Artificial pillar replacement system and method based on mechanical property optimization

Abstract

The invention relates to the technical field of data analysis, in particular to an artificial ore pillar replacement system and method based on mechanical property optimization, and the method specifically comprises the steps: obtaining an ore top three-dimensional stress distribution cloud picture and geological structure data of a target ore pillar area; carrying out bearing effect evolution analysis to obtain a bearing effect evaluation value; performing stability effect evolution analysis to obtain a stability effect evaluation value; obtaining a mechanical demand comparison value according to a mechanical demand comparison strategy; and carrying out optimal parameter analysis on the replacement pillar by utilizing the replacement pillar parameter decision strategy, and generating an artificial pillar replacement scheme in real time. The method solves the problems that in the prior art, the top plate control qualification rate is low after ore pillar replacement, and the comprehensive cost of ore pillars is high.

Description

Technical Field

[0001] The present invention relates to the technical field of data analysis, and is an artificial pillar replacement system and method based on mechanical property optimization. Background Art

[0002] In the field of mine support engineering, artificial pillar replacement technology has long faced the following bottlenecks: First, existing methods ignore the dynamic mechanical evolution characteristics of the mine roof area and rely only on static parameters (such as average stress and single crack density) to make decisions. They are unable to capture the formation mechanism of high-risk load-bearing areas during the stress redistribution of the roof (such as plastic zone expansion and stress concentration), resulting in a mismatch between the bearing capacity of the replacement pillar and the actual load evolution trend, inducing local failure or even chain damage; second, the geometric configuration of the pillar is poorly adapted to the complex geological environment, and standard cross-sectional shapes (such as circular / rectangular) are difficult to obtain. In order to match the irregular bearing area controlled by the fracture network, there is a lack of quantification of the impact of the structural complexity index on the cross-section selection, and a lack of position offset compensation mechanism, which easily leads to low support efficiency and material waste; thirdly, the parameter design model does not integrate multi-source dynamic factors, resulting in the reliance of pillar size calculation on empirical coefficients, which cannot achieve the optimization of mineral resources while ensuring safety, resulting in a redundancy of 30%-50% in the cross-sectional area of ​​the replacement pillars. These problems result in the existing method having a roof control pass rate of less than 70% after replacement, and the comprehensive cost of the pillars remains high. Summary of the Invention

[0003] The technical problem to be solved by the present invention is that in the prior art, the qualified rate of roof control after pillar replacement is low and the comprehensive cost of pillars remains high. An artificial pillar replacement system and method based on mechanical property optimization are proposed.

[0004] In order to achieve the above-mentioned object, the technical solution of the artificial pillar replacement method based on mechanical property optimization of the present invention comprises the following steps:

[0005] S1: Obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area;

[0006] S2: Import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain the bearing effect evaluation value;

[0007] S3: Import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain the stability effect evaluation value;

[0008] S4: Obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value based on the mechanical demand comparison strategy;

[0009] S5: The output values ​​of steps S2, S3 and S4 of the three-dimensional stress distribution cloud map of the mine roof in step S1 and the imported pillar replacement parameter decision strategy are used to perform optimal parameter analysis for pillar replacement, and an artificial pillar replacement plan is generated in real time.

[0010] Preferably, step S1 includes:

[0011] S11: Real-time acquisition of roof deformation data and fracture network distribution in the pillar area through 3D laser scanning and microseismic monitoring systems;

[0012] S12: Import the deformation field data into geomechanical analysis software to extract the roof subsidence distribution and principal stress direction angle of the target area before replacement;

[0013] S13: According to the rock mass RMR classification standard, the area where the roof subsidence is greater than the safety threshold is marked as a high-risk bearing area, and the area where the subsidence is less than the safety threshold is marked as a stable area;

[0014] S14: Calculation of the structural complexity index of the mine roof rock mass based on the distribution of fracture networks .

[0015] Preferably, step S2 includes:

[0016] S21: Obtaining roof stress concentration coefficient and plastic zone area data at corresponding positions after the current mining behavior and the previous mining behavior;

[0017] S22: Import the stress concentration data and plastic zone area data after the current mining behavior and the previous mining behavior into the bearing effect evaluation value calculation strategy to obtain the bearing effect evaluation value .

[0018] Preferably, step S3 includes:

[0019] S31: Obtaining data on the fracture development rate and rock integrity index at corresponding locations in the monitoring area after the current mining behavior and the previous mining behavior;

[0020] S32: Import the data of fracture development rate and rock integrity index at the corresponding position of the monitoring area after the current mining behavior and the previous mining behavior into the stability effect evaluation value calculation strategy to obtain the stability effect evaluation value .

[0021] Preferably, S4 includes:

[0022] Obtain the roof subsidence distribution of the target area and the roof subsidence distribution of the previous cycle replacement area, import the mechanical demand comparison strategy, and obtain the mechanical demand comparison value. The mechanical demand comparison strategy specifically includes:

[0023] ;

[0024] in, is the load demand weight coefficient, To construct the adaptation weight coefficient, is the average roof subsidence in the target area, is the average roof subsidence in the replacement area during the previous period, is the structural complexity index of the mine roof rock mass, is the pillar service time attenuation factor; It is the initial soundness factor of the pillar.

[0025] Preferably, the pillar replacement parameter decision strategy in step S5 includes: a configuration determination strategy, a position determination strategy and a size determination strategy;

[0026] The configuration determination strategy includes: extracting the structural complexity index of the mine roof rock mass calculated in step S14, and determining the geometric configuration of the replacement pillar based on the structural complexity index;

[0027] when When , it is proposed to match the cylindrical pillar as the geometric configuration of the replacement pillar;

[0028] when When , it is proposed to match the square pillar as the geometric configuration of the replacement pillar;

[0029] when When the elliptical pillars are replaced, the honeycomb-shaped combined pillars are matched as the geometric configuration of the replacement pillars.

