Artificial pillar replacement system and method based on mechanical property optimization

Abstract

The present application relates to the technical field of data analysis, and is an artificial pillar replacement system and method based on mechanical property optimization, specifically comprising: obtaining a mine roof three-dimensional stress distribution cloud picture and geological structure data of a target pillar area; performing 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 requirement comparison value according to a mechanical requirement comparison strategy; and performing optimal parameter analysis of a replacement pillar by using a replacement pillar parameter decision strategy, and generating an artificial pillar replacement scheme in real time. The present application solves the problems of low roof control qualified rate after pillar replacement and high pillar comprehensive cost in the prior art.

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 S1, S2, S3 and S4 are imported into the replacement pillar parameter decision strategy to analyze the optimal parameters of the replacement pillar, and a real-time artificial replacement pillar replacement scheme is generated.

[0010] Preferably, step S1 comprises:

[0011] S11: Obtain the roof deformation field data and fracture network distribution in the pillar area in real time through a three-dimensional laser scanning and microseismic monitoring system;

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

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

[0014] S14: Calculate the structural complexity index of the roof rock mass based on the fracture network distribution .

[0015] Preferably, step S2 comprises:

[0016] S21: Obtain the stress concentration coefficient and plastic zone area data of the corresponding position of the roof after the current mining behavior and after the last mining behavior;

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

[0018] Preferably, step S3 comprises:

[0019] S31: Obtain the fracture development rate and rock mass integrity index data of the corresponding position of the monitoring area after the current mining behavior and after the last mining behavior;

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

[0021] Preferably, S4 comprises:

[0022] Obtain the roof subsidence distribution of the target area and the roof subsidence distribution of the replacement area in the previous period, import a mechanical demand comparison strategy to obtain a mechanical demand comparison value, and the mechanical demand comparison strategy specifically comprises:

[0023] ;

[0024] wherein, is a bearing demand weight coefficient, is a structure adaptation weight coefficient, is the average roof subsidence of the target region this time, is the average roof subsidence of the replacement region in the previous period, is a structure complexity index of the roof rock mass, is a service time decay factor of the pillar; is an initial soundness factor of the pillar.

[0025] Preferably, the replacement pillar 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 structure complexity index of the roof rock mass calculated in step S14, and determining the geometric configuration of the replacement pillar based on the structure complexity index;

[0027] When , a cylindrical pillar is matched as the geometric configuration of the replacement pillar;

[0028] When , a square pillar is matched as the geometric configuration of the replacement pillar;

[0029] When , a honeycomb combined elliptical pillar is matched as the geometric configuration of the replacement pillar.

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

[0031] S51: obtaining the geometric center coordinates and the local bearing effect value of the corresponding region , and calculating the weighted stress center point of the roof region using a weighted average algorithm;

[0032] S52: based on the average stress of the roof region , combining the bearing effect and the stability effect, and dynamically adjusting the stress threshold value;

[0033] S53: based on the stress threshold value determined in step S52 , extracting the region from the three-dimensional stress distribution cloud map obtained in step S1, and delimiting the irregular main stress region from the continuous region with a stress value greater than or equal to the stress threshold value in the three-dimensional stress distribution cloud map , and combining the weighted stress center point of the roof region in step S51 to determine the equivalent radius of the irregular main stress region . ;

[0034] S54: fitting the relationship between the correction shape feature parameter and the multiple historical stability effect evaluation values of the corresponding area, to obtain the correction shape feature parameter ; , combined with the correction shape feature parameter , the geometric fitness of each standard cross-sectional shape to the irregular main stress area is calculated;

[0035] S55: for each candidate standard cross-sectional shape in step S54, the stress distribution variance in the irregular main stress area is calculated by finite element simulation;

[0036] S56: based on the mechanical demand comparison value ML, the weights of the geometric fitness F and the stress distribution variance are dynamically allocated, the comprehensive score of each candidate standard cross-sectional shape is calculated by the comprehensive evaluation function , and the shape with the highest score is selected as the optimal cross-sectional shape;

[0037] S57: the equivalent radius of the irregular main stress area is extracted, combined with the service time decay factor of the pillar , the offset amount Δd of the optimal cross-sectional center is calculated, and the pillar cross-sectional center is offset by Δd along the maximum principal stress direction from the weighted stress center point , completing the final optimization of the pillar position.

