78 results about "Rock pressure" patented technology

The invention, which belongs to the technical field of tunnel engineering, discloses a tunnel surrounding rock pressure arch calculation system comprising a multi-source data fusion acquisition module, a surrounding rock grade intelligent identification module, a self-adaptive pressure arch parameter calculation module and a dynamic load prediction and optimization module. The multi-source data fusion acquisition module acquires geological parameters, drilling monitoring data and case data and generates fusion feature vectors; the surrounding rock grade intelligent identification module outputs a surrounding rock classification result based on a deep residual network and an attention mechanism; the self-adaptive pressure arch parameter calculation module calculates pressure arch parameters by adopting an improved Prscherski theory and a stress release time-varying function; the dynamic load prediction and optimization module predicts the load through the space-time collaborative network and feeds the deviation back to the calculation module to form closed-loop optimization, precise dynamic calculation of the surrounding rock pressure arch parameters is achieved, and the calculation precision is improved by 20% or above compared with a traditional method.

The invention provides a surrounding rock pressure calculation method for a multi-arch tunnel without a middle pilot tunnel, belongs to the technical field of highway tunnel engineering, solves the problem that an existing calculation method cannot express actual stress characteristics of the multi-arch tunnel without a middle wall, and comprises the following steps: establishing a surrounding rock pressure load distribution model of the multi-arch tunnel without the middle pilot tunnel; respectively calculating basic loose pressures qf and qr according to the established distribution model; adding loose pressure qz; adding loose pressure qa, qaf, qar and qz; and the lateral horizontal pressure ef, er, ewf and ewr. According to the method, the distribution and the size of the surrounding rock pressure acting on the lining structure of the buried-depth multi-arch tunnel without the middle pilot tunnel are determined, the stress of the lining structure is analyzed, structural checking calculation is carried out, and necessary theoretical support is provided for evaluating and optimizing the structure.

The application relates to the technical field of soft rock roadway surrounding rock supporting, and discloses a soft rock roadway surrounding rock pressure-releasing-grouting cooperative supporting control system which comprises a pressure-releasing part and a grouting part; the grouting part is used for grouting reinforcement of near-field surrounding rock of the soft rock roadway; pressure-releasing holes are uniformly arranged in the inner wall of the surrounding rock of the roadway; the pressure-releasing part is used for pressure-releasing treatment of far-field surrounding rock in the pressure-releasing holes; the pressure-releasing part comprises a steel pipe; the bottom end of the steel pipe is connected with a conveying pipe; the other end of the conveying pipe is connected with a high-pressure pump; a buffer mechanism is arranged at the lower part of the outer wall of the steel pipe and is used for buffering when the steel pipe releases pressure at the pressure-releasing holes by using the high-pressure pump; and a supporting mechanism is arranged at the outer wall of the steel pipe located in the pressure-releasing holes. The pressure-releasing part and the grouting part are matched, the stress of far-field surrounding rock of the soft rock roadway is effectively released, the stability of near-field surrounding rock of the soft rock roadway is further improved, and the cooperative control effect of pressure-releasing of far-field surrounding rock and grouting reinforcement of near-field surrounding rock of the soft rock roadway is realized.

The invention relates to the technical field of fault type oil and gas reservoir evaluation, in particular to a fault rock compaction diagenesis burial depth determination method and device based on the shale content of surrounding rock, and the method comprises the steps: obtaining fault rock and surrounding rock of a target layer in a research area and burial depth related parameters; a fault rock compaction diagenesis degree index is determined according to the fault rock and burial depth related parameters, and a surrounding rock compaction diagenesis degree index is determined according to the surrounding rock and burial depth related parameters, or after the surrounding rock shale content in the surrounding rock and burial depth related parameters is replaced with the fault rock shale content, the surrounding rock compaction diagenesis degree index is determined according to the fault rock shale content; and drawing a relational graph of the compaction diagenesis degree index of the surrounding rock and the compaction diagenesis burial depth of the surrounding rock, projecting the compaction diagenesis degree index of the fault rock into the relational graph, and determining the compaction diagenesis burial depth of the fault rock. The method breaks through the limitation of the existing method for determining the fault rock compaction diagenetic burial depth technology, and can provide an effective means for accurate discovery, exploration and deployment of oil and gas in the oil and gas containing basin fault type oil and gas reservoir.