[0030] Preferably, the location determination strategy in step S5 includes:

[0031] S51: Get the coordinates of the geometric center and the local bearing effect value of the corresponding area , using the weighted average algorithm to calculate the weighted stress center point of the mine roof area ;

[0032] S52: Based on the average stress in the mine roof area ,Combining the bearing effect and stability effect, the stress threshold is dynamically adjusted;

[0033] S53: Based on the stress threshold determined in step S52 , perform region extraction on the three-dimensional stress distribution cloud map obtained in step S1, and select the stress values ​​in the three-dimensional stress distribution cloud map that are greater than or equal to the stress threshold The continuous area demarcates the irregular main force area , and combined with the weighted force center point of the mine roof area in step S51 Determine the irregular main load area The equivalent radius ;

[0034] S54: The corrected shape characteristic parameters are calibrated by fitting the multiple historical stability effect evaluation values ​​of the corresponding area. The relationship between the modified shape characteristic parameters is obtained , combined with the modified shape feature parameters Calculate the main load area for each standard cross-section shape and irregular shape The geometric fitness of

[0035] S55: For each candidate standard cross-sectional shape in step S54, calculate its shape in the irregular main force area through finite element simulation. Stress distribution variance within ;

[0036] S56: Dynamically allocate geometric fit F and stress distribution variance based on mechanical demand comparison value ML Weight , through the comprehensive evaluation function, , calculate the comprehensive score of each candidate standard cross-sectional shape, and select the shape with the highest score as the optimal cross-sectional shape;

[0037] S57: Extract irregular main force area The equivalent radius , combined with the pillar service time attenuation factor , calculate the offset of the optimal cross-section center Δd, and move the cross-section center of the pillar from the weighted force center point The final optimization of the pillar position is completed by shifting Δd along the direction of maximum principal stress.

[0038] Preferably, the size determination strategy in step S5 includes:

[0039] S61: Based on the irregular main force area determined in step S53 , the three-dimensional stress distribution cloud map in this area Perform integral calculation to obtain the total load of the region, and then amplify and correct the total load in combination with the mechanical demand comparison value ML. The corrected total load ;

[0040] S62: The calculated mechanical demand comparison value, the load-bearing effect evaluation value of the previous cycle, the stability effect evaluation value of the previous cycle, and the pillar design strength of the previous cycle are imported into the pillar parameter calculation strategy:

[0041] ;

[0042] in, Preset strength for replacement pillars; Design strength for the previous cycle pillars;

[0043] S63: Based on the corrected total load obtained in step S61 and the preset strength of the replacement pillar obtained in step S62 , calculate the theoretical minimum load area ratio A; where the theoretical minimum load area ratio A is the corrected total load Preset strength of replacement pillars The ratio of

[0044] S64: According to the optimal cross-sectional shape determined in step S56, the corresponding shape correction coefficient is introduced, and the theoretical minimum bearing area is corrected by dividing the minimum bearing area ratio A by the corresponding shape correction coefficient to obtain the pillar cross-sectional design area. ;

[0045] S65: Considering the influence of stress distribution and crack damage on the pillar area, calculate the irregular main stress area determined in step S53 Stress gradient ,like , then stress gradient compensation is performed through stress compensation strategy; It is the empirical threshold of stress gradient set according to the type of rock mass at the mine roof;

[0046] Combined with regional crack rate , make corrections for crack effects, and obtain the final design area of ​​the replacement pillar ;

[0047] S66: Final design area of ​​the replacement pillar obtained in step S65 The optimal cross-sectional shape determined in step S56 is used to calculate the corresponding pillar geometric parameters to complete the final determination of the pillar size.

[0048] In addition, the artificial pillar replacement system based on mechanical performance optimization of the present invention includes the following modules:

[0049] Data acquisition module, load-bearing effect evolution analysis module, stability effect evolution analysis module, mechanical demand comparison module, and pillar replacement plan generation module;

[0050] The data acquisition module is used to obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area;

[0051] The bearing effect evolution analysis module is used to import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain a bearing effect evaluation value;

[0052] The stability effect evolution analysis module is used to import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain a stability effect evaluation value;

[0053] The mechanical demand comparison module is used to obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value according to the mechanical demand comparison strategy;

[0054] The pillar replacement scheme generation module performs optimal parameter analysis for replacing pillars according to a pillar replacement parameter decision strategy, and generates an artificial pillar replacement scheme in real time.

[0055] Compared with the prior art, the technical effects of the present invention are as follows:

[0056] 1. This invention uses the mine roof stress-crack multi-field coupling sensing technology to capture the expansion path of the roof plastic zone and the fractal evolution characteristics of the crack network in real time, accurately identify the variation pattern of the stress concentration coefficient in the high-risk bearing area, significantly improve sensitivity, and quantify the control mechanism of the structural complexity index on the geometric configuration of the mine pillar, so that the cross-section selection matching degree reaches more than 92%;

[0057] 2. This invention is based on a collaborative decision-making model that compares dynamic mechanical requirements and evaluates historical bearing performance. Through a triple optimization mechanism of position, shape, and size, the stress gradient drives the center of the pillar to intelligently shift toward the low-stress area, significantly reducing peak loads. A geometric fit-mechanical uniformity weight distribution algorithm is combined to adaptively generate honeycomb / elliptical and other special-shaped cross-sections to reduce stress distribution variance. A crack damage compensation factor is introduced to accurately calculate the bearing area, eliminating material redundancy while ensuring support reliability. This saves ore compared to existing designs.

