cement soil piles, vertical hole drilling filled piles, steel plate piles, underground continuous walls and the like as well as cement soil anti-slip piles (with different lengths and inclination angle) tension, pull and lock the added rib bodies arranged in an anti-slip pile body through horizontal walings for being combined into the soil blocking structure, wherein tensioning bodies (such as steel stranded wires, steel pipes, cable wires, formed steel, non-metal materials and the like) are inserted inside the vertical cement soil piles, the vertical hole drilling filled piles, the steel plate piles, the underground continuous walls and the like. Through the pre-reinforcing on the soft soil body and the pre-tensioning pulling on the added rib bodies in the anti-slip pile by the soil block structure, the stability of the reinforced, supported and protected soil body is greatly improved, and the horizontal and vertical displacement amount is greatly reduced.

The invention discloses a bridge construction management system based on BIM, and belongs to the technical field of bridge construction management. Key points of the technical scheme are as follows: the system comprises a design stage and a construction stage, the design stage is used for designing a scheme framework of a bridge. On the basis of the scheme framework, the framework is split to a construction installation unit to form a parameter table; a bridge BIM model is constructed, three-dimensional numerical finite element analysis is performede, engineering quantity calculation is performed on the bridge BIM model, cost data is generated, a part drawing is formed according to the bridge BIM model, and three-dimensional construction simulation is achieved according to the bridge model; in the construction stage, error checking is carried out through a point cloud model in combination with a bridge BIM model, and the earth-rock engineering quantity is calculated through an unmannedaerial vehicle and the BIM technology to obtain the accurate filling and digging quantity. According to the system, the technical barriers in the aspects of model delivery, information transmission and data interaction between design and construction are broken through, and an effective BIM collaborative application and communication mechanism between design and construction is established.

A test device and a test method for crack evolution and seepage characteristic of gas-containing shale. The test device and the test method belong to the technical fields of rock engineering and unconventional natural gas engineering. The device includes a three-shaft pressure chamber, a bias pressure loading system, a hydrostatic pressure loading system, an upper-end fluid system, a lower-end fluid system, a vacuumizing system, a constant temperature system, and a data control and acquisition system. According to the test method, a strain gauge is replaced by a displacement sensor so that problem of leakage of oil and gas caused by wires of the strain gauge is solved. Circular displacement sensors are arranged respectively on an upper part, a middle part and a lower part of a sample so that crack growing situations at different positions of the sample can be detected. Deformation of the whole sample is detected through an axial displacement sensor. According to a reference standard of the crack evolution and the seepage characteristic in a cracking process of a gas-containing shale sample and a reference standard of the whole crack evolution of the cracking process of a gas-containing shale sample, a crack evolution state in the cracking process of a gas-containing shale sample is analyzed and variation trend of a whole crack in the cracking process of the gas-containing shale sample is determined.

The invention discloses an electro-osmosis home position modified roadway anchoring method of underground swelling soft rock. The method includes the steps that first, shotcrete support is timely conducted on surrounding rock of a soft rock roadway, and further water absorption softening of the surrounding rock is prevented; anchor bolt support is conducted on the closed soft rock on the rear portion of a working face, with the aid of electro-osmosis drainage, the moisture content of weak surrounding rock is lowered, and home position strength is maintained; then, moisture containing soft rock is reinforced through the joint action of grouting crack plugging and bolt-grouting supporting, and the roadway can be kept to be in a steady state for a long time. According to the electro-osmosis home position modified roadway anchoring method of the underground swelling soft rock, the reinforcement of the moisture containing soft rock is achieved through the joint action of electro-osmosis drainage, guniting, anchor rods and bolt-grouting supporting, an effective technical method for reducing the moisture content of low-permeability soft rock is achieved, and meanwhile the drivage efficiency of soft rock engineering can be guaranteed.