This invention relates to a method for evaluating the escape rate of shale gas reservoirs with different dip angles, employing the following technical solution: including the following steps: Step (1) Calculate the drilling angle θ of the plunger sample based on the shale bedding type, calculate the length L of the plunger sample based on the plunger diameter d, and drill the plunger sample based on the drilling angle θ and length L; Step (2) Test the minimum starting pressure P0 of the plunger sample using methane gas; Step (3) Calculate the fluid pressure P of the formation where the plunger sample is located. 流 hydrostatic pressure P 水 Minimum starting pressure P0 and static rock pressure P 岩 Calculate the test pressure Δ for permeability testing p and confining pressure P 围 Step (4) is performed according to the test pressure P determined in step (3). 测 and confining pressure P 围 The permeability of the plunger sample is tested to obtain the permeability k; step (5) calculate the gas escape rate R; step (6) evaluate the shale gas escape capacity of the layer where the sample is located based on the gas escape rate R. The larger the escape rate R is, the stronger the shale gas escape capacity is. Then calculate the shallowest burial depth H where the layer where the sample is located can be effectively preserved.

This disclosure provides a data-driven method for inferring the safety status of tunnel structures, applicable to the field of tunnel engineering safety assessment. The method includes: establishing a crack description feature set; calculating the remaining bearing capacity of the lining corresponding to different crack types in the crack description feature set using an extended finite element model, obtaining a set of remaining bearing capacity results for the lining; using the crack description feature set as training samples and the set of remaining bearing capacity results as annotations; training a prediction model for the remaining bearing capacity of the lining based on the training samples; inputting the crack description feature set corresponding to the remaining bearing capacity of the lining to be predicted into the trained prediction model to obtain the predicted remaining bearing capacity of the lining; obtaining the surrounding rock pressure by testing the tunnel support force, calculating the ratio of the surrounding rock pressure to the predicted remaining bearing capacity of the lining, and obtaining the lining safety level and the tunnel structure safety level. This improves the comprehensiveness and accuracy of the safety assessment and makes the evaluation results more objective and realistic.

The invention relates to the technical field of pressure relief control of adjacent goaf coal roadways, in particular to a goaf end interval unequal-strength filling pressure-bearing roadway protection method. The roadway protection method comprises the following steps: firstly, determining a bearing pressure distribution function under the mining condition of a complete caving method, then determining a stress rising area as a filling area, and determining a filling body strength analytical expression; and finally, filling schemes corresponding to different filling degrees are designed according to a strength analysis formula of the filling body, numerical simulation checking calculation is carried out on the different filling schemes one by one, and the economic and reasonable optimal filling scheme is finally obtained under the condition that it is guaranteed that the filling body has enough strength. According to the filling scheme obtained through the roadway protection method, the distribution condition of bearing pressure is followed, the filling body has enough supporting strength, and the minimum filling amount is adopted to obtain the optimal filling scheme; on the basis of ensuring a better control effect on overlying strata, the method also has lower construction cost, and is beneficial to being widely used in the field of coal rock pressure relief of adjacent mined areas.

This invention provides a method and apparatus for evaluating the service status of tunnel lining based on deformation response. After the tunnel is put into operation, without calculating the increment or total amount of surrounding rock pressure or load after operation, it is possible to determine the lining crack width and safety factor, and evaluate or analyze the secondary lining service status and its variation law at any service time of the tunnel. The method includes: Step 1, determining the displacement increment u2 of the tunnel from the time of commissioning or acceptance to a certain tunnel maintenance time t under the service status; Step 2, establishing a load structure model of the tunnel; Step 3, applying displacement directly to the load structure model based on the displacement increment u2, fixing constraints on all element nodes, and calculating the internal forces of the structure; Step 4, obtaining the safety factor and crack width of the element based on the internal forces of the element; Step 5, evaluating the service status of the tunnel at the tunnel maintenance time t based on the safety factor and crack width.

