CN116029620A

CN116029620A - Intelligent monitoring and evaluating method and system for coal pillar-free self-forming roadway

Info

Publication number: CN116029620A
Application number: CN202310315249.0A
Authority: CN
Inventors: 王�琦; 刘寄婷; 杨军; 薛浩杰; 王允偲
Original assignee: China University of Mining and Technology Beijing CUMTB
Current assignee: China University of Mining and Technology Beijing CUMTB
Priority date: 2023-03-29
Filing date: 2023-03-29
Publication date: 2023-04-28
Anticipated expiration: 2043-03-29
Also published as: CN116029620B

Abstract

The application belongs to the technical field of exploitation, and discloses an intelligent monitoring and evaluating method and system for a self-forming roadway without coal pillars. The method specifically comprises the steps of acquiring surrounding rock structural characteristics and roof-cutting self-forming roadway parameters in real time according to a high-precision intelligent detection technology, and providing basis for surrounding rock classification, stability analysis and support design of a working face of a coal pillar-free self-forming roadway test. Based on geological condition detection results, intelligent design is carried out on surrounding rocks of the working face of the coal pillar-free self-forming roadway test. An accurate multisource dynamic monitoring system is arranged underground, monitoring equipment at the positions of a working face, a roadway and the like is monitored in real time, and data processing, conversion and transmission are carried out on the underground through an intelligent remote cloud service system. Meanwhile, the monitoring information is automatically sent through the monitoring evaluation system, and a corresponding solution processing method is provided. The intelligent monitoring and evaluating method and system based on the coal pillar-free self-lane can achieve the considerable effects of engineering geology accurate detection, surrounding rock control intelligent design and remote real-time monitoring and evaluating.

Description

Intelligent monitoring and evaluating method and system for coal pillar-free self-forming roadway

Technical Field

The application relates to the technical field of mining, in particular to an intelligent monitoring and evaluating method and system for a self-forming roadway without coal pillars.

Background

The coal mining is carried out by using the self-forming technology without coal pillars, so that the safety mining of the coal mine can be greatly ensured, and the situation of coal pillar remaining can be reduced.

At present, the underground monitoring system of many coal mines is a self-forming system, and various departments such as early geological exploration, working face monitoring, main lane substations and the like adopt a wiring mode to realize data acquisition and uniformly transmit the data to a control room on the well. The existing underground monitoring system has the problems of slow information transmission and poor timeliness, and the underground system lacks functions of monitoring data integration analysis and monitoring early warning.

Disclosure of Invention

Based on the above, it is necessary to provide a method and a system for intelligently monitoring and evaluating a self-lane without coal pillar.

In a first aspect, a method for intelligently monitoring and evaluating a coal pillar-free self-lane forming is provided, the method is applied to a coal pillar-free self-lane forming intelligent monitoring and evaluating system, the coal pillar-free self-lane forming intelligent monitoring and evaluating system comprises an engineering geological detection subsystem, a surrounding rock control intelligent design subsystem and a remote real-time monitoring and evaluating subsystem, the remote real-time monitoring and evaluating subsystem comprises a multi-source dynamic monitoring subsystem and a cloud service subsystem, and the method comprises the following steps:

The engineering geological detection subsystem acquires surrounding rock structural characteristics and roof-cutting self-forming parameters of a roadway to be monitored;

the surrounding rock control intelligent design subsystem determines a pre-splitting joint cutting parameter, a constant-resistance anchor cable parameter and a gangue blocking support parameter of the roadway to be monitored according to the surrounding rock structural characteristics and the roof cutting self-forming roadway parameter;

after the operation is carried out on the roadway to be monitored based on the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter, the remote real-time monitoring and evaluating subsystem obtains the surrounding rock deformation parameter and the stress evolution parameter of the roadway to be monitored through the multi-source dynamic monitoring subsystem, and transmits the surrounding rock deformation parameter and the stress evolution parameter to the cloud service subsystem;

and if the surrounding rock deformation parameter and the stress evolution parameter are larger than the corresponding preset monitoring threshold, the cloud service subsystem alarms.

As an alternative embodiment, the surrounding rock structural features include a rock mass geology class including roof lithology and roof thickness of the roadway to be monitored, the roof lithology including hard roof and weak roof, and a surrounding rock loosening damage range including a strength degradation zone range, a strength recovery zone range, and a virgin rock strength zone range; the roof-cutting self-forming roadway parameters comprise an internal friction angle, an overlying strata bending sinking amount, a floor heave amount, a mining height, a stratum collapse expansion coefficient, friction resistance, sliding force, horizontal extrusion force, shearing force, a roadway roof maximum collapse height, a roadway roof potential collapse height, a roadway anchor rod design initial anchoring force, a roadway anchor rope design initial anchoring force, a rock mass volume weight, an included angle between an anchor rod and the roadway roof, an anchor rod row distance, the number of anchor ropes in each row, a particle vibration speed, a site coefficient, a core explosion distance and an attenuation coefficient; the presplitting kerf parameters comprise a target topping height, a topping angle and blasting loading capacity; the constant-resistance anchor cable parameters comprise the target constant-resistance anchor cable length and the row spacing between the constant-resistance anchor cables; the gangue blocking support parameters comprise gangue blocking body types and gangue blocking body row pitches; the surrounding rock control intelligent design subsystem determines the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter of the roadway to be monitored according to the surrounding rock structural characteristics and the roof cutting self-forming roadway parameter, and comprises the following steps:

The surrounding rock control intelligent design subsystem determines an initial roof cutting height according to the bending subsidence amount of the overlying strata, the floor heave amount, the mining height and the stratum collapse expansion coefficient;

if the roof lithology is a hard roof and the initial roof cutting height is smaller than the roof thickness, determining the roof thickness as the target roof cutting height by the surrounding rock control intelligent design subsystem, otherwise, determining the initial roof cutting height as the target roof cutting height by the surrounding rock control intelligent design subsystem;

the surrounding rock control intelligent design subsystem determines the roof cutting angle according to the friction resistance, the sliding force, the horizontal extrusion force, the shearing force and the internal friction angle;

the intelligent surrounding rock control design subsystem determines the length of an initial constant-resistance anchor cable according to the target roof-cutting height;

the surrounding rock control intelligent design subsystem compares the sum of the target roof cutting height, the strength degradation area range and the strength recovery area range with the initial constant-resistance anchor cable length, and determines the maximum value of the sum as the target constant-resistance anchor cable length;

the surrounding rock control intelligent design subsystem determines the row spacing among the constant-resistance anchor cables according to the maximum caving height of the tunnel roof, the potential caving height of the tunnel roof, the initial anchor force of the tunnel anchor rod design, the initial anchor force of the tunnel anchor cable design, the volume weight of the rock mass, the included angle between the anchor rod and the tunnel roof, the row spacing of the anchor rod and the number of anchor cables in each row;

The surrounding rock control intelligent design subsystem determines the blasting charge according to the particle vibration speed, the site coefficient, the blasting core distance and the attenuation coefficient;

and inquiring the gangue blocking body model and the gangue blocking body row distance corresponding to the mining height and the cutting angle in the prestored corresponding relation of the mining height, the cutting angle, the gangue blocking body model and the gangue blocking body row distance by the surrounding rock control intelligent design subsystem.