[0058] 3. The present invention integrates a multi-parameter closed-loop verification system that takes into account the time-attenuation effect, which extends the service life of the replacement pillars and achieves a synergistic improvement in safety and resource efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0059] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for describing the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be derived from these drawings without inventive effort. Among them:

[0060] Figure 1 Schematic diagram of the process of artificial pillar replacement method based on mechanical property optimization of the present invention;

[0061] Figure 2 Schematic diagram of the flow of the location determination strategy of step S5 of the present invention;

[0062] Figure 3 Schematic diagram of the process of the size determination strategy of step S5 of the present invention;

[0063] Figure 4 This is a structural diagram of the artificial pillar replacement system based on mechanical performance optimization of the present invention. DETAILED DESCRIPTION

[0064] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention are described in detail below with reference to the accompanying drawings.

[0065] In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention may also be implemented in other ways different from those described herein. Those skilled in the art may make similar generalizations without violating the connotation of the present invention. Therefore, the present invention is not limited to the specific embodiments disclosed below.

[0066] Secondly, the term "one embodiment" or "embodiment" herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in various places throughout this specification does not necessarily refer to the same embodiment, nor does it refer to a separate or selective embodiment that is mutually exclusive of other embodiments.

[0067] Example 1: like Figure 1 As shown, the artificial pillar replacement method based on mechanical performance optimization of the embodiment of the present invention is as follows: Figure 1 As shown, the specific steps are as follows:

[0068] S1: Obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area;

[0069] Step S1 includes:

[0070] S11: Real-time acquisition of roof deformation data and fracture network distribution in the pillar area through 3D laser scanning and microseismic monitoring systems;

[0071] S12: Import the deformation field data into geomechanical analysis software to extract the roof subsidence distribution and principal stress direction angle of the target area before replacement;

[0072] S13: According to the rock mass RMR classification standard, the area where the roof subsidence is greater than the safety threshold is marked as a high-risk bearing area, and the area where the subsidence is less than the safety threshold is marked as a stable area;

[0073] S14: Calculation of the structural complexity index of the mine roof rock mass based on the distribution of fracture networks ;

[0074] For example, in this embodiment, a calculation strategy for the structural complexity index of the mine roof rock mass is provided, specifically: ,in, is the structural complexity index of the mine roof rock mass; is the total crack length, is the characteristic length of the monitoring area, and its value is , Sum is the total area of ​​the mine roof monitoring area; is the fractal dimension of the cracks in the mine roof monitoring area.

[0075] It should be noted that is the crack density term, and the division is used to eliminate the effect of area scale, so that It has scale invariance and is used to reflect the number of cracks per unit characteristic length. The larger the value, the more broken the rock mass. is a complexity term that characterizes the degree of disorder of crack distribution. For example, when When it is >1.6, it means that the cracks in the mine roof area are cross-branched and easily form unstable blocks; the product form of the two is used to comprehensively quantify the coupling effect of the number of cracks and the complexity of distribution. It should be noted that in the broken rock mass, if high-density cracks are regularly distributed (such as parallel joints), their harmfulness will be lower than that of random network distribution.

[0076] S2: Import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain the bearing effect evaluation value;

[0077] Step S2 includes:

[0078] S21: Obtaining roof stress concentration coefficient and plastic zone area data at corresponding positions after the current mining behavior and the previous mining behavior;

[0079] S22: Import the stress concentration data and plastic zone area data after the current mining behavior and the previous mining behavior into the bearing effect evaluation value calculation strategy to obtain the bearing effect evaluation value .

[0080] For example, in this embodiment, a strategy for calculating the load-bearing effect evaluation value is provided, specifically:

[0081] ;

[0082] Where T is the monitoring period of mine roof evolution behavior, I is the number of stress concentration areas at time t after the current mining behavior, and J is the number of stress concentration areas at time t after the previous mining behavior. is the peak strength of the i-th stress concentration zone after the current mining behavior at time t, is the area of ​​the ith plastic zone after the current mining behavior at time t, is the peak strength of the jth stress concentration zone after the last mining action at time t, is the area of ​​the jth plastic zone after the last mining action at time t;

[0083] It should be noted that based on the theory of plasticity mechanics, and The physical meaning of is the actual stress in the local area of ​​the pillar, which directly represents the load level. and The physical meaning of is the plastic zone area corresponding to the stress region, which represents the yield range of the material. In this embodiment, the instantaneous power of the yield bearing capacity is characterized by multiplying the two, and then the product is integrated to obtain the cumulative plastic dissipated energy.

[0084] In this embodiment, the cumulative plastic dissipation energy after the current mining behavior and the cumulative plastic dissipation energy after the previous mining behavior are compared. When the cumulative plastic dissipation energy after the current mining behavior is greater than the cumulative plastic dissipation energy after the previous mining behavior, the load-bearing effect evaluation value is When the value is less than 1, it means that the current mining causes greater plastic deformation, the bearing capacity of the pillar decreases, and its stability deteriorates; when the cumulative plastic dissipation energy after the current mining behavior is less than the cumulative plastic dissipation energy after the previous mining behavior, the bearing effect evaluation value is If it is greater than 1, it means that the current mining behavior has little impact on the stability of the pillar system.

[0085] S3: Import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain the stability effect evaluation value;

[0086] Step S3 includes:

[0087] S31: Obtaining data on the fracture development rate and rock integrity index at corresponding locations in the monitoring area after the current mining behavior and the previous mining behavior;

[0088] For example, in this embodiment, the strategy for obtaining the fracture development rate at the corresponding position in the monitoring area is to use a microseismic monitoring system to obtain it through vibration event location and time series analysis inversion;

[0089] For example, in this embodiment, the strategy for acquiring the rock integrity index data of the monitoring area is to use geological radar for detection and calculate the rock integrity index according to the RMR classification method or joint density.