This utility model relates to the field of tunnel construction equipment technology, and in particular to a mobile support structure for underpass tunnels. It includes a base, baffles for tunnel support, a gantry frame with hydraulic cylinders, and positioning rods circumferentially distributed and extending underground fixedly installed on the base. Four circumferentially distributed support rods are also provided on the base. This utility model features clamping blocks to clamp the positioning blocks using a clamping structure, eliminating the need for bolts, simplifying the installation process, and improving efficiency. The baffles supporting the tunnel evenly distribute the surrounding rock pressure, preventing local collapse or deformation. The fastening structure allows for quick-disassembly of the baffles, eliminating the need to remove all baffles, only the target area, reducing construction interference. The automatically lifting support frame that supports the baffles can adjust the support height in real time according to the tunnel construction progress, maintaining effective support force on the baffles at all times, and improving the safety of construction operations.

The invention discloses a deep coal rock pressure maintaining gas content determination method, device and equipment and a storage medium, and belongs to the technical field of well logging. According to the method, a rock core in a pressure maintaining barrel is segmented according to lithology on the basis of the correlation between the occurrence state of coal rock analytic gas and the pore structure of a coal rock reservoir, then the integral cut weighting coefficient of the pressure maintaining gas is determined, and the content of the pressure maintaining gas in a single sample is further obtained. The testing method can provide more accurate and reliable pressure-maintaining gas content data of the deep single coal rock, is applied to evaluation work of the gas content of the deep coal rock, and provides a basis for accurately calculating the total gas content of the single coal rock, delineating a favorable exploration area and improving the success rate of natural gas exploration and development.

This invention provides a system and construction method for treating arching defects in the pavement of operating tunnels located in underlying karst strata. The tunnel lining is pre-reinforced by installing an arc-shaped I-beam internal support frame. The height and tension of the I-beam internal support frame are adjusted using longitudinal steel beams. After pre-reinforcement, the concrete pavement layer and the underlying broken rock layer are excavated, and the middle section of the tunnel invert is poured. The surrounding rock pressure is transferred to the middle invert via the supporting steel frame. The surrounding rock at the arch foot is then excavated, and concrete is poured to form a closed structure, transferring the tunnel's surrounding rock pressure to the invert. After the closed invert is constructed, the concrete lining is reinforced using a combination of "W-shaped steel strip + anchor grouting + sprayed steel fiber concrete" to solve problems such as cracking, heave, deformation, and voiding in the operating tunnel. Grooves are cut at the transverse expansion joints where water seepage occurs, and channel steel is pre-embedded in the grooves as a water guiding channel to promptly drain seepage water from the pavement into the drainage ditches on both sides.

The utility model discloses an asymmetric non -middle wall connected arch tunnel support system relates to tunnel support technical field, including connected arch tunnel first -pass hole initial support, connected arch tunnel first -pass hole initial support includes I20a type steel arch frame, inside phi 8 steel bar net, outside phi 8 steel bar net, steel arch frame connecting reinforcing steel bar, big arch foot reinforcing cage, big arch foot steel arch frame triangle bracing structure, big arch foot steel arch frame connecting steel sheet and stiffened steel plate, through the first -pass hole initial support of setting, first -pass hole initial support adopts I20a type steel arch frame, inside phi 8 steel bar net, outside phi 8 steel bar net, steel arch frame connecting reinforcing steel bar, big arch foot reinforcing cage, big arch foot steel arch frame triangle bracing structure, connecting steel plate and stiffened steel plate, form high -strength, high rigid support system, effectively disperses the surrounding rock pressure, reduces local damage, and system anchor rod and radial injection grouting small catheter consolidate surrounding rock through injection grouting, further enhances the stability of surrounding rock.