As an optional implementation manner, the surrounding rock control intelligent design subsystem determines an initial cutting top height according to the bending subsidence amount of the overlying strata, the floor heave amount, the mining height and the stratum collapse expansion coefficient, wherein the formula is as follows:

；

wherein ,h _k1 representing the beginningThe height of the top is cut off at the beginning,h _G indicating the amount of overburden deflection subsidence,h _DG the floor heave amount is represented by the formula,h _m the height of the mining machine is indicated,Krepresenting the collapse expansion coefficient of the formation.

As an alternative embodiment, the formula for determining the roof-cutting angle by the surrounding rock control intelligent design subsystem according to the friction resistance, the sliding force, the horizontal extrusion force, the shearing force and the internal friction angle is as follows:

；

；

wherein ,f _K the frictional resistance is indicated by the expression,f _h the sliding force is indicated as such,Trepresents the horizontal pressing force and the vertical pressing force, RRepresents the shear force and is used to determine the shear,θthe angle of the cutting top is shown as the angle,ψindicating the internal friction angle.

As an optional implementation manner, the formula for determining the initial constant-resistance anchor cable length by the surrounding rock control intelligent design subsystem according to the target roof-cutting height is as follows:

；

wherein ,L _n the length of the initial constant-resistance anchor cable is shown,h _k2 representing the target truncated height.

As an optional implementation manner, the intelligent surrounding rock control design subsystem determines the formula of the row spacing between the constant-resistance anchor cables according to the maximum caving height of the tunnel roof, the potential caving height of the tunnel roof, the initial anchor force of the tunnel anchor rod design, the initial anchor force of the tunnel anchor cable design, the volume weight of the rock mass, the included angle between the anchor rod and the tunnel roof, the row spacing of the anchor rod and the number of anchor cables in each row, wherein the formula comprises the following steps:

；

wherein ,L _p represents the row spacing between the constant-resistance anchor cables,D _m represents the maximum collapse height of the tunnel roof,D _n represents the potential caving height of the tunnel roof,F ₁ the initial anchoring force of the roadway anchor rod design is represented,F ₂ the initial anchoring force of the roadway anchor cable design is represented,γrepresenting the volume weight of the rock mass,

represents the included angle between the anchor rod and the tunnel roof,L ₁ representing the row spacing of the anchor rods,nrepresenting the number of anchor lines per row.

As an optional implementation manner, the formula for determining the blasting charge capacity by the surrounding rock control intelligent design subsystem according to the particle vibration speed, the site coefficient, the blasting core distance and the attenuation coefficient is as follows:

；

wherein ,Qthe explosive loading capacity is represented by the formula,Rthe distance between the explosion centers is indicated,vindicating the velocity of the particle vibration,Kthe field coefficient is represented by a set of coefficients,αrepresenting the attenuation coefficient.

As an alternative embodiment, the method further comprises:

and the surrounding rock control intelligent subsystem adopts numerical simulation software or a three-dimensional geological model experiment to check the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter of the roadway to be monitored.

As an optional implementation manner, the surrounding rock deformation parameters include roof separation amount, roof-bottom plate approach amount and two-side approach amount, the stress evolution parameters include constant-resistance anchor cable stress, broken stone side transverse pressure, single prop stress, hydraulic support stress, roof-top-cutting blasting hole and void space gangue filling compaction degree, and the method further comprises:

the cloud service subsystem monitors the constant-resistance anchor cable stress, and prompts a user to reduce the row spacing between the constant-resistance anchor cables and repair the anchor cables when the constant-resistance anchor cable stress is monitored to exceed a preset constant-resistance anchor cable stress threshold;

the cloud service subsystem monitors the lateral pressure of the stone upper, and prompts a user to reduce the gangue blocking body row distance when the lateral pressure of the stone upper is monitored to exceed a preset lateral pressure threshold of the stone upper;

The cloud service subsystem monitors the single prop stress, and prompts a user to reduce the single prop row spacing when the single prop stress is monitored to exceed a preset single prop stress threshold;

the cloud service subsystem monitors the stress of the hydraulic support, and prompts a user to reduce the row distance of the hydraulic support when the stress of the hydraulic support is monitored to exceed a preset stress threshold of the hydraulic support;

the cloud service subsystem monitors the roof slitting blasting holes, and prompts a user to increase blasting loading capacity or reduce hole spacing of the roof slitting blasting holes when the fact that the cracks of the roof slitting blasting holes are not mutually communicated is monitored;

the cloud service subsystem monitors the void space waste filling compaction degree, and prompts a user to increase a target roof cutting height when the void space waste filling compaction degree is monitored to be sparse;

the cloud service subsystem monitors the roof separation amount, and when the roof separation amount is monitored to be large, the cloud service subsystem prompts a user to increase the number of anchor cables and erect single struts at the position with the large roof separation amount;

the cloud service subsystem monitors the approaching amount of the top and bottom plates, and prompts a user to increase the number of anchor cables and erect single struts at the position with large approaching amount of the top and bottom plates when the approaching amount of the top and bottom plates is monitored to be large;

The cloud service subsystem monitors the approaching amount of the two sides, and prompts a user to increase anchor cable supports at the bulge deformation position of the entity side and to increase gangue blocking supports at the gangue side when the approaching amount of the two sides is monitored to become larger.

In a second aspect, a computer device is provided, comprising a memory and a processor, the memory having stored thereon a computer program executable on the processor, the processor implementing the method steps according to the first aspect when the computer program is executed.