[0090] S32: Import the data of fracture development rate and rock integrity index at the corresponding position of the monitoring area after the current mining behavior and the previous mining behavior into the stability effect evaluation value calculation strategy to obtain the stability effect evaluation value .

[0091] For example, in this embodiment, a stability effect evaluation value calculation strategy is provided, specifically:

[0092] ;

[0093] Among them, C is the number of cracks after the current mining behavior at time t, S is the number of cracks after the previous mining behavior at time t, is the expansion rate of the cth crack after the current mining behavior at time t, is the integrity index of the rock mass where the cth fracture is located after the current mining behavior at time t, is the expansion rate of the sth crack after the last mining action at time t, is the integrity index of the rock mass where the sth fracture is located after the last mining action at time t.

[0094] It should be noted that The crack expansion rate is higher, and the damage develops faster. At this time, the pillar stability is worse. Its physical meaning is the current damage resistance of the rock mass, and its value range is [0,1]. When the rock integrity is lower and the rock mass is more broken, it is more sensitive to rate changes. In this embodiment, the crack expansion rate is divided by the rock integrity index to directly characterize the degree of danger of crack expansion. The obtained quotient is actually the damage driving force index of the mining behavior, that is, when the rate is high and the rock mass is broken, the stability will deteriorate when the value increases. When the value is larger, the risk of system instability is higher. It should also be noted that at the same expansion rate, if the rock integrity index becomes smaller, it means that the rock mass's crack resistance decreases, and the stability of the pillar will face greater risks.

[0095] It should also be noted that when the stability effect evaluation value When it is greater than 1, it means that the current damage driving force is less than the historical value, indicating that the current mining behavior has little impact on the stability of the pillar system; and when the stability effect evaluation value When it is less than 1, it means that the current damage driving force is greater than the historical value, and the pillar stability decreases;

[0096] S4: Obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value based on the mechanical demand comparison strategy;

[0097] S4 includes:

[0098] Obtain the roof subsidence distribution of the target area and the roof subsidence distribution of the previous cycle replacement area, import the mechanical demand comparison strategy, and obtain the mechanical demand comparison value. The mechanical demand comparison strategy specifically includes:

[0099] ;

[0100] in, is the load demand weight coefficient (value ranges from 0.6 to 0.8), To construct the adaptation weight coefficient (value range is 0.2-0.4), is the average roof subsidence in the target area, is the average roof subsidence in the replacement area during the previous period, is the structural complexity index of the mine roof rock mass, is the pillar service time attenuation factor ( , t is the number of months of service); is the initial soundness factor of the pillar;

[0101] It should be noted that for the first , which represents the kinetic energy demand and is a dynamic response term. By comparing the current and historical roof subsidence, it aims to reflect the relative change in bearing demand and is used to quantify the degree of roof stability degradation caused by mining disturbance. For the second term, , which represents the system vulnerability requirement and is a static item; it should be noted that the use This is because when the service time of the pillar becomes longer, the bearing capacity of the pillar decreases, and the mechanical demand at this time will become greater, so Directly characterize the loss of carrying capacity;

[0102] It should also be noted that the structural complexity index of the mine roof rock mass that characterizes geological defects and characterization of pillar structural damage They will jointly weaken the strength of the rock mass, and the two meet the product failure criterion.

[0103] S5: The output values ​​of steps S2, S3 and S4 of the three-dimensional stress distribution cloud map of the mine roof in step S1 and the imported pillar replacement parameter decision strategy are used to perform optimal parameter analysis for pillar replacement, and an artificial pillar replacement plan is generated in real time.

[0104] The pillar replacement parameter decision strategy in step S5 includes: configuration determination strategy, position determination strategy and size determination strategy;

[0105] The configuration determination strategy includes: extracting the structural complexity index of the mine roof rock mass calculated in step S14, and determining the geometric configuration of the replacement pillar based on the structural complexity index;

[0106] when When , it is proposed to match the cylindrical pillar as the geometric configuration of the replacement pillar;

[0107] when When , it is proposed to match the square pillar as the geometric configuration of the replacement pillar;

[0108] when When the elliptical pillars are replaced, the honeycomb-shaped combined pillars are matched as the geometric configuration of the replacement pillars.

[0109] It should be noted that when The honeycomb pillar design is based on the topological optimization theory, which states that when the structural complexity exceeds the critical value, the stress concentration factor of the solid pillar will increase exponentially, while the porous structure can reduce the peak stress by more than 30%.

[0110] In this embodiment, 2.0 and 3.5 are determined by Monte Carlo simulation using 500 sets of digital rock models.

[0111] like Figure 2 As shown, the location determination strategy in step S5 includes:

[0112] In this embodiment, in order to focus on the weak bearing area, step S51 is set, and the specific content is as follows:

[0113] S51: Get the coordinates of the geometric center and the local bearing effect value of the corresponding area , using the weighted average algorithm to calculate the weighted stress center point of the mine roof area , to achieve precise positioning of the core position of force;

[0114] For example, in this embodiment, the weights in the weighted average algorithm are ,It should be noted that the smaller the local bearing effect value of the ,corresponding area, the greater the weight is given to prioritize ,strengthening the weak bearing area;

[0115] In this embodiment, in order to strengthen the identification of high-risk areas, step S52 is set, and the specific content is as follows:

[0116] S52: Based on the average stress of the mine roof area ,Combining the bearing effect and stability effect, the stress threshold is dynamically adjusted;

[0117] For example, in this embodiment, a dynamic adjustment strategy for the stress threshold is provided, specifically:

[0118] ;

[0119] It should be noted that, in this embodiment, a dynamic adjustment strategy for the stress threshold is provided, which aims to make the stress threshold adaptively change with the mechanical state of the mine roof, and provide a judgment standard for the subsequent identification of the main stress area.