The application provides a roadway rock pressure early warning method, device and system and electronic equipment, and relates to the technical field of roadway rock pressure early warning. The method comprises the following steps: obtaining stress data and microseismic data of a roadway; inputting the stress data and the microseismic data into a roadway rock pressure early warning model to obtain a roadway rock pressure early warning index output by the roadway rock pressure early warning model; the roadway rock pressure early warning model is trained based on sample data pairs and sample true rock pressure labels of the sample data pairs; the sample data pairs comprise sample stress data and sample microseismic data; and the rock pressure early warning grade of the roadway is determined based on the roadway rock pressure early warning index. The application is used to solve the problem that the existing single stress or microseismic monitoring cannot fully capture the complete precursor information chain of strong rock pressure incubation due to "false alarm" and "missed alarm".

The application discloses a coring device and process method for surrounding rock pressure-keeping coring, and belongs to the technical field of geological exploration process equipment design and manufacturing. The coring device and process method can make the rock core keep the original stress state as much as possible. The coring device comprises a sampling, cutting and deslagging assembly, a cushioning and spouting coating system and a pressure-keeping and pressurizing system. In the sampling process of the rock core, the cushioning and spouting coating system and the pressure-keeping and pressurizing system sequentially follow the sequentially progressive order, and the cutting groove cut by the sampling, cutting and deslagging assembly is used to spout the cushioning coating layer to the surface of the cut part of the rock core by means of occupation spouting and occupation pressurizing, and the pressure-keeping stress is applied to the rock core which has been cut and coated with the cushioning coating layer under the cooperation of the surrounding rock on the other side of the cutting groove.

The application discloses a kind of deep-buried mine thick coal seam hard roof partitioned cooperative fracturing method.Working face hard roof breakage position is determined, according to hard thick roof constraint boundary condition, the position of roof breakage is determined;Affected by the goaf of last working face, the roof of mining working face presents different boundary conditions on its two side coal pillars, wherein simply supported is formed at the section coal pillar of empty side, solid side section coal pillar forms fixed support, while the roof in goaf is difficult to form hinged structure, according to the layout of adjacent working face, the hard thick roof is regarded as a whole, different fracturing means are used in empty side and solid side roadway, and partitioned pressure relief is implemented, hydraulic fracturing fracturing method is implemented in the roadway of empty side of working face, and blasting fracturing method is implemented in the roadway of solid side.The application will solve the problem of hard thick roof strong rock pressure prevention and control in deep-buried mine thick coal seam, help to prevent and control the appearance of deep-buried mine strong rock pressure, and can also scientifically control the sudden instability of hard thick roof breakage.

The application provides a shallow-buried bias layered soft rock tunnel support scheme generation method and system, relates to the tunnel support technical field, and comprises the following steps: acquiring multi-source monitoring data and construction parameters in tunnel construction in real time; intelligently identifying and processing the large deformation grade of the tunnel based on the data, extracting visual features from the image of the tunnel face, fusing and comprehensively analyzing the visual features, surrounding rock pressure, support structure internal force, deformation around the hole, distributed strain and construction parameters, and obtaining the large deformation grade of the current section; based on the large deformation grade, multi-source monitoring data and construction parameters, performing case retrieval on a preset support knowledge base to obtain a candidate support scheme set for the current working condition; and performing decision selection processing on the candidate support scheme set to select the scheme with the highest current benefit as the optimal support scheme. The application improves the control ability and decision efficiency of large deformation risk in shallow-buried bias layered soft rock tunnel construction.

The invention provides a large and long tunnel gas pre-extraction method based on a surrounding rock pressure relief principle, and belongs to the technical field of tunnel construction. Drilling from the earth surface to the central area of the tunnel and coal seam intersecting surface to form a footrill; a main roadway is tunneled from the tail end of the footrill, and the trend is adjusted to be parallel to the coal seam inclination direction at the position close to the coal seam; auxiliary roadway networks are tunneled towards the two sides on the basis of the main roadway, and a manual pressure relief space is formed to replace a protective layer; dense crossing drilling holes are constructed in the coal seam in the auxiliary roadway, and hydraulic slotting pressure relief and permeability increase are carried out; and gas is extracted through the roadway network until the standard is reached, and finally grouting plugging is conducted. Complete parallel operation of gas extraction and tunneling is achieved through ground roadway engineering independent of a tunnel main hole, and the construction period is greatly shortened. The gas extraction efficiency and safety of the low-permeability coal seam are improved by combining the manual pressure relief space with hydraulic slotting, and the method is suitable for large and long tunnel engineering penetrating through gently-inclined and inclined high-gas coal seams.