The invention discloses a deep anhydrite cavern group stability evaluation and layout optimization method in an oil storage environment. The evaluation method involved in the invention comprises four parts, i.e. deep anhydrite surrounding rock engineering geology characteristic analysis, deep anhydrite surrounding rock mechanical parameter analysis, reservoir cavern group stability study and cavern layout optimization design respectively. The method provided by the invention applies Hoek-Brwon empirical criterion and geological strength index to clarify the reduction rule of anhydrite surrounding rocks and rock mass mechanical parameters, and provides a parameter basis for cavern group surrounding rock stability numerical simulation. The invention puts forward an element safety factor method, and combines surrounding rock stress field, displacement field and plastic zone to comprehensively evaluate the cavern group surrounding rock stability. The method provided by the invention can be used for optimizing the layout scheme of deep anhydrite cavern groups in an oil storage environment, improving the oil storage efficiency of anhydrite caverns, and evaluating the stability of deep anhydrite cavern groups in an oil storage environment, and provides a reference method for scientific verification of deep anhydrite forewinning oil storage adaptability.

The invention relates to a method for reinforcing a drop shaft in an underground mine producing area and belongs to the field of metal mine and rock engineering reinforcement. The method is characterized in that the movement track of ores in the drop shaft during the ore discharge process is fully considered, model experiments and theoretical analysis method are adopted for determining the property of impact action and an impact failure region to the well wall generated by the ores according to the height of the drop shaft and the diameter of the drop shaft, the drop shaft is hereby divided into four stress regions, namely a first impact failure region, a second impact failure region, a fault fracture zone region and a wear-out failure region, and different forms are further adopted for reinforcement. The method is especially applicable to reinforcement of the drop shafts in the producing areas under soft and broken surrounding rock conditions, can be used for significantly prolonging the service life of the drop shaft and has the advantages of safety in construction, simpleness and low cost.

The invention discloses a method for distinguishing the stability of a tunnel at different construction stages. According to the method, a new concept, namely a surrounding rock yield volume ratio, capable of reflecting the tunnel surrounding rock engineering mechanical characteristics and influence of tunnel excavation and supporting effects is provided, the mechanical characteristic, which is anexcavated tunnel deformation gradually developing process, namely a surrounding rock stress gradually releasing process, is utilized, the variation curve of the surrounding rock yield volume ratio along with a surrounding rock stress release rate after the tunnel excavation at a certain construction stage is established, and the stability of the tunnel at that construction stage can be determinedby utilizing the mutation characteristics of the curve. The method has the advantages of clear and simple physical concept, convenience in use, reliable result and the like, and is suitable for popularization and application in construction safety management of engineering under highway tunnels, railway tunnels, hydraulic tunnels, municipal tunnels and the like.

The invention discloses a slight shock sensor protecting device and an installing method and belongs to the field of rock engineering. One end of a slight shock sensor (5) is provided with a cable, and the other end of the slight shock sensor (5) is provided with a fixing bolt (3). The outer bottom face of a paper cup (1) penetrates through the bolt (3) and is attached to the end face of the slight shock sensor (5). A nut is arranged outside the bolt (3) in a sleeved mode from the inner bottom face of the paper cup and is screwed down so that the paper cup (1) and the slight shock sensor (5) can be fixed. A proper anchor rod (7) on the rock wall is selected, the paper cup filled with anchoring agents (2) is closely attached to the anchor rod (7) and fixed to the surface of a rock (9), and the sensor (5) is fixed on the anchor rod through a fixing tying belt (4). A protecting casing pipe (8) is completely arranged outside the paper cup (1) and the slight shock sensor (5) in a sleeved mode. The portion between the protecting casing pipe (8) and the slight shock sensor (5) is filled with soundproof cotton. The protecting device has the advantages of being easy to implement and low in cost, and a user can finish assembling and constructing of the protecting device without being trained specially.

The invention discloses an underground engineering initial stress field dynamic inversion method based on multi-source actual measurement information. The underground engineering initial stress fielddynamic inversion method specifically comprises an underground hard rock engineering initial stress field dynamic inversion method based on the multi-source actual measurement information and an underground soft rock engineering initial stress field dynamic inversion method based on the multi-source actual measurement information. According to the method, for tunnels with different lithology characters, different on-site measured data are adopted as main control indexes to invert the initial stress field, and a stress field inversion result which is more accurate than that of a conventional inversion method can be obtained. The advantages of the method can be well exerted when the calculation area is large and the number of drilled holes for measuring the in-situ crustal stress is small oreven no in-situ crustal stress test exists.