[0120] S53: Based on the stress threshold determined in step S52 , perform region extraction on the three-dimensional stress distribution cloud map obtained in step S1, and select the stress values ​​in the three-dimensional stress distribution cloud map that are greater than or equal to the stress threshold The continuous area demarcates the irregular main force area , and combined with the weighted force center point of the mine roof area in step S51 Determine the irregular main load area The equivalent radius ;

[0121] It should be noted that, combined with the stress threshold calculation strategy in step S52, it can be deduced that When lowered, Also becomes larger, then the irregular main force area This is done to strengthen the identification of high-risk areas. Therefore, in this embodiment, the irregular main stress area in the three-dimensional stress distribution cloud map is divided. The purpose is to clarify the spatial scope where the pillars need to bear the most weight.

[0122] S54: The corrected shape characteristic parameters are calibrated by fitting the multiple historical stability effect evaluation values ​​of the corresponding area. The relationship between the modified shape characteristic parameters is obtained , combined with the modified shape feature parameters Calculate the main load area for each standard cross-section shape and irregular shape The geometric fitness of

[0123] Exemplarily, in this embodiment, the three standard cross-sectional shapes specifically include: circular, rectangular, and elliptical;

[0124] In this embodiment, a modified shape feature parameter is provided. The acquisition strategy is as follows:

[0125] First, multiple sets of historical data were collected, including actual offset distances, equivalent radii, and stability effect assessment values. The actual tolerance rate corresponding to each set of historical data was obtained by dividing the actual offset distance by the equivalent radius. Its physical meaning is the ratio of the actual offset to the regional radius.

[0126] Then, a statistical model of the stability effect evaluation value and the actual tolerance rate is established, as follows: ; K is fitted and calibrated. In this embodiment, K is the reference tolerance coefficient and is taken as 0.3;

[0127] when , that is, the stable state, is 0.3, the deviation is strictly limited; and when , that is, the unstable state, is 1.5, in which case the deviation tolerance needs to be significantly relaxed;

[0128] It should be noted that the smaller the stability effect, the more correct the shape characteristic parameters. The larger the value, the more it can be used to enhance the adaptability to unstable areas.

[0129] For example, in this embodiment, a standard cross-sectional shape and an irregular main force area are provided. The strategy for obtaining the geometric fitness F is as follows:

[0130] ;

[0131] in, is the overlapping area between the cross section and the stress-bearing area; is the distance between the center of the section and the center point of the weighted force; The physical meaning of is the effective tolerance radius;

[0132] It should also be noted that each standard cross-sectional shape provided in this embodiment is consistent with the irregular main force area. The strategy for obtaining the geometric adaptability is to achieve a quantitative evaluation of the geometric matching between the cross-sectional shape and the stress-bearing area, and obtain the adaptability value of each candidate shape. This is mainly to control the tolerance of the center position deviation of the pillar, thereby enhancing the adaptability fault tolerance to the unstable area, that is, position fault tolerance;

[0133] S55: For each candidate standard cross-sectional shape in step S54, calculate its shape in the irregular main force area through finite element simulation. Stress distribution variance within , in order to complete the quantitative evaluation of mechanical uniformity of different cross-sectional shapes;

[0134] It should be noted that the stress distribution variance The smaller it is, the more uniform the force on the pillar is under this cross-sectional shape.

[0135] S56: Dynamically allocate geometric fit F and stress distribution variance based on mechanical demand comparison value ML The weight of , calculate the comprehensive score of each candidate standard cross-sectional shape, and select the shape with the highest score as the optimal cross-sectional shape;

[0136] For example, in this embodiment, an implementation example of dynamic weight allocation is provided, specifically as follows: when the mechanical demand comparison value ML≥1, the weight of the geometric adaptability F is assigned to 0.7, and the stress distribution variance is assigned to The weight of is 0.3;

[0137] When the mechanical demand comparison value ML<1, the stress distribution variance is distributed The weight of ; Among them, the geometric fit F and stress distribution variance The sum of the corresponding weights of the two is 1;

[0138] S57: Extract irregular main force area The equivalent radius , combined with the pillar service time attenuation factor , calculate the offset of the optimal cross-section center Δd, and move the cross-section center of the pillar from the weighted force center point The final optimization of the pillar position is completed by shifting Δd along the direction of maximum principal stress.

[0139] For example, in this embodiment, a calculation strategy for the offset of the optimal cross-section center is provided, specifically: ;

[0140] It should be noted that the center of the optimal section is shifted in the opposite direction of the maximum principal stress to actively avoid the high stress area. This is done to reduce the load on the pillar.

[0141] like Figure 3 As shown, the size determination strategy in step S5 includes:

[0142] S61: Based on the irregular main force area determined in step S53 , the three-dimensional stress distribution cloud map in this area Perform integral calculation to obtain the total load of the region, and then amplify and correct the total load in combination with the mechanical demand comparison value ML. The corrected total load , this ensures that the load calculation matches the current mechanical requirements;

[0143] For example, in this embodiment, a specific implementation strategy for amplifying and correcting the total load by combining the mechanical demand comparison value ML is provided, specifically:

[0144] ;

[0145] Among them, ML is the mechanical demand comparison value, which is used to reflect the multiple of the current mechanical demand relative to the historical benchmark;

[0146] It should be noted that, in this embodiment, the mechanical demand comparison value ML is used to amplify and correct the total load because the larger the mechanical demand comparison value ML is, the higher the mechanical demand is relative to the previous cycle. That is, when ML is greater than 1, the total load is amplified and needs to match a higher mechanical demand.

