164 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 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 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 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 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 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 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.

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.

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.

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.

The invention discloses an earth-rock dam rolling and filling quality assessment method and system, and the method comprises the steps: arranging sensor groups in different filling partitions through a predetermined grid, obtaining earth-rock pressure, displacement and humidity data to form an original set, calculating all index ranges in an ideal state according to the characteristics of the rolling partitions, and taking the index ranges as a reference set; determining the weight coefficient of each partition, weighting the original data, and comparing the original data with the reference set to construct a deviation set; and training and analyzing the deviation set through a machine learning algorithm, identifying the type of a problem region, calculating a quality risk index, evaluating the quality level of each partition and generating a report. According to the method, the rolling and filling data are obtained through the zoning and layering grid layout, deviation is analyzed through machine learning, the types of the areas with the quality problems are effectively recognized, the quality grade of each zone is accurately evaluated, and the accuracy of the earth-rock dam rolling and filling process is improved.

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 invention discloses a method for calculating surrounding rock pressure of a shallow-buried unequal-span bifurcated tunnel. The method mainly comprises the following steps: establishing a mechanical model of the shallow-buried unequal-span bifurcated tunnel; calculating the slip surface side resistance of the wedge block on the outer side of the large-span hole; the horizontal lateral pressure coefficient of the outer side of the large-span hole is calculated; calculating the side resistance of the trapezoidal block on the inner side of the large-span hole; calculating a horizontal lateral pressure coefficient of the inner side of the large-span hole; calculating the vertical surrounding rock pressure and the horizontal surrounding rock pressure of the large-span hole; and calculating the vertical surrounding rock pressure and the horizontal surrounding rock pressure of the small-span hole. The calculation method is provided for determining the surrounding rock pressure of the shallow-buried unequal-span bifurcated tunnel, the condition that the fracture surface is inclined can be considered, and the influence of the relative size and the relative position of the two bifurcated tunnels can be considered.

The present invention belongs to the field of tunnel engineering, and particularly relates to a construction safety evaluation method for a tunnel shotcrete-arch structure. The specific technical solution is as follows: according to the measured value of the surrounding rock pressure, a surrounding rock pressure-time function is obtained; according to the measured data of the shotcrete strength and elastic modulus, a shotcrete strength-age function and an elastic modulus-age function are obtained; based on the surrounding rock pressure-time function, the shotcrete strength-age function, and the elastic modulus-age function, the safety of the tunnel construction is evaluated by using the cross-section strength safety evaluation method in the failure stage. This method solves the defects of the current safety evaluation of the shotcrete-arch structure, takes into account the surrounding rock pressure and the time effect of the shotcrete, and realizes the safety evaluation of the whole construction process of the tunnel shotcrete-arch structure by the mechanized large-section method.

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 present invention relates to the technical field of surrounding rock pressure calculation, and in particular, to a method for optimizing the calculation of surrounding rock pressure of a deep-buried four-hole tunnel with a small net spacing. The method comprises the following steps: collecting geological parameters and support parameters; calculating the radius of the anchor reinforcement zone based on the geological parameters and support parameters; calculating the synthetic surrounding rock contact pressure value based on the radius of the anchor reinforcement zone using dynamic plastic superposition, introducing a porosity attenuation factor to quantify the influence of the pore structure on the rock mass stiffness in the process of calculating the synthetic surrounding rock contact pressure value, and introducing a gradation correction coefficient to optimize and dynamically adjust the sensitivity of the plastic zone expansion to the particle gradation; establishing a graded contact pressure correction model to correct the contact pressure error caused by the interference of multiple caverns to obtain the optimized surrounding rock contact pressure value. The design of the present invention comprehensively considers the mutual influence between multiple caverns, the synergistic effect of the support structure, and the dynamic changes during the construction process, and introduces the dynamic plastic superposition theory, dual-field coupling stress analysis, and a graded correction model.