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

[0039] S61: based on the irregular main stress area determined in step S53, the three-dimensional stress distribution cloud diagram in the area is integrated to obtain the total load, and the total load is amplified and corrected based on the mechanical demand comparison value ML, and the corrected total load ;

[0040] S62: the calculated mechanical demand comparison value, the bearing effect evaluation value of the previous period, the stability effect evaluation value of the previous period and the previous period pillar design strength are introduced into the pillar parameter calculation strategy:

[0041] ;

[0042] wherein, is the preset strength of the replacement pillar; is the previous period pillar design strength;​​​

[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 configured to import geological structure data of a historical pillar region into a 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 configured to obtain a roof subsidence distribution of the target region and a roof subsidence distribution of a previous replacement region, and obtain a mechanical demand comparison value according to a mechanical demand comparison strategy.

[0054] The pillar replacement scheme generation module performs optimal parameter analysis of the replacement pillar according to a replacement pillar 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 application are as follows:

[0056] 1. The present application uses roof stress-fracture multi-field coupling sensing technology to capture the roof plastic zone expansion path and fracture network fractal evolution characteristics in real time, accurately identify the stress concentration coefficient variation law of high-risk bearing areas, greatly improve the sensitivity, and quantify the control mechanism of structural complexity index on the geometric configuration of the pillar, so that the matching degree of the cross section selection is more than 92%;

[0057] 2. The present application is based on a collaborative decision-making model of dynamic mechanical demand comparison and historical bearing efficiency evaluation, and through a position-shape-size triple optimization mechanism: the pillar center is intelligently offset to the low stress area driven by stress gradient, the peak load is greatly reduced, the geometric fitness-mechanical uniformity weight distribution algorithm is used to adaptively generate a honeycomb / elliptical irregular cross section to reduce the stress distribution variance, and a fracture damage compensation factor is introduced to accurately calculate the bearing area, which eliminates material redundancy while ensuring support reliability, and saves ore compared with the existing design;

[0058] 3. The present application integrates a multi-parameter closed-loop checking system of time decay effect, prolongs the service period of the replacement pillar, and realizes the collaborative leap of safety and resource efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0059] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiment description. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor. Among them:

[0060] Figure 1 The flowchart of the artificial pillar replacement method based on mechanical performance optimization of the present application;

[0061] Figure 2 The flowchart of the position determination strategy of step S5 of the present application;

[0062] Figure 3 Flowchart for size determination strategy of step S5 of the present application;

[0063] Figure 4 Structural schematic diagram of the artificial pillar replacement system based on mechanical property optimization of the present application. DETAILED DESCRIPTION

[0064] In order to make the above objectives, features and advantages of the present application more apparent, specific embodiments of the present application are described in detail below with reference to the accompanying drawings.

[0065] In the following description, a large number of specific details are set forth in order to facilitate a thorough understanding of the present application, but the present application can also be implemented in other ways different from those described herein, and those skilled in the art can make similar generalizations without departing from the connotation of the present application, therefore the present application is not limited to the specific embodiments disclosed below.

[0066] Secondly, the "one embodiment" or "embodiment" referred to herein means that specific features, structures or characteristics can be included in at least one implementation of the present application. "In one embodiment" appearing in different places in the specification does not mean the same embodiment, nor is it an independent or alternative embodiment that excludes other embodiments.

[0067] Embodiment one:

[0068] As shown in the figure, the artificial pillar replacement method based on mechanical property optimization of the present application embodiment, as shown in the figure, includes the following specific steps: Figure 1 Figure 1 S1: Obtain the three-dimensional stress distribution cloud diagram of the roof of the target pillar area and the geological structure data;

[0069] S1 includes:

[0070] Step S1 includes:

[0071] S11: Obtain the roof deformation field data and fracture network distribution of the pillar area in real time through the three-dimensional laser scanning and microseismic monitoring system;

[0072] S12: Import the deformation field data into the geomechanics analysis software, and extract the roof subsidence distribution and principal stress direction angle of the target area before replacement;