In a third aspect, a computer-readable storage medium is provided, on which a computer program is stored which, when being executed by a processor, carries out the method steps according to the first aspect.

In a fourth aspect, a coal pillar-free self-lane intelligent monitoring and evaluating system is provided, the system comprises an engineering geological detection subsystem, a surrounding rock control intelligent design subsystem and a remote real-time monitoring and evaluating subsystem, the remote real-time monitoring and evaluating subsystem comprises a multi-source dynamic monitoring subsystem and a cloud service subsystem, and the coal pillar-free self-lane intelligent monitoring and evaluating method according to the first aspect is executed.

The application provides a method and a system for intelligently monitoring and evaluating a coal pillar-free self-lane forming, and the technical scheme provided by the embodiment of the application at least brings the following beneficial effects: and acquiring surrounding rock deformation and stress evolution through a multisource dynamic monitoring system, sending the surrounding rock deformation and stress evolution to a cloud service system, and monitoring the surrounding rock deformation and stress evolution through the cloud service system. The multi-source dynamic monitoring system and the cloud service system transmit data through the wireless network, so that information transmission is quick, and timeliness of information transmission is improved. And the cloud service system monitors surrounding rock deformation and stress evolution, can alarm if the surrounding rock deformation and the stress evolution are not in a pre-stored range, and determines an adjustment strategy for fracture joint parameters, constant-resistance anchor cable parameters and gangue blocking support parameters.

It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the application.

Drawings

In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

Fig. 1 is a schematic structural diagram of an intelligent monitoring and evaluating system for a pillar-free self-lane in an embodiment of the present application;

fig. 2 is a schematic diagram of an intelligent monitoring and evaluating method for a pillar-free self-lane in an embodiment of the present application;

FIG. 3 is a flow chart of an intelligent monitoring and evaluating method for a pillar-free self-lane formation in an embodiment of the present application;

fig. 4 is a schematic structural diagram of a computer device according to an embodiment of the present application.

Detailed Description

In order to make the objects, technical solutions and advantages of the present application more apparent, the present application will be further described in detail with reference to the accompanying drawings and examples. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the present application.

The intelligent monitoring and evaluating method for the self-lane forming of the coal pillar-free can be applied to an intelligent monitoring and evaluating system for the self-lane forming of the coal pillar-free. Fig. 1 is a schematic structural diagram of an intelligent monitoring and evaluating system for a pillar-free self-lane in an embodiment of the present application. As shown in fig. 1, the non-coal pillar self-lane intelligent monitoring and evaluating system comprises an engineering geological detection subsystem 101, a surrounding rock control intelligent design subsystem 102, a multi-source dynamic monitoring subsystem 103 and a cloud service subsystem 104.

The engineering geological detection subsystem 101 is connected with the surrounding rock control intelligent design subsystem 102 and is used for acquiring surrounding rock parameters and surrounding rock structural characteristics of a roadway to be monitored.

The surrounding rock control intelligent design subsystem 102 is connected with the engineering geological detection subsystem 101 and is used for determining pre-splitting joint cutting parameters, constant-resistance anchor cable parameters and gangue blocking support parameters of a roadway to be monitored according to surrounding rock parameters and surrounding rock structural characteristics.

The multisource dynamic monitoring subsystem 103 is connected with the cloud server subsystem 104 and is used for acquiring surrounding rock deformation parameters and stress evolution parameters of a roadway to be monitored after the roadway to be monitored is operated based on the presplitting joint cutting parameters, the constant-resistance anchor cable parameters and the gangue blocking support parameters, and transmitting the surrounding rock deformation parameters and the stress evolution parameters to the cloud server subsystem 104.

And the cloud server subsystem 104 is used for alarming when the surrounding rock deformation parameter and the stress evolution parameter are larger than corresponding preset monitoring thresholds.

Fig. 2 is a schematic diagram of an intelligent monitoring and evaluating method for a pillar-free self-lane in an embodiment of the present application. As shown in fig. 2, when the intelligent monitoring and evaluation of the pillar-free self-lane formation is performed on the mine, the engineering geology of the mine is detected by an on-site actual measurement method and an indoor experimental method through an engineering geology accurate detection subsystem. The detected mine engineering geology comprises the steps of detecting surrounding rock geological structures, detecting hydrogeological conditions and acquiring surrounding rock mechanical parameters. And the surrounding rock control intelligent design subsystem determines a roof-cutting pressure relief key parameter, a constant-resistance anchor cable key parameter, a gangue blocking support key parameter and a key parameter checking optimization according to the surrounding rock geological structure, the hydrogeological condition and the surrounding rock mechanical parameter detected by the engineering geological accurate detection module and theoretical mechanical calculation and numerical value/model experiments. The remote real-time monitoring and evaluating subsystem comprises underground multi-source dynamic monitoring and an intelligent remote cloud service on the well. Underground multisource dynamic monitoring obtains surrounding rock deformation parameters and stress evolution parameters of mine roadways on an engineering site, and sends the parameters to an intelligent remote cloud service on the well. The method comprises the steps that an intelligent remote cloud service monitors surrounding rock deformation parameters and stress evolution parameters, if the surrounding rock deformation parameters and the stress evolution parameters are larger than corresponding preset monitoring thresholds, the intelligent remote cloud service guides cutting roof pressure relief design and surrounding rock support design, evaluates geological detection and gives an alarm.

The following will describe in detail a method for intelligently monitoring and evaluating a self-forming lane without coal pillar provided in the embodiment of the present application with reference to a specific embodiment, and fig. 3 is a flowchart of the method for intelligently monitoring and evaluating a self-forming lane without coal pillar provided in the embodiment of the present application, as shown in fig. 3, and specifically includes the following steps:

step 301, an engineering geological detection subsystem acquires surrounding rock structural characteristics and roof-cutting self-forming parameters of a roadway to be monitored.

In the implementation, the coal pillar-free self-forming technology greatly ensures the safe mining of coal mines, and when coal resource mining is carried out through the coal pillar-free self-forming technology, side directional lancing needs to be carried out on goafs of a roadway to be monitored. The side directional lancing of the roadway to be monitored needs to obtain surrounding rock structural characteristics and roof-cutting self-forming roadway parameters of the roadway to be monitored, so that the roadway to be monitored can be subjected to presplitting lancing. The engineering geological detection subsystem can adopt a high-precision intelligent detection technology to acquire surrounding rock structural characteristics and roof-cutting self-forming roadway parameters of the roadway to be monitored in real time, and is used for determining pre-splitting joint cutting parameters, constant-resistance anchor cable parameters and gangue blocking supporting parameters of the roadway to be monitored in the subsequent steps. The high-precision intelligent detection technology can be a high-frequency electromagnetic wave technology (such as geological radar), a digital drilling test technology and an infrared detection technology.