[0147] S62: The calculated mechanical demand comparison value, the load-bearing effect evaluation value of the previous cycle, the stability effect evaluation value of the previous cycle, and the pillar design strength of the previous cycle are imported into the pillar parameter calculation strategy:

[0148] ;

[0149] in, Preset strength for replacement pillars; Design strength of the pillars for the previous cycle.

[0150] It should be noted that rock failure is a multiplicative superposition process of multiple factors. In this embodiment, The multiplicative form of can amplify the high-risk combination effect, that is, when both are very small, a significant multiplier effect is produced.

[0151] It should also be noted that ML in the numerator is the mapping parameter of the external load potential energy, while It is a mapping of the energy dissipation capacity of the mine roof rock mass. Therefore, according to the system potential energy balance, in this embodiment, the scaling of the previous cycle pillar design strength (foundation) is achieved through the ratio of the external load potential energy to the energy dissipation capacity of the mine roof rock mass.

[0152] S63: Based on the corrected total load obtained in step S61 and the preset strength of the replacement pillar obtained in step S62 , calculate the theoretical minimum bearing area ratio A, which is used as the basic reference value of the pillar cross-sectional area; among them, the theoretical minimum bearing area ratio A is the corrected total load Preset strength of replacement pillars The ratio of

[0153] It should be noted that the theoretical minimum bearing area ratio A is intended to find the minimum cross-sectional area that meets the strength requirements;

[0154] S64: According to the optimal cross-sectional shape determined in step S56, the corresponding shape correction coefficient is introduced, and the theoretical minimum bearing area is corrected by dividing the minimum bearing area ratio A by the corresponding shape correction coefficient to obtain the pillar cross-sectional design area. ;

[0155] For example, in this embodiment, the shape correction coefficient of a circle is 1.0, the shape correction coefficient of a rectangle is 0.85, and the shape correction coefficient of an ellipse is 0.95;

[0156] It should be noted that, in this embodiment, the theoretical minimum bearing area is corrected by introducing the corresponding shape correction coefficient in order to adapt to the differences in mechanical properties of different cross-sectional shapes. When the shape correction coefficient becomes smaller, a larger area is required to compensate for stress concentration. For the shape correction coefficient of the circle, its stress distribution is the most uniform, so it is taken as 1; for the rectangle, the shape correction coefficient is 0.85, and the stress concentration at its corners requires an increased area to compensate, and for the ellipse, the shape correction coefficient is 0.95, which is between the circle and the rectangle.

[0157] S65: Considering the influence of stress distribution and crack damage on the pillar area, calculate the irregular main stress area determined in step S53 Stress gradient ,like , then stress gradient compensation is performed through stress compensation strategy; It is the stress gradient empirical threshold set according to the type of mine roof rock mass. For example, for granite rock mass, the stress gradient empirical threshold is 0.2MPa / m.

[0158] For example, in this embodiment, the calculation strategy of the stress gradient is:

[0159] ,in, are the maximum stress and the minimum stress, respectively; is the characteristic length of the monitoring area;

[0160] For example, in this embodiment, a specific implementation example of a stress compensation strategy is provided, specifically: ;

[0161] It should be noted that if the stress gradient exceeds the limit, it indicates that local stress concentration may lead to shear failure.

[0162] Combined with regional crack rate , make corrections for crack effects, and obtain the final design area of ​​the replacement pillar ;

[0163] For example, in this embodiment, the regional crack rate The specific strategy for correcting the impact of cracks is: ;

[0164] It should be noted that in rock mechanics, the presence of cracks will significantly reduce the strength of the rock mass, so it is necessary to increase the bearing area of ​​the pillar to compensate. The formula amplifies the crack ratio through an exponential function, then adds 1 and multiplies it by the compensated area. That is, when the crack ratio is 0, , when the crack ratio increases, the crack influence factor should be 1, that is, the area does not increase;

[0165] S66: Final design area of ​​the replacement pillar obtained in step S65 The optimal cross-sectional shape determined in step S56 is used to calculate the corresponding pillar geometric parameters to complete the final determination of the pillar size.

[0166] For example, in this embodiment, if the optimal cross-sectional shape is a circle, the circle diameter is determined by the circle area strategy;

[0167] If the optimal cross-sectional shape is a rectangle, the length of the longer side is the final design area. Aspect ratio to the direction of the principal stress The result after taking the square root of the product; the shorter side of the rectangle is the final design area Divide the result by the length of the longer side;

[0168] If the optimal cross-sectional shape is an ellipse, combined with the area strategy of the ellipse, the major axis size of the ellipse is ; The minor axis size of the ellipse is .

[0169] Example 2: like Figure 4 As shown, the artificial pillar replacement system based on mechanical performance optimization of the embodiment of the present invention is as follows: Figure 4 As shown, it includes the following modules:

[0170] Data acquisition module, load-bearing effect evolution analysis module, stability effect evolution analysis module, mechanical demand comparison module, and pillar replacement plan generation module;

[0171] The data acquisition module is used to obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area;

[0172] The bearing effect evolution analysis module is used to import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain a bearing effect evaluation value;

[0173] The stability effect evolution analysis module is used to import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain a stability effect evaluation value;

[0174] The mechanical demand comparison module is used to obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value according to the mechanical demand comparison strategy;

[0175] The pillar replacement scheme generation module performs optimal parameter analysis for replacing pillars according to a pillar replacement parameter decision strategy, and generates an artificial pillar replacement scheme in real time.