[0073] S13: According to the rock mass RMR classification standard, mark the area with subsidence greater than the safety threshold as a high-risk bearing area, and mark the area with subsidence less than the safety threshold as a stable area;

[0074] S14: Calculate the structure complexity index of the roof rock mass based on the fracture network distribution ;​

[0075] Exemplarily, in the embodiment, a calculation strategy of the structural complexity index of the roof rock mass is provided, in particular: , wherein, is the structural complexity index of the roof rock mass; is the total length of the fissures, is the characteristic length of the monitoring area, which is , Sum is the total area of the roof monitoring area; is the fractal dimension of the fissures in the roof monitoring area.

[0076] It should be noted that, is the fissure density term, and the division is used to eliminate the influence of the area scale, so that has scale invariance, which is used to reflect the number of fissures per unit characteristic length, and the larger the value is, the more broken the rock mass is. is the complexity term, which represents the degree of chaos of the fissure distribution, and exemplarily, >1.6, indicating that the fissures in the roof area are branch-shaped and cross, and are easy to form unstable blocks; the product form is used for the two to, comprehensively quantify the coupling effect of the number and distribution complexity of the fissures, and it should be noted that in the broken rock mass, if the high-density fissures are regularly distributed, such as parallel joints, the hazard will be lower than that of random network distribution.

[0077] S2: importing the stress evolution data of the historical pillar area into the bearing effect evolution analysis strategy to perform bearing effect evolution analysis, and obtaining a bearing effect evaluation value;

[0078] Step S2 includes:

[0079] S21: obtaining the roof stress concentration coefficient and the plastic zone area data at the corresponding positions after the current mining behavior and after the last mining behavior;

[0080] S22: importing the stress concentration data and the plastic zone area data after the current mining behavior and after the last mining behavior into a bearing effect evaluation value calculation strategy to obtain a bearing effect evaluation value .

[0081] Exemplarily, in the embodiment, a bearing effect evaluation value calculation strategy is provided, in particular:

[0082] ;

[0083] wherein T is the roof evolution behavior monitoring period, I is the number of stress concentration zones at time t after the current mining behavior, J is the number of stress concentration zones at time t after the last mining behavior, is the peak strength of the i-th stress concentration zone at time t after the current mining behavior, is the i th plastic zone area after the current mining behavior at time t, is the peak strength of the j th stress concentration zone after the previous mining behavior at time t, is the j th plastic zone area after the previous mining behavior at time t;

[0084] It should be noted that, based on the theory of plastic mechanics, and The physical meaning of is the actual stress of the local area of the pillar, which directly represents the load level, while and The physical meaning of is the plastic zone area of the corresponding stress area, which represents the yield range of the material. In this embodiment, the instantaneous power of the yield bearing capacity is represented by multiplying the two, and then the product is integrated to obtain the cumulative plastic dissipation energy.

[0085] In this embodiment, the cumulative plastic dissipation energy after the current mining behavior and the previous mining behavior is 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, that is, the bearing effect evaluation value is less than 1, it means that the current mining causes greater plastic deformation, and the bearing capacity of the pillar decreases, and its stability deteriorates; while the cumulative plastic dissipation energy after the current mining behavior is less than the cumulative plastic dissipation energy after the previous mining behavior, that is, the bearing effect evaluation value is greater than 1, it means that the current mining behavior has little effect on the stability of the pillar system.

[0086] 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 a stability effect evaluation value;

[0087] Step S3 includes:

[0088] S31: Obtain the crack development rate and rock mass integrity index data of the monitoring area corresponding position after the current mining behavior and the previous mining behavior;

[0089] Exemplarily, in this embodiment, the acquisition strategy of the crack development rate of the monitoring area corresponding position is to use a microseismic monitoring system to obtain it through vibration event positioning and time sequence analysis inversion;

[0090] Exemplarily, in this embodiment, the acquisition strategy of the rock mass integrity index data of the monitoring area is to use a geological radar to detect and calculate the rock mass integrity index according to the RMR classification method or joint density.