Step 302, determining a pre-splitting joint cutting parameter, a constant-resistance anchor cable parameter and a gangue blocking support parameter of a roadway to be monitored by the surrounding rock control intelligent design subsystem according to surrounding rock structural characteristics and a roof-cutting self-forming roadway parameter.

In the implementation, after a goaf of a roadway to be monitored is subjected to side directional lancing by adopting a coal pillar-free self-forming technology, a goaf roof rock stratum is directionally collapsed to form a gangue roadway side, the gangue roadway side is maintained through gangue blocking support, and a roadway roof is controlled by adopting a high-prestress constant-resistance anchor cable. However, the volume of the formed gangue aiming at directional collapse is determined according to the roof cutting height, the roof cutting angle and the blasting loading capacity, the gangue blocking support plays a role in supporting the gangue roadway wall, and the high-prestress constant-resistance anchor cable can support the roadway roof. Therefore, after the engineering geological detection subsystem acquires the surrounding rock structural characteristics and the roof-cutting self-lane forming parameters, the surrounding rock structural characteristics and the roof-cutting self-lane forming parameters are sent to the surrounding rock control intelligent design subsystem. And the surrounding rock control intelligent design subsystem determines a pre-splitting joint cutting parameter, a constant-resistance anchor cable parameter and a gangue blocking support parameter of a roadway to be monitored according to the surrounding rock structural characteristics and the roof-cutting self-forming roadway parameter. The presplitting kerf parameters comprise a target topping height, a topping angle and blasting loading capacity. The constant-resistance anchor cable parameters comprise the target constant-resistance anchor cable length and the row spacing between the constant-resistance anchor cables. The gangue blocking support parameters comprise the type of the gangue blocking body and the row distance of the gangue blocking body. The surrounding rock structural characteristics comprise the geological category of the rock mass and the loosening damage range of the surrounding rock. The rock mass geological categories include roof lithology and roof thickness of the roadway to be monitored. Roof lithology includes hard and weak roofs. The surrounding rock loosening damage range includes a strength degradation zone range, a strength recovery zone range, and a virgin rock strength zone range. The roof-cutting self-forming parameters comprise an internal friction angle, an overlying strata bending sinking amount, a floor heave amount, a mining height, a stratum collapse expansion coefficient, friction resistance, sliding force, horizontal extrusion force, shearing force, a roadway roof maximum collapse height, a roadway roof potential collapse height, a roadway anchor rod design initial anchoring force, a roadway anchor rope design initial anchoring force, a rock mass volume weight, an included angle between an anchor rod and the roadway roof, an anchor rod row distance, the number of anchor ropes in each row, a particle vibration speed, a site coefficient, a core explosion distance and an attenuation coefficient.

Specifically, the executing step surrounding rock control intelligent design subsystem determines the pre-splitting joint cutting parameters, constant-resistance anchor cable parameters and gangue blocking support parameters of the roadway to be monitored according to the surrounding rock structural characteristics and the roof-cutting self-forming roadway parameters as follows.

Step one, determining an initial roof cutting height by the surrounding rock control intelligent design subsystem according to the bending subsidence amount, the floor heave amount, the mining height and the stratum collapse expansion coefficient of the overlying strata.

In the implementation, when the goaf of the roadway to be monitored is subjected to side directional lancing by adopting a coal pillar-free self-forming technology, the initial roof-cutting height needs to be determined first. The side directional lancing is intended to directionally collapse to form a gangue filled goaf, and then the mining height and the stratum collapse expansion coefficient are key factors when determining the initial roof cutting height. Because the overlying strata of the top plate of the roadway to be detected can have the problem of bending and sinking, the bottom plate of the top plate of the roadway to be detected can have the problem of pressure relief and bulge, and both factors can influence the determination of the volume of the waste rock formed by directional collapse, the waste rock formed by directional collapse can possibly be caused to be incapable of filling the goaf. Thus, the amount of overburden deflection and floor heave are also key factors in determining the initial roof-cutting height. Therefore, the intelligent surrounding rock control design subsystem determines the initial roof cutting height according to the bending subsidence amount, the floor heave amount, the mining height and the stratum collapse expansion coefficient of the overlying strata.

As an alternative embodiment, the formula for determining the initial cut height from the overburden deflection, floor heave, take height and formation collapse expansion coefficient is:

；

wherein ,h _k1 representing the initial cut-top height of the container,h _G indicating the amount of overburden deflection subsidence,h _DG the floor heave amount is represented by the formula,h _m the height of the mining machine is indicated,Krepresenting the collapse expansion coefficient of the formation.

And step two, if the roof lithology is a hard roof and the initial roof cutting height is smaller than the roof thickness, determining the roof thickness as a target roof cutting height by the surrounding rock control intelligent design subsystem, otherwise, determining the initial roof cutting height as the target roof cutting height by the surrounding rock control intelligent design subsystem.

In implementation, when the goaf of the roadway to be monitored is subjected to side directional lancing by adopting a coal pillar-free self-forming technology, the roof lithology and the roof thickness of the roof of the roadway to be monitored are also judged in advance. Wherein the roof lithology includes a hard roof and a weak roof. If the roof lithology is a weak roof, the goaf can be filled up according to the directional collapse formed by the initial roof cutting height determined before to form gangue. If the roof lithology is a hard roof, the roof collapses to form gangue according to the orientation formed by the initial roof cutting height determined before, and the goaf cannot be filled. Thus, it is necessary to determine roof lithology and roof thickness of the roof of the roadway to be monitored, which is also critical to determining the roof-cutting height. If the roof lithology is a hard roof and the initial cut-roof height is less than the roof thickness, the surrounding rock control intelligent design subsystem determines the roof thickness as the target cut-roof height, otherwise, the surrounding rock control intelligent design subsystem determines the initial cut-roof height as the target cut-roof height. In this way, the determined target topping height is more accurate.

And thirdly, determining a roof cutting angle by the surrounding rock control intelligent design subsystem according to the friction resistance, the sliding force, the horizontal extrusion force, the shearing force and the internal friction angle.

