215 results about "Rock pressure" patented technology

The invention provides grouting and filling equipment for water-preserved mining of a coal mine, and relates to the technical field of mining equipment, and the grouting and filling equipment comprises a base frame piece, a grouting guide pipe piece, a slurry post-processing assembly and a plugging driving assembly. A plurality of groups of outer ring parts with hole wall pressure sensors are arranged on the outer wall of the grouting guide pipe piece, and a pipe end micro sensor is arranged at the grout outlet end; the inserting and pulling driving assembly drives the stirring assembly to push the outer ring part through the motor, and inserting and pulling of the grouting guide pipe piece are controlled. During working, the guide pipe piece is inserted into a grouting hole to a goaf, the sensor monitors rock mass pressure, temperature and sound wave signals in real time, the grouting pressure is dynamically adjusted in combination with formation resistance, and grout fluid channeling or insufficient filling is avoided. Through precise pressure regulation and automatic insertion and extraction, the problems of material waste, underground water pollution and insufficient goaf filling in traditional grouting are solved, and the environmental protection property and the engineering efficiency of water-preserved mining are remarkably improved.

The invention provides a roadway supporting structure and a construction method. The roadway supporting structure comprises a supporting group layer, anchoring systems, a flexible supporting belt, an adjusting system, a control unit and a sensing unit, the anchoring systems are arranged on the side portion and the top of surrounding rock, the flexible supporting belt is arranged on the inner surface of the supporting group layer and located on the top of a roadway, and the sensing unit is arranged in the top of the surrounding rock. The adjusting system is connected with the flexible supporting belt and the anchoring system on the top of the surrounding rock. The sensing unit is used for collecting a surrounding rock pressure value and transmitting the surrounding rock pressure value to the control unit, and the control unit receives the pressure value and deploys the adjusting system to adjust the pre-tightening force of the anchoring system and / or the tension of the flexible supporting belt. The invention aims at solving the problem of roadway support in a high-stress complex environment and ensuring the long-term stability and safety of a roadway.

The invention discloses a mining section coal pillar goaf side concrete wall reinforcing method, and relates to the field of coal mining, and the method comprises the following steps: collecting section coal pillar geological parameters; calculating a boundary position of a plastic zone according to geological parameters of the coal pillar, and dividing the coal pillar into a broken zone, a fractured zone and an original structure zone; basic roof strata are determined according to geological parameters of the coal pillar, the bearing capacity of the basic roof strata is calculated, the basic roof strata with the minimum bearing capacity serves as a roof cutting target layer, and the hydrofracture roof cutting drilling depth needed for penetrating through the target layer is determined; the broken area range serves as the influence range of surrounding rock pressure calculation, the static load q applied to the concrete wall by the surrounding rock pressure is calculated, the static load q is corrected through a dynamic load coefficient, and a supporting load Q is obtained; and according to the support load Q, reinforcement parameters are determined. Aiming at the surrounding rock deformation and instability of the adjacent roadway on the section coal pillar gob side under the deep well mining condition, the method effectively controls the surrounding rock deformation and instability of the adjacent roadway caused by working face mining disturbance.

The invention particularly discloses a time-space design method for a railway tunnel active support rock anchoring and shotcreting synergistic effect considering a time-space effect, and relates to the technical field of civil engineering. The method comprises the steps that firstly, expression characteristics of the load time effect, the material time effect, the tunnel face space effect and the rock anchor bearing arch space effect of active supporting are determined, a space-time effect characterization method is established, and then a tunnel active supporting rock anchor and shotcrete synergistic effect space-time calculation model is constructed; then determining calculation parameters of a rock anchor bearing arch and a sprayed concrete layer, and constructing a surrounding rock pressure calculation method and a safety evaluation method considering the advance support effect; and finally, according to a calculation result of the tunnel active support rock anchoring and shotcreting synergistic effect space-time calculation model, safety is judged, and design parameters of a pre-stressed anchor rod and shotcreting concrete are determined. The method can simply, quickly and accurately calculate the internal force distribution and safety of the tunnel rock anchor bearing arch and the sprayed concrete layer under different time, geological conditions and support design parameters, and has good engineering value.

The invention discloses a double-injection double-sealing type silent cracking agent high-pressure rock breaking method, and relates to the technical field of hard roof weakening and high-stress roadway surrounding rock pressure relief. Water injection and double-end hole sealing are conducted through a drilling hole packer; checking the sealing state of the debugging pipeline; high pressure of a soundless cracking agent is blended and injected; waiting for the soundless cracking agent to expand and break the rock; and releasing the pressure of the hole packer and carrying out the next circulation. The method can achieve the effect of presplitting the working face roof, guarantees smooth caving of the goaf roof, reduces the risk of goaf roof suspension, is suitable for a working face with hard crossheading roof rock strata and a goaf roof cantilever not prone to caving, and has wide application prospects.