[0091] S32: Import the crack development rate and rock mass integrity index data of the monitoring area corresponding position after the current mining behavior and the previous mining behavior into the stability effect evaluation value calculation strategy, and obtain a stability effect evaluation value. .

[0092] Exemplarily, in the embodiment, a stability effect evaluation value calculation strategy is provided, specifically:

[0093] ;

[0094] Wherein, C is the number of fractures after the current mining behavior at t, S is the number of fractures after the last mining behavior at t, is the propagation rate of the c-th fracture after the current mining behavior at t, is the integrity index of the rock mass where the c-th fracture is located after the current mining behavior at t, is the propagation rate of the s-th fracture after the last mining behavior at t, is the integrity index of the rock mass where the s-th fracture is located after the last mining behavior at t.

[0095] It should be noted that, is the propagation rate of the fracture, when the propagation rate of the fracture is higher, it means that the damage development is faster, at this time the stability of the pillar is worse, for , its physical meaning is the current damage resistance of the rock mass, its value range is [0, 1], when the rock mass integrity is lower, the rock mass is more broken, then the rate change is more sensitive, in the embodiment, the propagation rate of the fracture is divided by the integrity index of the rock mass, which aims to directly represent the danger degree of the fracture propagation, and the quotient value 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 value increases, the stability deteriorates, the greater the value, the higher the risk of system instability; It should be noted that, under the same propagation rate, if the rock mass integrity index becomes smaller, it means that the rock mass resistance to cracking decreases, and the stability of the pillar will face greater risk.

[0096] It should be further noted that when the stability effect evaluation value is greater than 1, it means that the current damage driving force is less than the historical value, which means that the current mining behavior has less impact on the stability of the pillar system; and when the stability effect evaluation value is less than 1, it means that the current damage driving force is greater than the historical value, and the stability of the pillar decreases;

[0097] S4: Obtain the roof subsidence distribution of the target area and the roof subsidence distribution of the replacement area in the previous period, and obtain the mechanical demand comparison value according to the mechanical demand comparison strategy;

[0098] S4 includes:

[0099] The roof subsidence distribution of the target area and the roof subsidence distribution of the replacement area in the previous period are obtained, and a mechanical demand comparison strategy is introduced to obtain a mechanical demand comparison value, and the mechanical demand comparison strategy specifically includes:

[0100] ;

[0101] wherein, is a bearing demand weight coefficient (0.6-0.8), is a structure adaptation weight coefficient (0.2-0.4), is the average roof subsidence of the target area, is the average roof subsidence of the replacement area in the previous period, is a structure complexity index of the roof rock mass, is a pillar service time attenuation factor (a, t is the service month), is an initial soundness factor of the pillar;

[0102] It should be noted that the first term 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 quantify the degree of roof stability deterioration caused by mining disturbance. For the second term, it represents the system vulnerability demand and is a static term. It should be noted that is used because when the service time of the pillar increases, the bearing capacity of the pillar decreases, and at this time the mechanical demand will increase, so is used to directly represent the loss of bearing capacity;

[0103] It should also be noted that the structure complexity index of the roof rock mass representing geological defects and the representing the structural damage of the pillar will jointly weaken the strength of the rock mass, and both satisfy the product-type failure criterion.

[0104] S5: The three-dimensional stress distribution cloud of the roof in step S1, the output values of steps S2, S3 and S4, and the replacement pillar parameter decision strategy are used to analyze the optimal parameters of the replacement pillar, and an artificial pillar replacement scheme is generated in real time.

[0105] The replacement pillar parameter decision strategy in step S5 includes a configuration determination strategy, a position determination strategy and a size determination strategy;

[0106] The configuration determination strategy includes extracting the structure complexity index of the roof rock mass calculated in step S14, and determining the geometric configuration of the replacement pillar based on the structure complexity index;

[0107] When ​When

[0108] When When

[0109] When When

[0110] It should be noted that when When

[0111] In the present embodiment, 2.0 and 3.5 are determined by Monte Carlo simulation of 500 groups of digital rock models.