In the implementation, the method of filling goaf by using side directional lancing to make directional caving gangue is adopted, and after the roof cutting height of the roadway to be monitored is determined, the roof cutting angle needs to be determined by the surrounding rock control intelligent design subsystem. In order to ensure that the caving gangue smoothly falls after the roof of the roadway to be monitored is cut, the caving gangue can not damage the roof beside, and the friction resistance, sliding force, horizontal extrusion force, shearing force and internal friction angle caused by the roof cutting angle are required to be determined. Before the roof of the upper roof layer is cut, when a hinged structure is formed between lateral blocks, when the caving gangue slides down, anti-sliding force and shearing force are generated along the contact surface due to the action of horizontal extrusion force. Therefore, the intelligent surrounding rock control design subsystem determines the roof cutting angle according to the friction resistance, the sliding force, the horizontal extrusion force, the shearing force and the internal friction angle.

Furthermore, if a penetrating fault geological structure and an inclined stratum structure are arranged above the top plate of the roadway to be monitored, the position and the inclined angle of the fault are also required to be considered when the target roof cutting height is determined, and the fault is processed according to actual conditions.

As an alternative implementation manner, the formula for determining the roof cutting angle by the surrounding rock control intelligent design subsystem according to the friction resistance, the sliding force, the horizontal extrusion force, the shearing force and the internal friction angle is as follows:

；

；

wherein ,f _K the frictional resistance is indicated by the expression,f _h the sliding force is indicated as such,Trepresents the horizontal pressing force and the vertical pressing force,Rrepresents the shear force and is used to determine the shear,θthe angle of the cutting top is shown as the angle,ψindicating the internal friction angle.

And step four, determining the initial constant-resistance anchor cable length by the surrounding rock control intelligent design subsystem according to the target roof-cutting height.

In the implementation, the anchor cable has the characteristics of high strength, high elongation and high energy absorption, can apply high prestress, has good elongation and strength characteristics, can bear large deformation of rock mass, and has no obvious necking phenomenon after breaking. Due to the characteristics of the anchor cable, the high-prestress constant-resistance anchor cable can be adopted to control the tunnel roof when side directional lancing is carried out. The length of the initial constant-resistance anchor cable of the anchor cable is larger than the target roof-cutting height, so that the high-prestress constant-resistance anchor cable can better control the tunnel roof. Therefore, the surrounding rock control intelligent design subsystem determines the initial constant-resistance anchor cable length according to the target roof-cutting height.

Furthermore, when the side directional kerfs are adopted, in order to further control the top plate of the roadway to be monitored, a supporting mode of anchor cables and anchor rods can be adopted.

；

And fifthly, comparing the sum of the target roof cutting height, the strength degradation area range and the strength recovery area range with the initial constant-resistance anchor cable length by the surrounding rock control intelligent design subsystem, and determining the maximum value of the sum as the target constant-resistance anchor cable length.

In practice, it is necessary to determine the range of loose damage to the surrounding rock of the roof of the roadway to be monitored prior to setting the anchor lines. Wherein the surrounding rock loosening damage range comprises a strength degradation area range, a strength recovery area range and a raw rock strength area range. If the anchor rod is mostly in the strength degradation area, the anchor rod is difficult to play a supporting role, and the anchor rod is stressed too much and approaches to the limit breaking force, so that the safety reserve is low. Therefore, the loose damage range of surrounding rock needs to be detected by peeping, and the length of the anchor cable is adjusted so that the end part of the anchor cable is positioned in the original rock strength area. Therefore, the anchor cable has the best control effect on the roadway roof to be monitored. Therefore, the surrounding rock control intelligent design subsystem compares the sum of the target roof cutting height, the strength degradation area range and the strength recovery area range with the initial constant-resistance anchor cable length, and determines the maximum value of the two as the target constant-resistance anchor cable length.

Furthermore, in order to further control the top plate of the roadway to be monitored, a supporting mode of adding a constant-resistance anchor rope and a constant-resistance anchor rod can be adopted, the length of the constant-resistance anchor rod is adjusted according to the loose damage range of surrounding rock, the length ratio of the constant-resistance anchor rod in the strength recovery area is increased, and meanwhile, the length of the constant-resistance anchor rope is adjusted, so that the end part of the constant-resistance anchor rope is located in the original rock strength area.

Step six, the intelligent surrounding rock control design subsystem determines the row spacing between the constant-resistance anchor cables according to the row spacing between the constant-resistance anchor cables, the maximum caving height of the tunnel roof, the potential caving height of the tunnel roof, the initial anchoring force of the tunnel anchor rod design, the initial anchoring force of the tunnel anchor cable design, the volume weight of rock mass, the included angle between the anchor rod and the tunnel roof, the row spacing of the anchor rod and the number of anchor cables in each row.

In the implementation, in order to ensure the supporting effect of the constant-resistance anchor cable on the top plate of the roadway to be monitored, the constant-resistance inter-anchor cable row distance of the constant-resistance anchor cable is also set, and the constant-resistance inter-anchor cable row distance is ensured to be a proper value. The intelligent surrounding rock control design subsystem determines the row spacing between the constant-resistance anchor cables according to the row spacing between the constant-resistance anchor cables, the maximum caving height of the tunnel top plate, the potential caving height of the tunnel top plate, the initial anchoring force of the tunnel anchor rod design, the initial anchoring force of the tunnel anchor cable design, the volume weight of rock mass, the included angle between the anchor rod and the tunnel top plate, the row spacing of the anchor rod and the number of anchor cables in each row.

As an optional implementation mode, the formula for determining the row spacing between the constant-resistance anchor cables by the surrounding rock control intelligent design subsystem according to the maximum collapse height of the tunnel roof, the potential collapse height of the tunnel roof, the initial anchoring force of the tunnel anchor rod design, the initial anchoring force of the tunnel anchor cable design, the volume weight of rock mass, the included angle between the anchor rod and the tunnel roof, the row spacing of the anchor rod and the number of anchor cables in each row is as follows:

；

And seventhly, determining the blasting charge capacity by the surrounding rock control intelligent design subsystem according to the particle vibration speed, the site coefficient, the blasting center distance and the attenuation coefficient.

In practice, the intelligent surrounding rock control design subsystem determines the blasting charge according to the particle vibration speed, the site coefficient, the blasting center distance and the attenuation coefficient.