[0176] Example 3: This embodiment provides an electronic device, comprising: a processor and a memory, wherein the memory stores a computer program that can be called by the processor;

[0177] The processor executes the above-mentioned artificial pillar replacement method based on mechanical property optimization by calling the computer program stored in the memory.

[0178] This electronic device may vary significantly depending on its configuration or performance. It can include one or more processors (Central Processing Units, CPUs) and one or more memories, wherein the memories store at least one computer program, which is loaded and executed by the processor to implement the artificial pillar replacement method based on mechanical property optimization provided in the above-mentioned method embodiment. The electronic device can also include other components for implementing the device's functions. For example, the electronic device can also include components such as wired or wireless network interfaces and input / output interfaces for data input and output. This embodiment is not described in detail here.

[0179] Example 4: This embodiment provides a computer-readable storage medium having a rewritable computer program stored thereon;

[0180] When the computer program is run on a computer device, the computer device is caused to execute the above-mentioned artificial pillar replacement method based on mechanical property optimization.

[0181] For example, computer-readable storage media can be read-only memory (ROM), random access memory (RAM), compact disc read-only memory (CD-ROM), magnetic tape, floppy disk, and optical data storage device.

[0182] It should be understood that in the various embodiments of the present application, the size of the serial numbers of the above-mentioned processes does not mean the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present application.

[0183] It should be understood that determining B based on A does not mean determining B based solely on A. B can also be determined based on A and / or other information.

[0184] The above embodiments can be implemented in whole or in part via software, hardware, firmware, or any other combination. When implemented using software, the above embodiments can be implemented in whole or in part in the form of a computer program product. A computer program product comprises one or more computer instructions or computer programs. When the computer instructions or computer program are loaded or executed on a computer, the processes or functions according to the embodiments of the present invention are fully or partially generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. Computer instructions can be stored in a computer-readable storage medium or transferred from one computer-readable storage medium to another. For example, computer instructions can be transferred from one website, computer, server, or data center to another website, computer, server, or data center via a wired network or / and a wireless network. The computer-readable storage medium can be any available medium accessible by a computer or a data storage device such as a server or data center that contains a collection of one or more available media. Available media can be magnetic media (e.g., floppy disks, hard disks, magnetic tapes), optical media (e.g., DVDs), or semiconductor media. The semiconductor media can be a solid-state drive.

[0185] Those skilled in the art will clearly understand that, for the convenience and brevity of description, the specific working processes of the systems, devices and units described above can refer to the corresponding processes in the aforementioned method embodiments and will not be repeated here.

[0186] Units described as separate components may or may not be physically separate, and components shown as units may or may not be physical units, that is, they may be located in one place or distributed across multiple network units. Some or all of these units may be selected to achieve the purpose of this embodiment according to actual needs.

[0187] The basic principles, main features, and advantages of the present invention are shown and described above. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The above embodiments and descriptions are merely illustrative of the principles of the present invention. Various changes and modifications may be made to the present invention without departing from the spirit and scope of the present invention. Such changes and modifications are intended to fall within the scope of the present invention. The scope of protection claimed in the present invention is defined by the appended claims and their equivalents.

Claims

1. The artificial pillar replacement method based on mechanical property optimization is characterized by: The method comprises: S1: Obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area; S2: Import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain the bearing effect evaluation value; S3: Import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain the stability effect evaluation value; S4: Obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value based on the mechanical demand comparison strategy; S5: The output values ​​of steps S2, S3 and S4 of the three-dimensional stress distribution cloud map of the mine roof in step S1 and the imported pillar replacement parameter decision strategy are used to perform optimal parameter analysis for pillar replacement, and an artificial pillar replacement plan is generated in real time.

2. The artificial pillar replacement method based on mechanical property optimization according to claim 1 is characterized in that: Step S1 includes: S11: Real-time acquisition of roof deformation data and fracture network distribution in the pillar area through 3D laser scanning and microseismic monitoring systems; S12: Import the deformation field data into geomechanical analysis software to extract the roof subsidence distribution and principal stress direction angle of the target area before replacement; S13: According to the rock mass RMR classification standard, the area where the roof subsidence is greater than the safety threshold is marked as a high-risk bearing area, and the area where the subsidence is less than the safety threshold is marked as a stable area; S14: Calculation of the structural complexity index of the mine roof rock mass based on the distribution of fracture networks .

3. The artificial pillar replacement method based on mechanical property optimization according to claim 2 is characterized in that: Step S2 includes: S21: Obtaining roof stress concentration coefficient and plastic zone area data at corresponding positions after the current mining behavior and the previous mining behavior; S22: Import the stress concentration data and plastic zone area data after the current mining behavior and the previous mining behavior into the bearing effect evaluation value calculation strategy to obtain the bearing effect evaluation value .

4. The artificial pillar replacement method based on mechanical property optimization according to claim 3 is characterized in that: Step S3 includes: S31: Obtaining data on the fracture development rate and rock integrity index at corresponding locations in the monitoring area after the current mining behavior and the previous mining behavior; S32: Import the data of fracture development rate and rock integrity index at the corresponding position of the monitoring area after the current mining behavior and the previous mining behavior into the stability effect evaluation value calculation strategy to obtain the stability effect evaluation value .

5. The artificial pillar replacement method based on mechanical property optimization according to claim 4 is characterized in that S4 include: Obtain the roof subsidence distribution of the target area and the roof subsidence distribution of the previous cycle replacement area, import the mechanical demand comparison strategy, and obtain the mechanical demand comparison value. The mechanical demand comparison strategy specifically includes: ； in, is the load demand weight coefficient, To construct the adaptation weight coefficient, is the average roof subsidence in the target area, is the average roof subsidence in the replacement area during the previous period, is the structural complexity index of the mine roof rock mass, is the pillar service time attenuation factor; It is the initial soundness factor of the pillar.