The embodiment of the invention provides a tunnel structure safety state reasoning method based on data driving. The method is applied to tunnel engineering safety evaluation. The method comprises the following steps: establishing a crack description feature set; calculating lining residual bearing capacity corresponding to different crack types in the crack description feature set by utilizing an extended finite element model, and obtaining a lining residual bearing capacity result set; the crack description feature set is used as a training sample, and the lining residual bearing capacity result set is used as a label; training the lining residual bearing capacity prediction model according to the training sample; inputting the to-be-predicted lining residual bearing capacity corresponding crack description feature set into the trained lining residual bearing capacity prediction model to obtain predicted lining residual bearing capacity; the surrounding rock pressure is obtained by testing the supporting force of the tunnel support, the ratio of the surrounding rock pressure to the predicted residual bearing capacity of the lining is calculated, and the safety level of the lining and the safety level of the tunnel structure are obtained. Therefore, the comprehensiveness and accuracy of safety evaluation are improved, and the evaluation result is more objective and real.

The invention discloses a tunnel trolley supporting system and method intelligently adapting to geological conditions, and belongs to the technical field of tunnel safety supporting. The device comprises a supporting truss, a rigid supporting mechanism and a flexible supporting mechanism. Wherein the flexible supporting mechanism comprises an air bag which is used for preliminarily supporting the surrounding rock of the tunnel; the rigid supporting mechanism comprises a mounting frame, a plurality of air chambers are arranged in the mounting frame, and adjusting assemblies are arranged in the air chambers; the adjusting assembly comprises a piston plate and a piston rod located on the piston plate, and the free end of the piston rod penetrates through the mounting frame, then extends into the air bag and is connected with a supporting plate. The supporting plates are used for carrying out secondary supporting on the tunnel surrounding rock from the interior of the air bag, the supporting pressure of each supporting plate can be adjusted through the inflation pressure in the corresponding air chamber so as to adapt to different geological conditions, good self-adaptive capacity is achieved, and dynamic distribution of the surrounding rock pressure is achieved.

The invention discloses a dynamic design method for a TBM tunnel supporting structure, which belongs to the technical field of tunnel construction and comprises the following steps: S1, calculating supporting stiffness generated by different supporting operations according to actual tunnel surrounding rock parameters, supporting parameters and construction procedures, and calculating virtual supporting force; s2, constructing a two-dimensional plane strain model, substituting the support rigidity obtained in the step S1 into the model to calculate final settlement of the tunnel, and obtaining reasonable surrounding rock parameters required by numerical simulation under the surrounding rock condition of the tunnel; and S3, three-dimensional rough hole excavation model calculation is carried out, a surrounding rock pressure release rule is obtained, supporting resistance is adjusted by adjusting supporting parameters, and optimal selection of the supporting parameters is carried out while the surrounding rock pressure release rule is met. According to the dynamic design method for the TBM tunnel supporting structure, the supporting scheme can be adjusted according to different surrounding rock parameters, so that the supporting design is more efficient, the construction cost is effectively reduced, and the construction efficiency and the supporting quality are improved.

The invention provides a supporting system for treating collapse of a layered tunnel vault and a construction method, and relates to the field of tunnel engineering.The supporting system comprises a top surrounding rock reinforcing unit and a tunnel main body structure which are arranged in a tunnel collapse area, and the supporting system is further provided with an arched I-shaped steel unit which is located in the tunnel main body structure to form primary supporting; and a supporting structure reinforcing unit for resisting the rock pressure in the tunnel collapse area and reinforcing the supporting force is arranged on the arched I-shaped steel unit. Through the cooperation of the structures, the structure has the following beneficial effects that firstly, the layered rock mass is asymmetrically reinforced through the grouting anchor rods, and the integrity and the self-bearing capacity of the top surrounding rock are improved to the maximum extent; and secondly, the surrounding rock is supported and reinforced through the spring rod supporting component, the secondary collapse phenomenon caused by overweight backfilled concrete or poor cohesiveness of the surrounding rock is avoided, and a concrete sealing layer with the thickness of 10 cm is laid on the surface of the surrounding rock through the concrete spraying 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 embodiment of the invention discloses a surrounding rock pressure calculation method, device and equipment of a loess shield tunnel and a storage medium, and relates to the technical field of tunnel engineering. According to the scheme, the method comprises the steps that a plurality of sets of working condition data of the loess shield tunnel are obtained, wherein the working condition data are used for representing the moisture content and the tunnel burial depth of a loess layer of the loess shield tunnel; inputting each group of working condition data into a surrounding rock stress numerical simulation model to obtain surrounding rock stress data of each group of working condition data; the surrounding rock stress numerical simulation model is established by combining test data of a loess shield model test with finite element software; determining the surrounding rock pressure type of each group of working condition data according to the surrounding rock stress data; according to all the surrounding rock pressure algorithms corresponding to all the surrounding rock pressure types, the surrounding rock pressure of the loess shield tunnel is calculated, and therefore the accuracy of the surrounding rock pressure of the loess shield tunnel is improved, and accurate guidance is provided for design of the loess shield tunnel.