As an optional implementation manner, the formula for determining the blasting charge capacity of the surrounding rock control intelligent design subsystem according to the particle vibration speed, the site coefficient, the blasting core distance and the attenuation coefficient is as follows:

；

wherein ,Qthe explosive loading capacity is represented by the formula,Rthe distance between the explosion centers is indicated,vindicating the velocity of the particle vibration,Kthe field coefficient is represented by a set of coefficients,αrepresenting the attenuation coefficient. Step eight, in the corresponding relation of pre-stored mining height, roof cutting angle, gangue blocking body type and gangue blocking body row distance, the intelligent design of surrounding rock controlThe subsystem inquires the type of the gangue blocking body and the row distance of the gangue blocking body corresponding to the mining height and the cutting angle.

In the implementation, a goaf side directional lancing of a roadway to be monitored is adopted by adopting a coal pillar-free self-forming technology, a goaf roof rock stratum is directionally collapsed to form a gangue roadway side, and a gangue blocking support is arranged to maintain the gangue roadway side. In order to ensure that the gangue roadway is maintained well, technicians record the corresponding relation between the gangue blocking body type and the gangue blocking body row distance determined according to the mining height and the cutting angle and store the corresponding relation into the surrounding rock control intelligent design subsystem. And inquiring the corresponding gangue blocking body model and gangue blocking body row distance in the corresponding relation according to the mining height and the roof cutting angle by the surrounding rock control intelligent design subsystem. Therefore, the surrounding rock control intelligent design subsystem can inquire the gangue blocking body model and the gangue blocking body row distance corresponding to the mining height and the cutting angle in the corresponding relation of the mining height, the cutting angle, the gangue blocking body model and the gangue blocking body row distance stored in advance.

For example, when the working face is higher than 4.0m and the inclination angle is larger than 35 degrees, 36# U-shaped steel is needed, and the corresponding gangue blocking body model is selected according to the existing material of the mining side under other conditions. The coal pillar is made of 11# I-steel, 29# U-steel and 36# U-steel which are commonly used in roadway side gangue blocking technology. When the working surface adopts a height of more than 4.0m and the inclination angle is more than 35 degrees, the distance between the gangue blocking bodies can be 400 mm. In other cases, the row distance of the gangue blocking body is generally 500mm.

Further, after the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter are determined, the surrounding rock control intelligent subsystem can also check the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter of the roadway to be monitored by adopting numerical simulation software or a three-dimensional geological model experiment.

And 303, after the operation is carried out on the roadway to be monitored based on the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter, the remote real-time monitoring and evaluating subsystem acquires the surrounding rock deformation parameter and the stress evolution parameter of the roadway to be monitored through the multi-source dynamic monitoring subsystem, and transmits the surrounding rock deformation parameter and the stress evolution parameter to the cloud service subsystem.

In the implementation, after the operation is carried out on the roadway to be monitored based on the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter, the remote real-time monitoring and evaluating subsystem acquires the surrounding rock deformation parameter and the stress evolution parameter of the roadway to be monitored through the multi-source dynamic monitoring subsystem, and transmits the surrounding rock deformation parameter and the stress evolution parameter to the cloud service subsystem. The multi-source dynamic monitoring subsystem comprises a mining intrinsic safety type digital optical fiber converter, an optical fiber communication transmission optical cable and a wireless signal receiver. And setting a multisource dynamic monitoring system at the interval distance of the test working face, monitoring surrounding rock deformation parameters and stress evolution parameters in real time, transmitting monitoring data to an optical fiber converter after receiving the monitoring data by a wireless signal receiver, and transmitting the data to a cloud service subsystem through a communication optical cable. The cloud service subsystem comprises a cloud server, a cloud database, a cloud processing system and a dynamic data visualization platform.

And step 304, if the surrounding rock deformation parameter and the stress evolution parameter are larger than the corresponding preset monitoring threshold, the cloud service subsystem alarms.

In the implementation, surrounding rock deformation parameters and stress evolution parameters are received, analyzed and managed through the cloud service subsystem, and then the well-arranged data are classified and stored in the cloud database. Surrounding rock deformation parameters and stress evolution parameters in a cloud database are transmitted to a cloud processing system through wireless transmission through a satellite communication system, monitoring data are analyzed and integrated through the cloud processing system, a monitoring curve is drawn, a monitoring chart is generalized, and then the monitoring curve is transmitted to a dynamic visualization platform for display. Firstly, customizing monitoring indexes (customizing safety value ranges of monitoring contents at different positions of a roadway, such as defining a constant-resistance anchor cable stress value range) in a cloud server, then setting a monitoring evaluation treatment program (judging whether the monitoring value of the monitoring contents exceeds the safety range), and finally automatically sending a monitoring alarm through a monitoring information release program and giving out a corresponding solution treatment method. And if the surrounding rock deformation parameter and the stress evolution parameter are larger than the corresponding preset monitoring threshold, the cloud service subsystem alarms. Thereby achieving the safe and stable state of real-time monitoring and judging the self-forming roadway without coal pillars. The cloud service subsystem comprises a cloud server, a cloud database, a cloud processing system and a dynamic data visualization platform. The surrounding rock deformation parameters comprise roof separation amount, roof and floor approaching amount and two-side approaching amount. The stress evolution parameters comprise constant-resistance anchor cable stress, gravel side transverse pressure, single prop stress, hydraulic support stress, roof board kerf blasting hole and void space gangue filling compaction degree.

Further, the corresponding solution may be the following method.

The cloud service subsystem monitors the stress of the constant-resistance anchor cable, and prompts a user to reduce the row spacing between the constant-resistance anchor cables and repair the anchor cables when the stress of the constant-resistance anchor cable exceeds the preset stress threshold of the constant-resistance anchor cable.

Specifically, the cloud service subsystem monitors the stress of the constant-resistance anchor cable, when only the stress of the constant-resistance anchor cable is abnormal, other monitoring instruments are normal in data, firstly, whether the anchor cable stress meter is abnormal is checked, and then, the data is continuously observed for 24 hours. If the stress of the anchor cable is continuously increased, prompting the user to reduce the row distance between the constant-resistance anchor cables, taking measures of repairing and beating the anchor cables on site, and continuously observing the stress change of the anchor cables.

The cloud service subsystem monitors the lateral pressure of the stone upper, and prompts a user to reduce the gangue blocking body row distance when the lateral pressure of the stone upper is monitored to exceed a preset lateral pressure threshold value of the stone upper.