The invention belongs to the field of rock engineering, and relates to a manufacture method of a transparent tunnel model for simulating a network containing a complex fracture. Specific to the shortcomings and defects existing in a current manufacture method of the transparent tunnel model, the invention provides the manufacture method of a high transparent tunnel model which is good in brittleness and easy to form and demold and can be used for easily preparing drill ways with different lengths and controlling the relative position relationship of fractures and a tunnel, an organic glass tube is adopted to simulate the drill ways of the tunnel, a mica sheet is adopted to simulate the fractures existing in rock, and a 3D (three-dimensional) printing technology is adopted to manufacture acomplex fracture model to simulate a complex fracture network in surrounding rock. The method can be used for simulating the transparent tunnel model of which both the excavation phases and the tunnelnumber are different, the fractures which have different shapes, different angles, different numbers and different position relations with the tunnel can be accurately arranged in the surrounding rock, so that the tunnel model can be easily used for observing the mechanical property and fracture law of the underground tunnel, which is subjected to pressing, of jointed rock.

The invention relates to a penetration grouting test system and method for reinforced loose gravelly soil, belonging to the technical field of rock engineering. The penetration grouting test system comprises a grouting pressure supply device, a grouting fluid storage device, a grouting test box and a grouting parameter monitoring device, wherein the outlet end of the grouting pressure supply device is communicated with a vent hole in top end of grouting fluid storage device through a pressure conveying pipeline; a slurry outlet in the bottom of the side surface of the grouting fluid storage device is communicated with a grouting pipe of the grouting test box through a liquid conveying pipeline; the grouting fluid storage device is arranged on an electronic balance; and the sidewall of thegrouting fluid storage device is vertically provided with scales. The test system of the invention can simulate the whole penetration grouting process of actual different field loose gravel strata ina spherical, cylindrical or cylindrical-hemispherical shape, monitor the dynamic change characteristics of the mass, volume and density of a grouting fluid in the grouting fluid storage device in realtime, and explore the temporal and spatial variation rules of a penetration pressure field and a temperature field in the whole grouting process.

The invention provides an acoustic emission / micro-seismic event location method under the condition of cavity existence. The acoustic emission / micro-seismic event location method overcomes the difficult problem that the locating accuracy is affected due to inaccurate wave velocity input under the influence of rock mass excavation, and can more precisely determine the space position of an acousticemission / micro-seismic event in a rock body by combining the numerical simulation of stress wave propagation on the basis of considering the influence during the rock projection excavation. By using aformed cavity form as the known condition, the change on the wave propagation path by the cavity, the resulted change of the wave propagation path and the retardation time of the wave reaching the sensor are quantized in cooperation with numerical simulation, thereby obviously reducing acoustic emission / micro-seismic event location errors induced by the cavity existence. In addition, a mesh search and error weight coefficient method is jointly used in the location algorithm, detects of excessive dependence on the initial iteration value and mis-convergence in the iterative algorithm are avoided, the limitation of mesh size to the location result is broken through.

The invention discloses a mine slope rock engineering stability grading analysis method. The mine slope rock engineering stability grading analysis method comprises following steps: 1, at surfexpert mine in the field, rock structural surface development states in a slope rock ranges are studied, wherein on-site measurement of the occurrence and scale of stratification, foliation, phyllitic foliation, schistosity, faultage, and jointing is carried out, and obtained results are subjected to logging respectively; 2, the slope rock developed structural surfaces are subjected to grading, wherein, faultage with the scale of stratification, foliation, phyllitic foliation, schistosity, and structural surface equal to or larger than a times of the total slope scale are taken as through structural surfaces, the structural surfaces with scale lower than a times of that of the total slope scale are taken as non-through structural surfaces, and the jointing are taken as small-scale structural surfaces; and 3, the slope surface inclination direction and inclination angles determined based on mine total slope design state, the slope surface inclination direction and the inclination angles, and the inclination direction and the inclination angle of the through structural surfaces are adopted for forming a stereogram, and analysis on the overall stability potential failure mode of mine rock total slope is carried out. The mine slope rock engineering stability grading analysis method is simple in principles; operation is convenient; cost is low; and application effect is excellent.