The application discloses a high internal pressure chamber axis determination method, and takes the direction of the minimum horizontal principal stress in the ground stress as a reference standard, and determines the direction of the longitudinal axis of the high internal pressure chamber as a direction which is not more than 25 degrees with the direction of the minimum horizontal principal stress and is maximally close to the strike of the main structure surface of the rock mass, according to the direction of the longitudinal axis of the high internal pressure chamber, the direction of the long axis on the cross section of the high internal pressure chamber should be consistent with the direction of the minimum ground stress. The application provides an effective method for determining the axis of the high internal pressure chamber such as compressed air energy storage, the method can maximize the surrounding rock pressure on the cross section of the chamber, fully utilizes the surrounding rock pressure in the stratum to balance the air pressure in the gas storage chamber, and is more favorable for the stability of the chamber structure; the method can reduce the opening degree of the structure surface in the surrounding rock as much as possible, and is more favorable for the sealing of the high internal pressure gas storage chamber.

The application discloses a tunnel underpass roadbed road construction safety monitoring and early warning method and belongs to the technical field of tunnel construction monitoring. The method comprises the following steps: step one, installing a road surface settlement deformation trend monitoring device on the existing road directly above the newly-built tunnel, and installing a tunnel lining surrounding rock pressure monitoring device and a tunnel longitudinal arch crown subsidence continuous monitoring device in the newly-built tunnel; step two, receiving monitoring data through a DCS system and judging the early warning level; and step three, generating corresponding alarm information through an alarm report module and transmitting the alarm information to a data sharing platform. The road surface settlement deformation trend monitoring device comprises a plurality of road surface settlement deformation trend monitoring mechanisms which are one-to-one arranged on the existing road guardrails, and the road surface settlement deformation trend monitoring mechanism comprises a case, a sensing assembly, a data acquisition and transmission assembly and a power supply assembly. The application provides a feasible solution for realizing existing road roadbed pavement settlement data monitoring.

The invention discloses an advanced reinforcement method for arranging a double-layer large pipe shed behind a shield in TBM construction. The method comprises the following steps that (1) discrete element numerical simulation software is selected; 2) performing equal-proportion modeling according to the field size of the tunnel engineering; (3) the non-pipe-shed supporting scheme serves as a contrast test, a servo mechanism in simulation software is used for monitoring TBM shield pressure-surrounding rock pressure, and the TBM shield pressure-surrounding rock pressure serves as a parameter index; 4) monitoring a TBM shield-surrounding rock pressure value change rule by using a servo mechanism in simulation software in two stages of drilling and supporting of the double-layer large pipe shed; and 5) comparing and analyzing the results of the two schemes, and evaluating the stability effect of the double-layer large pipe shed supporting scheme on the surrounding rock according to the TBM shield-surrounding rock pressure value change rule. The method has the advantages that the supporting effect of the double-layer large pipe shed is compared and analyzed through discrete element numerical simulation, surrounding rock deformation is effectively controlled and an annular supporting structure is formed by combining drilling and grouting two-stage pressure monitoring, the TBM blocking risk is reduced, and the construction safety is improved.

The utility model discloses a rock breaking drill bit capable of unloading drilling resistance of a ground stress weakening stratum at the bottom of a well, which belongs to the technical field of drilling equipment and comprises a drill bit body, blades are arranged on the drill bit body, and cutting teeth are arranged on the blades. A drilling fluid runner is arranged in the middle of the drill bit body, a rotating shaft is arranged in the middle of the drilling fluid runner, a rotating handle is coaxially and fixedly arranged at the lower end of the rotating shaft, and a supporting piece is arranged between the upper portion of the rotating shaft and the side wall of the drilling fluid runner and provided with a plurality of supporting runner holes. A plurality of impact teeth are evenly arranged on the bottom end face of the drilling fluid flow channel in the circumferential direction and downwards penetrate through the drill bit body in the axial direction. A driving assembly used for driving all the impact teeth to conduct synchronous reciprocating impact is arranged on the rotating handle. The impact teeth capable of impacting downwards in a reciprocating mode in the axial direction are arranged to impact rocks, then the pressure of the rocks is unloaded, the rock breaking difficulty of the cutting teeth is reduced, the rock breaking efficiency is improved, and the service life of the cutting teeth is prolonged.