The cloud service subsystem monitors the single prop stress, and prompts a user to reduce the gangue blocking body row distance when the single prop stress is monitored to exceed a preset single prop stress threshold.

The cloud service subsystem monitors the stress of the hydraulic support, and prompts a user to reduce the waste rock blocking body row distance when the hydraulic support stress is monitored to exceed a preset hydraulic support stress threshold.

When the monitoring data of surrounding instruments exceeds the early warning value, corresponding measures are adopted immediately according to the deformation condition of the surrounding rock of the roadway, such as supposing supporting bodies such as single struts or hydraulic supports at the position, the supporting strength of the local surrounding rock is improved, and the safety and stability of the roadway are ensured.

The cloud service subsystem monitors the roof-cutting blasting holes, and prompts a user to increase blasting loading capacity or reduce hole spacing of the roof-cutting blasting holes when the fact that the cracks of the roof-cutting blasting holes are not mutually communicated is monitored.

The advanced working surface is subjected to pre-splitting roof cutting blasting, the development condition of roof breaking cracks at the goaf side of the roadway after roof cutting and pressure relief is detected through a drilling peeping instrument, when peeping shows that the cracks of roof cutting and blasting holes are not mutually communicated, namely the crack forming rate in directional breaking roof cutting is low, the change of the loading capacity or the reduction of the hole spacing of the roof cutting and blasting holes is considered, the crack forming rate is improved, and the formation of directional cutting structure surfaces is enhanced.

The cloud service subsystem monitors the filling compactness of the empty area gangue, and prompts a user to increase the target roof-cutting height when the filling compactness of the empty area gangue is sparse. Wherein the tangential angle is typically between 15 ° and 25 °.

The goaf roof collapses after working face stoping, the filling degree (compaction effect) of the goaf caving gangue is observed, when larger gaps appear in the goaf caving and stacking gangue, and the filling degree is poor, the roof cutting height and the roof cutting angle are considered to be adjusted, and the caving degree of the goaf roof is increased.

The cloud service subsystem monitors the roof separation amount, and when the roof separation amount is monitored to be large, the cloud service subsystem prompts a user to increase the number of anchor cables and erect single struts at the position with the large roof separation amount. The bottom plate can be also subjected to operations such as bottom pulling, bottom plate grouting and the like.

The cloud service subsystem monitors the approaching amount of the top and bottom plates, and when the approaching amount of the top and bottom plates is monitored to be large, the cloud service subsystem prompts a user to increase the number of anchor cables and erect single struts at the position where the approaching amount of the top and bottom plates is large.

The cloud service subsystem monitors the approaching amount of the two sides, and when the approaching amount of the two sides is monitored to be increased, a user is prompted to increase anchor cable supports at the bulge deformation position of the entity side, and gangue blocking supports are increased on the gangue side.

If the on-site monitoring finds that only the data of the lateral pressure gauge is abnormal, after continuing to pay attention to the data for a period of time, the lateral stress continues to increase, and the inclined strut is added on the side, close to the roadway, of the gangue blocking support body, so that the supporting strength of the gangue blocking support body of the stone breaking upper is increased.

The embodiment of the application provides a coal pillar-free self-lane intelligent monitoring and evaluating method, which comprises the steps of acquiring surrounding rock deformation and stress evolution through a multi-source dynamic monitoring system, sending the surrounding rock deformation and stress evolution to a cloud service system, and monitoring the surrounding rock deformation and stress evolution through the cloud service system. The multi-source dynamic monitoring system and the cloud service system transmit data through the wireless network, so that information transmission is quick, and timeliness of information transmission is improved. And the cloud service system monitors surrounding rock deformation and stress evolution, can alarm if the surrounding rock deformation and the stress evolution are not in a pre-stored range, and determines an adjustment strategy for fracture joint parameters, constant-resistance anchor cable parameters and gangue blocking support parameters.

The invention discloses a coal pillar-free self-lane intelligent monitoring and evaluating system which comprises an engineering geological detection subsystem, a surrounding rock control intelligent design subsystem and a remote real-time monitoring and evaluating subsystem, wherein the remote real-time monitoring and evaluating subsystem comprises a multi-source dynamic monitoring subsystem and a cloud service subsystem, and the coal pillar-free self-lane intelligent monitoring and evaluating method is implemented. The system acquires surrounding rock parameters and structural characteristics in real time according to a high-precision intelligent detection technology, and is used for providing basis for stability analysis and support design of a working face of a coal pillar-free self-lane forming test. Based on geological condition detection results, the control intelligent design is carried out on the surrounding rock of the working face of the coal pillar-free self-lane forming test. Arranging an accurate multisource dynamic monitoring subsystem underground, monitoring equipment at the positions of a working face, a roadway and the like in real time, and carrying out data processing, conversion and transmission on the underground through a cloud service subsystem. Meanwhile, monitoring alarm is automatically sent through monitoring evaluation, and a corresponding solution processing method is provided. The intelligent monitoring and evaluating system based on the coal pillar-free self-lane can achieve the considerable effects of engineering geology accurate detection, surrounding rock control intelligent design and remote real-time monitoring and evaluation.

It should be understood that, although the steps in the flowchart of fig. 3 are shown in sequence as indicated by the arrows, the steps are not necessarily performed in sequence as indicated by the arrows. The steps are not strictly limited to the order of execution unless explicitly recited herein, and the steps may be executed in other orders. Moreover, at least a portion of the steps in fig. 3 may include a plurality of steps or stages, which are not necessarily performed at the same time, but may be performed at different times, and the order of the steps or stages is not necessarily sequential, but may be performed in rotation or alternatively with at least a portion of the steps or stages in other steps or other steps.

It should be understood that the same/similar parts of the embodiments of the method described above in this specification may be referred to each other, and each embodiment focuses on differences from other embodiments, and references to descriptions of other method embodiments are only needed.

In one embodiment, a computer device is provided, as shown in fig. 4, and includes a memory and a processor, where the memory stores a computer program that can run on the processor, and the processor implements the method steps of the above-mentioned intelligent monitoring and evaluation of pillar-free self-lane formation when executing the computer program.

In one embodiment, a computer readable storage medium has stored thereon a computer program which, when executed by a processor, performs the steps of the method of pillar free self-lane intelligent monitoring evaluation described above.