6. The artificial pillar replacement method based on mechanical property optimization according to claim 5 is characterized in that: The pillar replacement parameter decision strategy in step S5 includes: configuration determination strategy, position determination strategy and size determination strategy; The configuration determination strategy includes: extracting the structural complexity index of the mine roof rock mass calculated in step S14, and determining the geometric configuration of the replacement pillar based on the structural complexity index; when When , it is proposed to match the cylindrical pillar as the geometric configuration of the replacement pillar; when When , it is proposed to match the square pillar as the geometric configuration of the replacement pillar; when When the elliptical pillars are replaced, the honeycomb-shaped combined pillars are matched as the geometric configuration of the replacement pillars.

7. The artificial pillar replacement method based on mechanical property optimization according to claim 6 is characterized in that: The location determination strategy in step S5 includes: S51: Get the coordinates of the geometric center and the local bearing effect value of the corresponding area , using the weighted average algorithm to calculate the weighted stress center point of the mine roof area ; S52: Based on the average stress in the mine roof area ,Combining the bearing effect and stability effect, the stress threshold is dynamically adjusted; S53: Based on the stress threshold determined in step S52 , perform region extraction on the three-dimensional stress distribution cloud map obtained in step S1, and select the stress values ​​in the three-dimensional stress distribution cloud map that are greater than or equal to the stress threshold The continuous area demarcates the irregular main force area , and combined with the weighted force center point of the mine roof area in step S51 Determine the irregular main load area The equivalent radius ; S54: The corrected shape characteristic parameters are calibrated by fitting the multiple historical stability effect evaluation values ​​of the corresponding area. The relationship between the modified shape characteristic parameters is obtained , combined with the modified shape feature parameters Calculate the main load area for each standard cross-section shape and irregular shape The geometric fitness of S55: For each candidate standard cross-sectional shape in step S54, calculate its shape in the irregular main force area through finite element simulation. Stress distribution variance within ; S56: Dynamically allocate geometric fit F and stress distribution variance based on mechanical demand comparison value ML Weight , through the comprehensive evaluation function, , calculate the comprehensive score of each candidate standard cross-sectional shape, and select the shape with the highest score as the optimal cross-sectional shape; S57: Extract irregular main force area The equivalent radius , combined with the pillar service time attenuation factor , calculate the offset of the optimal cross-section center Δd, and move the cross-section center of the pillar from the weighted force center point The final optimization of the pillar position is completed by shifting Δd along the direction of maximum principal stress.

8. The artificial pillar replacement method based on mechanical property optimization according to claim 7 is characterized in that: The size determination strategy in step S5 includes: S61: Based on the irregular main force area determined in step S53 , the three-dimensional stress distribution cloud map in this area Perform integral calculation to obtain the total load of the region, and then amplify and correct the total load in combination with the mechanical demand comparison value ML. The corrected total load ; S62: The calculated mechanical demand comparison value, the load-bearing effect evaluation value of the previous cycle, the stability effect evaluation value of the previous cycle, and the pillar design strength of the previous cycle are imported into the pillar parameter calculation strategy: ； in, Preset strength for replacement pillars; Design strength for the previous cycle pillars; S63: Based on the corrected total load obtained in step S61 and the preset strength of the replacement pillar obtained in step S62 , calculate the theoretical minimum load area ratio A; where the theoretical minimum load area ratio A is the corrected total load Preset strength of replacement pillars The ratio of S64: According to the optimal cross-sectional shape determined in step S56, the corresponding shape correction coefficient is introduced, and the theoretical minimum bearing area is corrected by dividing the minimum bearing area ratio A by the corresponding shape correction coefficient to obtain the pillar cross-sectional design area. ; S65: Considering the influence of stress distribution and crack damage on the pillar area, calculate the irregular main stress area determined in step S53 Stress gradient ,like , then stress gradient compensation is performed through stress compensation strategy; It is the empirical threshold of stress gradient set according to the type of rock mass at the mine roof; Combined with regional crack rate , make corrections for crack effects, and obtain the final design area of ​​the replacement pillar ; S66: Final design area of ​​the replacement pillar obtained in step S65 The optimal cross-sectional shape determined in step S56 is used to calculate the corresponding pillar geometric parameters to complete the final determination of the pillar size.

9. An artificial pillar replacement system based on mechanical performance optimization, used to implement the artificial pillar replacement method based on mechanical performance optimization according to any one of claims 1 to 8, characterized in that: The system comprises: Data acquisition module, load-bearing effect evolution analysis module, stability effect evolution analysis module, mechanical demand comparison module, and pillar replacement plan generation module; The data acquisition module is used to obtain the three-dimensional stress distribution cloud map and geological structure data of the target pillar area; The bearing effect evolution analysis module is used to import the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis and obtain a bearing effect evaluation value; The stability effect evolution analysis module is used to import the geological structure data of the historical pillar area into the stability effect evolution analysis strategy to perform stability effect evolution analysis and obtain a stability effect evaluation value; The mechanical demand comparison module is used to obtain the roof subsidence distribution of the current target area and the roof subsidence distribution of the replacement area in the previous cycle, and obtain a mechanical demand comparison value according to the mechanical demand comparison strategy; The pillar replacement scheme generation module performs optimal parameter analysis for replacing pillars according to a pillar replacement parameter decision strategy, and generates an artificial pillar replacement scheme in real time.

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