The invention provides an underground rock burst monitoring method and system, and relates to the technical field of rock burst monitoring. The method comprises the following steps: setting an ultrasonic transceiver; acquiring a second amplitude; determining an ore bed internal change score according to the first amplitude and the second amplitude; determining a first distance measured by the first laser range finder and a second distance measured by the second laser range finder; determining an ore bed external change score according to the first distance and the second distance; according to a weighted summation result of the ore bed internal change score and the ore bed external change score, determining an underground rock burst score; acquiring temperature data, humidity data and harmful gas concentration data at multiple moments of the current monitoring period; determining an environment score; and according to the underground rock burst score and the environment score, the underground rock burst danger level is determined. According to the invention, the dangerous situation of rock burst can be monitored comprehensively and accurately, and the reliability of early warning is improved.

The invention provides a pore pressure prediction method and device, and relates to the technical field of data processing. The method comprises the steps that according to the shale content, the total porosity and a preset fitting coefficient, the longitudinal wave speed of the rock when the effective pressure is zero is obtained through calculation; according to the longitudinal wave speed of the rock when the effective pressure is zero, the longitudinal wave speed when the micro-fracture is closed, the pressure when the soft hole in the rock is closed, the longitudinal wave speed of logging measurement, the first preset coefficient and the second preset coefficient, the actual effective pressure of the rock is obtained through calculation; and calculating the pore pressure according to the overlying rock pressure and the effective pressure of the actual rock. The device executes the method. According to the pore pressure prediction method and device provided by the embodiment of the invention, the pore pressure can be accurately predicted.

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 invention relates to the technical field of mine engineering support, and discloses a fixing device for mine engineering support, which comprises a support mechanism used for keeping a connecting assembly stable and preventing surrounding rock in spaces such as roadways or stopes from deforming and collapsing; the connecting assembly is located above the supporting mechanism and used for better bearing and dispersing surrounding rock pressure. The connecting mechanism is arranged on the outer side of the connecting assembly and used for connecting and fixing the connecting assembly to increase stability. The shock isolation mechanism is located above the connecting assembly, and a blocking net is arranged above the shock isolation mechanism and used for reducing the influence of vibration on the stability of the support and the surrounding rock. The supporting support displacement caused by mine vibration is prevented through the shock isolation mechanism, the height of the supporting mechanism is adjusted through the adjusting assembly, the arc plate and the blocking net work cooperatively, fixing is conducted through the expansion screw, the safety accident risk is reduced, the resource utilization efficiency is improved, the cost is reduced, the temperature, humidity and vibration data in a roadway are monitored through the display assembly, and production safety is guaranteed.

The invention discloses an intelligent operation method and system for a double-arm drill jumbo of a large-section tunnel, and relates to the field of tunnel construction, the geometry, integrity, dust and humidity data of a section are collected in real time through a laser radar, an IMU and a surrounding rock pressure and environment sensor, and an operation environment database is constructed and updated; by combining the strength grade of the surrounding rock and the distribution of the soft layer, the posture of the arm support, the chiseling frequency and pressure and the rock entering angle of the bucket teeth are adjusted online in a self-adaptive mode; switching among a high-frequency impact mode, a bucket tooth wedging prying mode and a free face gravity automatic rock breaking mode according to working conditions; excessive impact is restrained and protection is triggered through a vibration monitoring closed loop, efficiency is improved, energy consumption is reduced, secondary damage is reduced, and construction safety and quality are guaranteed.