Those skilled in the art will appreciate that implementing all or part of the above described methods may be accomplished by way of a computer program stored on a non-transitory computer readable storage medium, which when executed, may comprise the steps of the embodiments of the methods described above. Any reference to memory, storage, database, or other medium used in the various embodiments provided herein may include non-volatile and/or volatile memory. The nonvolatile memory can include Read Only Memory (ROM), programmable ROM (PROM), electrically Programmable ROM (EPROM), electrically Erasable Programmable ROM (EEPROM), or flash memory. Volatile memory can include Random Access Memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in a variety of forms such as Static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double Data Rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous Link DRAM (SLDRAM), memory bus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), among others.

It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.

It should be noted that, user information (including but not limited to user equipment information, user personal information, etc.) and data (including but not limited to data for presentation, analyzed data, etc.) referred to in the present application are information and data authorized by the user or sufficiently authorized by each party.

In this specification, each embodiment is described in a related manner, and identical and similar parts of each embodiment are all referred to each other, and each embodiment mainly describes differences from other embodiments. In particular, for system embodiments, since they are substantially similar to method embodiments, the description is relatively simple, as relevant to see a section of the description of method embodiments.

The technical features of the above embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.

The above examples merely represent a few embodiments of the present application, which are described in more detail and are not to be construed as limiting the scope of the invention. It should be noted that it would be apparent to those skilled in the art that various modifications and improvements could be made without departing from the spirit of the present application, which would be within the scope of the present application. Accordingly, the scope of protection of the present application is to be determined by the claims appended hereto.

Claims

1. The method is characterized by being applied to a coal pillar-free self-lane-forming intelligent monitoring and evaluating system, wherein the coal pillar-free self-lane-forming intelligent monitoring and evaluating system comprises an engineering geological detection subsystem, a surrounding rock control intelligent design subsystem and a remote real-time monitoring and evaluating subsystem, and the remote real-time monitoring and evaluating subsystem comprises a multi-source dynamic monitoring subsystem and a cloud service subsystem, and the method comprises the following steps:

2. The method of claim 1, wherein the surrounding rock structural features include a rock mass geologic category and a surrounding rock loosening damage range, the rock mass geologic category including roof lithology and roof thickness of the roadway to be monitored, the roof lithology including hard and weak roof, the surrounding rock loosening damage range including a strength degradation zone range, a strength recovery zone range, and a raw rock strength zone range; the roof-cutting self-forming roadway parameters comprise an internal friction angle, an overlying strata bending sinking amount, a floor heave amount, a mining height, a stratum collapse expansion coefficient, friction resistance, sliding force, horizontal extrusion force, shearing force, a roadway roof maximum collapse height, a roadway roof potential collapse height, a roadway anchor rod design initial anchoring force, a roadway anchor rope design initial anchoring force, a rock mass volume weight, an included angle between an anchor rod and the roadway roof, an anchor rod row distance, the number of anchor ropes in each row, a particle vibration speed, a site coefficient, a core explosion distance and an attenuation coefficient; the presplitting kerf parameters comprise a target topping height, a topping angle and blasting loading capacity; the constant-resistance anchor cable parameters comprise the target constant-resistance anchor cable length and the row spacing between the constant-resistance anchor cables; the gangue blocking support parameters comprise gangue blocking body types and gangue blocking body row pitches; the surrounding rock control intelligent design subsystem determines the pre-splitting joint cutting parameter, the constant-resistance anchor cable parameter and the gangue blocking support parameter of the roadway to be monitored according to the surrounding rock structural characteristics and the roof cutting self-forming roadway parameter, and comprises the following steps:

3. The method of claim 2, wherein the surrounding rock control intelligent design subsystem determines an initial cut-top height from the overburden flexural subsidence, the floor heave, the production height, and the formation collapse and expansion coefficient by the formula:

；

wherein ,h _k1 representing the initial cut-top height of the container,h _G representing the amount of overburden deflection，h _DG The floor heave amount is represented by the formula,h _m the height of the mining machine is indicated,Krepresenting the collapse expansion coefficient of the formation.

4. The method of claim 2, wherein the surrounding rock control intelligent design subsystem determines the truncated angle from the friction resistance, the sliding force, the horizontal extrusion force, the shear force, and the internal friction angle as:

；

；

wherein ,f _K the frictional resistance is indicated by the expression, f _h The sliding force is indicated as such,Trepresents the horizontal pressing force and the vertical pressing force,Rrepresents the shear force and is used to determine the shear,θthe angle of the cutting top is shown as the angle,ψindicating the internal friction angle.

5. The method of claim 2, wherein the formula for determining the initial constant resistance anchor cable length by the surrounding rock control intelligent design subsystem according to the target roof-cutting height is:

；

6. The method of claim 2, wherein the intelligent surrounding rock control design subsystem determines the formula of the constant resistance anchor cable spacing from the maximum roof collapse height of the roadway roof, the potential roof collapse height of the roadway roof, the initial anchor force of the roadway anchor rod design, the initial anchor force of the roadway anchor cable design, the volume weight of the rock mass, the included angle between the anchor rod and the roadway roof, the anchor rod spacing, and the number of anchor cables per row as:

；

represents the included angle between the anchor rod and the tunnel roof, L ₁ Representing the row spacing of the anchor rods,nrepresenting the number of anchor lines per row.

7. The method of claim 2, wherein the surrounding rock control intelligent design subsystem determines the blast charge from the particle vibration velocity, the site coefficient, the core distance, and the attenuation coefficient as:

；

8. The method according to claim 1, wherein the method further comprises:

9. The method of claim 1, wherein the surrounding rock deformation parameters include roof delamination amount, roof-to-floor approach amount, and wall-to-wall approach amount, the stress evolution parameters include constant resistance anchor line stress, gravel wall lateral pressure, single leg stress, hydraulic support stress, roof-panel kerf blastholes, and void-to-void gangue filling compaction, the method further comprising:

10. The intelligent monitoring and evaluating system for the coal pillar-free self-lane is characterized by comprising an engineering geological detection subsystem, a surrounding rock control intelligent design subsystem and a remote real-time monitoring and evaluating subsystem, wherein the remote real-time monitoring and evaluating subsystem comprises a multi-source dynamic monitoring subsystem and a cloud service subsystem, and the intelligent monitoring and evaluating method for the coal pillar-free self-lane is implemented according to any one of claims 1 to 9.