The application discloses a loess tunnel surrounding rock pressure prediction method and system, and belongs to the technical field of tunnel construction, which can solve the problem that the prior art cannot be applied to the surrounding rock pressure prediction in water-rich loess stratum. The method comprises the following steps: performing triaxial compression tests on multiple samples of the soil body of the loess tunnel surrounding rock under different dry-wet cycle times; determining a first mapping relationship between the shear strength index of the soil body and the dry-wet cycle times and a second mapping relationship between the vertical strain of the soil body, the vertical test pressure and the dry-wet cycle times according to the test data; performing numerical simulation on the dry-wet cycle process of the loess tunnel surrounding rock under different working conditions based on the first mapping relationship and the second mapping relationship, so as to obtain the surrounding rock simulation pressure before and after the dry-wet cycle of different times under each working condition; and determining the surrounding rock prediction pressure after the dry-wet cycle of different times under each working condition according to the surrounding rock simulation pressure. The application is used for predicting the surrounding rock pressure.

The application belongs to the technical field of tail gate chamber construction, and discloses a tail gate chamber dynamic excavation method, which comprises the following steps: a block excavation method is used to excavate the upper part of the tail gate chamber and perform initial support; after the upper part of the tail gate chamber is excavated, temporary support is arranged while the lining steel bars are bound, and lining concrete is cast after a formwork is installed on the lining steel bars; when the strength of the lining concrete reaches a preset threshold value, whether the dismantling condition is met is determined according to the actual stress of the surrounding rock pressure and the temporary support, if yes, the temporary support is removed; a pilot tunnel is excavated in the lower part of the tail gate chamber, the pilot tunnel is excavated towards a design contour line and initial support is performed; after the lower part of the tail gate chamber is excavated, the lining steel bars are bound, and lining concrete is cast after a formwork is installed on the lining steel bars, and the dynamic excavation of the tail gate chamber is completed. The application provides a quantitative and scientific decision basis for the removal of the temporary support, ensures that the stress of the permanent lining structure is optimal in the load transfer process, and avoids lining cracking.

The utility model relates to the technical field of tunnel construction, in particular to a supporting device for tunnel linings, which comprises a plurality of groups of supporting structures, the supporting structures are arranged between two adjacent linings, each supporting structure comprises an abutting assembly, a sleeve and shaft pieces arranged on two sides of the sleeve, and the shaft pieces are slidably connected in the sleeves. One end of the shaft piece is hinged to the lining, the abutting assembly comprises an abutting block and a connecting rod, the connecting rod penetrates through the sleeve, and one end of the connecting rod is connected with the abutting block. According to the lining supporting device, after the shaft piece and the sleeve are connected, the center position of the sleeve is aligned with the position of a connecting seam of the adjacent linings, the shaft piece, the support and the sleeve enable the adjacent linings to be pressed tightly, the pressure of surrounding rock on the linings can be balanced to the maximum extent, the gap between the linings is prevented from becoming large, and the abutting block is arranged at the position of the connecting point of the adjacent linings. The abutting blocks tightly press the gaps between the adjacent linings, and the situation that the gaps between the adjacent linings become large due to surrounding rock pressure is further avoided.