According to the multifunctional draw shaft experiment platform capable of applying confining pressure and the experiment method, a cuttable draw shaft model is movably installed below an inclined chute, the draw shaft model is of a tubular structure and extends vertically, the top end of the draw shaft model is provided with an opening and is located below the discharging end of the inclined chute, and the draw shaft model is matched with a well wall model of a tubular structure; after the draw shaft model is cut, the well wall model is coaxially installed between two cut sections of the draw shaft model, the well wall model is matched with a confining pressure loading mechanism, the confining pressure loading mechanism comprises a plurality of force applying units which apply acting force to the well wall model in the horizontal direction, and all the force applying units surround the peripheral side of the well wall model; the inclined chute is provided with a feeding mechanism in a matched mode, the feeding mechanism is communicated with the feeding end of the inclined chute so as to provide surrounding rock pre-adding and ore rock impact experiment conditions at the ore rock impact position, and therefore experiment research can be conducted on the damage forms and the damage mechanisms of different draw shaft wall structures under the comprehensive action of surrounding rock pressure and ore rock impact.

The invention provides a soft rock gully section tunnel deformation monitoring method, which belongs to the field of tunnel construction deformation monitoring, and comprises the following steps: selecting a typical monitoring section of an ultra-shallow buried large section tunnel, and arranging a plurality of groups of measuring points on an arch crown, an arch shoulder, a haunch, an arch foot and an arch bottom; a high-precision total station is adopted to collect vault settlement and cavern periphery convergence data in real time, and meanwhile, the monitoring frequency is dynamically adjusted based on the displacement rate; measuring the pressure change of the surrounding rock through the intelligent string-type double-membrane soil pressure box; the stability of the surrounding rock is judged, obtained data are analyzed and processed, and the vault settlement deformation cumulant, the settlement growth rate and the pressure distribution characteristics of the surrounding rock are obtained; calculating and predicting the final settlement amount and the peripheral convergence value of the vault through a fitting formula; and drawing a surrounding rock deformation envelope line through the surrounding convergence change values, and carrying out confluence analysis on surrounding rock pressure change to obtain a surrounding rock pressure envelope line, so as to reveal the form evolution and pressure distribution rule of the surrounding rock cavity of the tunnel. According to the method, the engineering safety and efficiency are remarkably improved.

The invention discloses a deep tunnel surrounding rock pressure arch range determination method based on an energy density theory. The method comprises the following steps: establishing a tunnel calculation model; setting an energy density calculation formula; setting a model excavation process and excavation unbalanced force precision; exporting a detailed. Dat file after calculation to Tecplot software, and visualizing energy density calculation results before and after excavation of the model tunnel; and determining a pressure arch range according to the inner and outer boundary curves. According to the method, the inner boundary and the outer boundary of the surrounding rock pressure arch are determined according to the energy density change disturbance range, the situation that pressure arch definition and boundary determination methods at the present stage depend on the magnitude and the direction of surrounding rock stress is avoided, and meanwhile the problem of judgment dispute of the deflection degree of a principal stress vector can be solved; by means of the method, the inner boundary range and the outer boundary range of the surrounding rock pressure arch can be rapidly and effectively obtained, and the evolution rule of the three-dimensional pressure arch along with tunnel excavation can be observed.

The invention discloses a gas storage sealing structure physical model test system and a construction method thereof. The system comprises an external concrete test block, a middle deformation and support simulation layer and an internal gas storage chamber, the deformation and support simulation layer comprises one or more groups of sand bodies with different gradations and different porosities arranged around the gas storage chamber, rock bodies with faults, excavation disturbance and various surrounding rock grades are simulated through the sand bodies, a surrounding rock progressive support effect is conveniently applied, and the deformation and support simulation effect is achieved. A multi-point displacement meter and a strain block which are used for detecting stress deformation of the sand body are embedded in the sand body; the gas storage chamber is communicated with a gas inlet pipeline and a gas outlet pipeline; and an air inlet of the air inlet pipeline is connected with an air compressor. According to the method, the temperature, humidity, pressure and displacement change conditions of the underground gas storage in each stage of gas inflation, gas storage and gas deflation under the condition that the surrounding rock pressure load of the excavation disturbance surface is considered are reflected more truly and comprehensively.

The invention discloses a composite tough sealing lining structure and method for a compressed air energy storage reservoir, and relates to the technical field of compressed air energy storage, the sealing lining structure comprises a reinforced concrete layer, a flexible cushion layer and a glass fiber reinforced plastic layer which are sequentially arranged from outside to inside, and the reinforced concrete layer is arranged according to surrounding rock pressure and water pressure; the glass fiber reinforced plastic layer is used for sealing high-pressure air and bearing the internal pressure of the storage cavern, and the flexible cushion layer is used for reserving the deformation space of the glass fiber reinforced plastic layer, so that the formed composite toughness sealing lining structure and surrounding rock can be cooperatively stressed, the good sealing performance of the storage cavern is guaranteed, and the bearing capacity of the surrounding rock can be fully exerted.