[0112] As Figure 2 shown, the position determination strategy in step S5 includes:

[0113] In the present embodiment, in order to focus on the weak bearing area, step S51 is set, and the specific content is as follows:

[0114] S51: Obtain the geometric center coordinates and the local bearing effect value of the corresponding area , and calculate the weighted stress center point of the roof area by using a weighted average algorithm to realize accurate positioning of the stress core position;

[0115] Exemplarily, in the present embodiment, the weight in the weighted average algorithm is It should be noted that the smaller the local bearing effect value of the corresponding area is, the greater the weight is. This processing is to preferentially strengthen the weak bearing area;

[0116] In the present embodiment, in order to strengthen the high-risk area identification, step S52 is set, and the specific content is as follows:

[0117] S52: Based on the average stress of the roof area , the stress threshold value is dynamically adjusted in combination with the bearing effect and the stability effect;

[0118] Exemplarily, in the present embodiment, a dynamic adjustment strategy of the stress threshold value is provided, and specifically:

[0119] ;

[0120] It should be noted that in the present embodiment, the dynamic adjustment strategy of the stress threshold is provided to adaptively change the stress threshold with the roof mechanical state, thereby providing a determination criterion for subsequent identification of the main stress area.

[0121] S53: determining the stress threshold based on the determination in step S52 The three-dimensional stress distribution chart obtained in step S1 is subjected to region extraction, and the continuous region with a stress value greater than or equal to the stress threshold in the three-dimensional stress distribution chart is demarcated as an irregular main stress area , and the equivalent radius of the irregular main stress area is determined in combination with the weighted stress center point of the roof area in step S51 ; ;

[0122] It should be noted that in combination with the stress threshold calculation strategy in step S52, it can be deduced that when decreases, the equivalent radius also increases, and then the irregular main stress area will expand. This is to strengthen the identification of high-risk areas, so in the present embodiment, the irregular main stress area in the three-dimensional stress distribution chart is demarcated to clearly define the spatial range that needs to be mainly borne by the pillar.

[0123] S54: fitting and calibrating the relationship between the multiple historical stability effect evaluation values of the corresponding area and the modified shape characteristic parameter to obtain the modified shape characteristic parameter , and calculating the geometric fitness of each standard cross-sectional shape with the irregular main stress area in combination with the modified shape characteristic parameter ;

[0124] Exemplarily, in the present embodiment, the three standard cross-sectional shapes specifically include: circle, rectangle, and ellipse.

[0125] In the present embodiment, an acquisition strategy of the modified shape characteristic parameter is provided, specifically as follows:

[0126] First, a plurality of historical data are collected, including actual offset distance, equivalent radius, and stability effect evaluation value, and the actual tolerance rate corresponding to each group of historical data is obtained by dividing the actual offset distance by the equivalent radius, and the physical meaning is that the actual offset accounts for the proportion of the radius of the area;

[0127] Then, a statistical model of the stability effect evaluation value and the actual tolerance rate is established, specifically as follows: K is fitted and calibrated, and in the present embodiment, K is a reference tolerance coefficient, and is taken as 0.3.

[0128] When , i.e. stable state, is 0.3, at which time the offset is strictly limited; and when , i.e. unstable state, is 1.5, at which time the offset tolerance needs to be greatly relaxed;

[0129] It should be noted that the smaller the stability effect is, the larger the correction shape feature parameter is, mainly in order to enhance the adaptation fault tolerance of the unstable region;

[0130] Exemplarily, in the embodiment, a strategy for acquiring the geometric adaptation degree F of each standard cross-sectional shape to the irregular main stress region is provided, specifically:

[0131] ;

[0132] wherein, is the cross-sectional area overlapping with the stress region; is the distance between the cross-sectional center and the weighted stress center point; has a physical meaning of effective tolerance radius;

[0133] It should be further noted that the strategy for acquiring the geometric adaptation degree of each standard cross-sectional shape to the irregular main stress region provided in the embodiment aims to realize the geometric matching quantitative evaluation of the cross-sectional shape to the stress region, to obtain the adaptation degree value of each candidate shape, and mainly to control the tolerance of the pillar center position offset, thereby enhancing the adaptation fault tolerance, i.e. position fault tolerance, of the unstable region.