The application discloses a kind of multi-directional simulation control roadway confining pressure test device and method, it is related to rock mechanics and mining engineering technical field, including pressurizing component, model component, monitoring component, pressurizing component includes pressurizing frame, force transmission frame, multiple groups of pressurizing piece, multiple groups of force transmission piece;Model component includes model body, filling body;Model body inside is formed simulation roadway;The surface of filling body is equipped with calibration speckle;Monitoring component includes multiple groups of pressure sensor, multiple groups of strain sensor, monitor;By setting multiple groups of hydraulic cylinder, the model is pressurized, realizes multi-direction, independently controllable loading capacity, flexibly, accurately exert from different direction, size adjustable load, highly realistic simulation roadway actual complex surrounding rock pressure state, hydraulic cylinder is evenly arranged along circumference, realizes the flexible combination of loading direction, accurately simulates arbitrary asymmetric load, multiple groups of force transmission piece can be evenly transmitted to model on external load, eliminate stress concentration blind area.

The invention discloses a method for determining the surrounding rock pressure and influence range of a shallow-buried tunnel under tunnel face instability. The method mainly comprises the following steps: (1) determining a failure range angle in front of a tunnel face; (2) calculating the gravity of the upper collapse body; (3) calculating friction forces on two sides of the collapse body above; (4) calculating surrounding rock pressure; and (5) determining an influence range. The method is provided for calculating the tunnel surrounding rock pressure under the tunnel face instability and determining the influence range, reference is provided for determining the corresponding supporting strength and supporting parameters, and design and construction units can conduct optimal design on supporting theoretically. The method can be applied to pressure calculation of shallow-buried tunnels and underground engineering surrounding rocks with unstable tunnel faces, such as mining roadways, hydraulic tunnels, subways and the like, provides theoretical method reference for reasonable support parameter strength and support parameter determination, and is beneficial to tunnel construction safety.

The present application relates to a kind of deep-buried tunnel simulation test section load loading device and test method, loading device includes model box and hydraulic loading device, model box is overall square structure, through the cylindrical cavity is set in the center position, and the center of cylindrical cavity coincides with model box body center;Tunnel lining model is laid in cylindrical cavity, and hydraulic loading device is installed between the cavity wall of cylindrical cavity and tunnel lining model;Hydraulic loading device is communicated with the hydraulic equipment located in the outside of model box, and hydraulic equipment and hydraulic loading device are simultaneously communicated with control system;The present application can realize the surrounding rock pressure applied in the mode of complete contact to model lining, and more realistically reflects the stress deformation under the interaction of surrounding rock and lining.

This invention discloses a method for assessing tunnel lining defects based on multi-source data and data-physical fusion experiments. The method includes front-end multi-source data acquisition, numerical analysis and prediction of defect development, and physical testing machine-based reconstruction and prediction of defect conditions. This invention acquires multi-source data on tunnel lining defects and structural degradation using a linear array camera, laser vibrometer, and 3D laser scanner. The acquired data is processed and analyzed, and the development tendency of the main defects controlling lining damage is predicted based on the TCI circle. A tunnel lining-defect model is constructed based on the original tunnel lining operating conditions and the acquired defect information. A dynamic-static load lining pressure testing machine is used to simulate tunnel surrounding rock pressure, seismic loads, and traffic loads. Pressure tests are conducted on the lining-defect model to verify the development tendency of the main defects. The physical experimental results can be mapped to the actual defect development situation in the engineering field, providing a reference for the safe operation and maintenance of tunnel linings and disaster prevention and control.

The present invention belongs to the field of support for coal mines, tunnels and other underground engineering, specifically relates to a hyperboloidal telescopic column foot structure and a support system including the column foot structure. The column foot structure is composed of a support column, a central connecting rod, a movable rod, a first sliding rod, a second sliding rod, and a negative Poisson's ratio circular ring, forming a stable hyperboloidal shape, aiming to provide higher bearing capacity and flexibility to adapt to complex underground environments. Under external loads such as soil, rock pressure, and rock burst, the hyperboloidal connection shape of the column foot can effectively disperse and transfer these loads, thereby reducing the impact on the support column. The cross-connection design of the rods not only enhances the overall strength and stiffness of the column foot, but also improves the deformation resistance, ensuring safety under dynamic conditions. The telescopic design of the structure makes it suitable for various tunnel and underground mining conditions, allowing adjustment of its height and connection angle according to actual needs.