The invention relates to the field of tunnel engineering, in particular to a method for calculating surrounding rock pressure of a tunnel structure through a pipe-roofing pre-construction method. Compared with an existing tunnel surrounding rock pressure calculation method, the method for calculating the surrounding rock pressure of the tunnel structure constructed through the pipe-roofing pre-building method has the advantages that the construction characteristics of the tunnel structure constructed through the pipe-roofing pre-building method can be accurately reflected by combining a tunnel load forming mechanism of the pre-building lining method, and the construction technology and structural characteristics of the pre-building lining method are embodied.

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 discloses a multi-mechanism composite formation pressure prediction method, system and device and a storage medium. The method comprises the steps that pressure prediction is conducted on an artabotrys hexapetalus and a yellow flow group of a warbler-agar basin through an Eaton method; according to the shale content, the formation porosity and the effective stress, longitudinal wave velocity model parameters are inversely calculated through combination of multiple nonlinear regression and a least square method, optimal model calculation parameters of a target block are obtained, and the effective stress of the high-pressure sections of the high-pressure layers of the lower Meishan group and the three groups is calculated based on the set of parameters; calculating sand body pore pressure predicted values corresponding to the lower Meishan group and the three groups according to the effective stress of the high-pressure section and the pressure of the overlying strata; and realizing multi-mechanism composite formation pressure prediction according to the under-compaction pore pressure prediction value and the high-pressure sand body pore pressure prediction value. The artabotrys hexapetalus and yellow flow group on the upper portion and the Meishan group and the three-branch group on the lower portion are subjected to pressure prediction through the Eaton method and the multi-parameter effective stress method, and therefore the pressure prediction precision is improved.

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.

The invention provides a metal mine ultra-deep vertical shaft step blasting energy release support tunneling method, and belongs to the technical field of metal mine ultra-deep vertical shaft energy release support. Dividing different-depth horizontal surrounding rock mass quality grades of the shaft according to the engineering geological information and evaluating different-depth surrounding rock rockburst tendency grades of the shaft; according to the engineering geological information, shaft circulation excavation sections are divided, and shaft drilling and blasting parameters are determined; according to the engineering geological information and the rockburst tendency grade, a stepped excavation construction mode is determined, and a supporting mode and supporting parameters are determined; loading rock and discharging slag; and the concrete lining permanent supporting opportunity is obtained, and anchor net shotcreting temporary supporting and concrete lining permanent supporting are conducted on the ultra-deep vertical shaft. Through the combination form of bench blasting and temporary supporting, in a deep high-stress unstable stratum area, surrounding rock pressure is released, rock mass dynamic impact is absorbed, the risk of rock burst disasters is reduced, and the shaft construction safety is improved.

The utility model discloses a pavement base structure compactness measuring device which comprises a container, a plurality of strip-shaped piezoelectric sensors are arranged on the side face of the inner wall of the container, a round piezoelectric sensor is arranged on the bottom face in the container, and the container is made of iron wires and is a cylinder without a top face. By arranging the strip-shaped piezoelectric sensor on the side surface, more accurate gravel quality data can be obtained by calculating the lateral surrounding rock pressure and the gravel quality, and interference caused by the lateral surrounding rock pressure is avoided. The device can be pre-buried in a road, can obtain the piezoelectric response characteristics of the large-particle-size macadam base layer closest to the actual working condition in a short time, calculates the compaction degree of the pavement base layer on the basis of the piezoelectric response characteristics, and can accurately represent the compaction degree characteristics of the large-particle-size macadam base layer under different conditions. And the compaction degree change process of the large-particle-size macadam base can be observed through an on-site pavement test, so that more accurate data can be provided for various aspects of road construction.

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 engineering support of metal mine high-stress stratums, in particular to a metal mine high-stress stratum ultra-deep vertical shaft oval lining support structure and method.The metal mine high-stress stratum ultra-deep vertical shaft oval lining support structure comprises an oval vertical shaft wall and a composite support system, and the composite support system comprises an initial flexible support, a shaft outer lining and a shaft inner circular lining; the long axis of the oval well wall is arranged in the maximum horizontal principal stress direction of primary rock stress. A traditional round shaft is changed into an oval shaft, the long axis extending direction of the oval shaft is kept consistent with the maximum principal stress direction, the tensile stress area is effectively expanded to the two sides of the long axis, the surrounding rock pressure is effectively released, after optimization, stress distribution is remarkably improved, the maximum principal stress is dominated by pressure stress, and the stress distribution is reduced. Compared with a traditional circular structure, a more reasonable stress state is realized; the minimum principal stress is also greatly reduced after filling, and the overall stress performance is remarkably improved.