[0134] S55: for each candidate standard cross-sectional shape in step S54, the stress distribution variance in the irregular main stress region is calculated by finite element simulation, so as to complete the mechanical uniformity quantitative evaluation of different cross-sectional shapes;

[0135] It should be noted that the smaller the stress distribution variance is, the more uniform the stress of the pillar under the cross-sectional shape is.

[0136] S56: based on the mechanical requirement comparison value ML, the weights of the geometric adaptation degree F and the stress distribution variance are dynamically allocated, the comprehensive score of each candidate standard cross-sectional shape is calculated by a comprehensive evaluation function, , and the shape with the highest score is selected as the optimal cross-sectional shape;

[0137] ​​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;

[0138] When the mechanical demand comparison value ML<1, the stress distribution variance is distributed The weight is ; Among them, the geometric fit F and stress distribution variance The sum of the corresponding weights of the two is 1;

[0139] 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.

[0140] For example, in this embodiment, a calculation strategy for the offset of the optimal cross-section center is provided, specifically: ;

[0141] 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.

[0142] like Figure 3 As shown, the size determination strategy in step S5 includes:

[0143] 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;

[0144] 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:

[0145] ;

[0146] 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;

[0147] It should be noted that in the present embodiment, the total load is amplified and corrected using the mechanical demand ratio ML, because the greater the mechanical demand ratio ML, the higher the mechanical demand of the present cycle relative to the previous cycle, i.e. when ML is greater than 1, the total load is amplified, and a higher mechanical demand needs to be matched;

[0148] S62: The calculated mechanical demand ratio, the bearing effect evaluation value of the previous cycle, the stability effect evaluation value of the previous cycle, and the previous cycle pillar design strength are introduced into the pillar parameter calculation strategy:

[0149] ;

[0150] wherein, is the replacement pillar preset strength; is the previous cycle pillar design strength.

[0151] It should be noted that rock mass failure is a process of multiplicative superposition of multiple factors. In the present embodiment, the product form of can amplify the high-risk combination effect, i.e. when both are very small, a significant multiplication effect is produced.

[0152] It should also be noted that ML in the numerator is a mapping parameter of external load potential energy, and in the denominator is a mapping of the energy dissipation capacity of the roof rock mass, so according to the system potential energy balance, in the present embodiment, the ratio of the external load potential energy to the energy dissipation capacity of the roof rock mass is used to scale the previous cycle pillar design strength (basis).

[0153] S63: Based on the corrected total load obtained in step S61 and the replacement pillar preset strength obtained in step S62, the theoretical minimum bearing area ratio A is calculated as a basic reference value for the pillar cross-sectional area; wherein the theoretical minimum bearing area ratio A is the ratio of the corrected total load to the replacement pillar preset strength ;

[0154] It should be noted that the theoretical minimum bearing area ratio A aims to find the minimum cross-sectional area that meets the strength requirement;

[0155] S64: According to the optimal cross-sectional shape determined in step S56, introduce the corresponding shape correction coefficient, and correct the theoretical minimum bearing area by dividing the minimum bearing area ratio A by the corresponding shape correction coefficient to obtain the pillar cross-sectional design area ;

[0156] Exemplarily, in the present 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.

[0157] 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.

[0158] 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.

[0159] For example, in this embodiment, the calculation strategy of the stress gradient is:

[0160] ,in, are the maximum stress and the minimum stress, respectively; is the characteristic length of the monitoring area;

[0161] For example, in this embodiment, a specific implementation example of a stress compensation strategy is provided, specifically: ;

[0162] It should be noted that if the stress gradient exceeds the limit, it indicates that local stress concentration may lead to shear failure.

[0163] Combined with regional crack rate , make corrections for crack effects, and obtain the final design area of ​​the replacement pillar ;

[0164] For example, in this embodiment, the regional crack rate The specific strategy for correcting the impact of cracks is: ;

[0165] 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;

[0166] S66: final design area of the replacement pillar obtained according to step S65 and the optimal cross-sectional shape determined in step S56, the corresponding pillar geometric parameters are calculated, and the final determination of the pillar size is completed.

[0167] Exemplarily, in the present embodiment, if the optimal cross-sectional shape is a circle, the circular diameter is determined through the area strategy of the circle;

[0168] If the optimal cross-sectional shape is a rectangle, the long side length is taken as the final design area and the aspect ratio adapted to the principal stress direction The result after taking the square root of the product; the short side length of the rectangle is taken as the final design area Divided by the long side length;

[0169] If the optimal cross-sectional shape is an ellipse, in combination with the area strategy of the ellipse, the long axis size of the ellipse is taken as ; and the short axis size of the ellipse is taken as .

[0170] Embodiment Two:

[0171] As shown in Figure 4 , the artificial pillar replacement system based on mechanical performance optimization of the embodiment of the present application, as shown in Figure 4 , comprises the following modules:

[0172] a data acquisition module, a bearing effect evolution analysis module, a stability effect evolution analysis module, a mechanical demand comparison module, and a pillar replacement scheme generation module;

[0173] The data acquisition module is used to acquire the roof three-dimensional stress distribution cloud map and geological structure data of the target pillar area;

[0174] The bearing effect evolution analysis module is used to import the stress evolution data of the historical pillar area into a bearing effect evolution analysis strategy to perform bearing effect evolution analysis, and obtain a bearing effect evaluation value;

[0175] The stability effect evolution analysis module is used to import the geological structure data of the historical pillar area into a stability effect evolution analysis strategy to perform stability effect evolution analysis, and obtain a stability effect evaluation value;

[0176] The mechanical demand comparison module is used to acquire the roof subsidence distribution of the target area this time and the roof subsidence distribution of the replacement area in the previous period, and obtain a mechanical demand comparison value according to a mechanical demand comparison strategy;

[0177] The pillar replacement scheme generation module performs optimal parameter analysis of the replacement pillar according to a replacement pillar parameter decision strategy, and generates an artificial pillar replacement scheme in real time.

[0178] Example 3:

[0179] 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;

[0180] The processor executes the above-mentioned artificial pillar replacement method based on mechanical property optimization by calling the computer program stored in the memory.

[0181] 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.

[0182] Example 4:

[0183] This embodiment provides a computer-readable storage medium having a rewritable computer program stored thereon;

[0184] 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.

[0185] 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.

[0186] 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.

[0187] 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.

[0188] The above-described embodiments can be implemented in part or in whole through software, hardware, firmware or any combination thereof. When implemented in software, the above-described embodiments can be implemented in the form of a computer program product that includes one or more computer instructions or computer programs. When the computer instructions or the computer programs are loaded into and executed by a computer, all or part of the procedures or functions described above can be performed. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable apparatus. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another computer-readable storage medium, such as from a website, a computer, a server or a data center, through a wired network or a wireless network. The computer-readable storage medium can be any available medium or a collection of medium accessible by a computer or a data storage device such as a server, a data center, etc. containing one or more medium. The available medium can be a magnetic medium (e.g., a floppy disk, a hard disk, a magnetic tape), an optical medium (e.g., a DVD), or a semiconductor medium. The semiconductor medium can be a solid state disk.

[0189] Those skilled in the art can clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described system, device and unit can refer to the corresponding processes in the foregoing method embodiments, which will not be described here.

[0190] The units described as separate components can or can not be physically separate, and the components shown as units can or can not be physical units, i.e., they can be located in one place or distributed on multiple network units. Part or all of the units can be selected to achieve the purpose of the embodiments according to actual needs.

[0191] The basic principles and main features of the present application and the advantages of the present application have been shown and described. Those skilled in the art should understand that the present application is not limited to the above-described embodiments, and the above-described embodiments and descriptions in the specification are only to illustrate the principles of the present application. Without departing from the spirit and scope of the present application, various changes and improvements can be made to the present application, and these changes and improvements all fall within the scope of the claimed present application. The scope of protection of the present application 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; 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 ; 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; 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 ; 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; S4 includes: 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; is the initial soundness factor of the pillar; 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 are imported into the replacement pillar parameter decision strategy to perform optimal parameter analysis for replacement pillars, and generate an artificial pillar replacement plan 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: 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.

4. The artificial pillar replacement method based on mechanical property optimization according to claim 3 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 of 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. The 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.

5. The artificial pillar replacement method based on mechanical property optimization according to claim 4 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.

6. 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 5, 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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