CN114991858B - Maximum lag filling distance determination method based on filling stope stability - Google Patents

Maximum lag filling distance determination method based on filling stope stability Download PDF

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CN114991858B
CN114991858B CN202210554036.9A CN202210554036A CN114991858B CN 114991858 B CN114991858 B CN 114991858B CN 202210554036 A CN202210554036 A CN 202210554036A CN 114991858 B CN114991858 B CN 114991858B
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coal
maximum
arch
filling
pressure
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CN114991858A (en
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马立强
余伊河
许玉军
翟江涛
范立民
程敬义
周楠
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China University of Mining and Technology CUMT
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • E21F15/005—Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E21F17/18—Special adaptations of signalling or alarm devices
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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    • Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
    • Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation

Abstract

The invention discloses a method for determining a maximum lagging filling distance based on filling stope stability, which is suitable for the field of wall continuous mining and continuous filling water-retaining coal mining. Constructing a pressure arch model in a top plate between coal pillars on two sides of a branch roadway in a wall-type continuous mining and filling working face, calculating the horizontal pressure, a pressure arch camber line equation and a pressure arch span distance of the pressure arch in the top plate between two coal pillars by collecting working face information on site, obtaining a plurality of mechanical criteria for forming an expansion pressure arch by coal pillar instability at intervals, then calculating the maximum expansion pressure arch span, the bearing load of any coal pillar in the arch and the maximum bearing load of the coal pillar, finally comparing the maximum load of the coal pillar with the strength of the coal pillar, combining the expansion arch span and the safety coefficient of the coal pillar, reversely deducing the maximum empty lane number and calculating the maximum lag filling distance. The method has simple steps, is determined quickly, and can provide guidance for mining work.

Description

Maximum lag filling distance determination method based on filling stope stability
Technical Field
The invention relates to a method for determining a maximum lagging filling distance based on filling stope stability, which is particularly suitable for the field of wall continuous mining and continuous filling water-retaining coal mining.
Background
China has rich coal resources, and the consumption proportion of coal in primary energy is very large. Although the new energy is developed greatly, the traditional coal resource cannot be replaced within a short time due to the limitation of technical and economic conditions. Large-scale, high-strength mining presents a series of social and environmental problems, and overburden strata collapse and sink after coal seam mining. This can damage the water barrier of surface water and groundwater, changing the conditions of replenishment, runoff and drainage, causing pollution and loss of water resources.
The exposed area of the short-wall filling top plate is small, the sinking of the top plate and the overlying strata is not obvious, the development and permeability degradation degree of the overlying strata fracture can be effectively controlled, and further, the water-retaining coal mining is realized. The method is characterized in that a roadway is used as a basic unit for filling mining, each unit adopts a jump mining mode, and a top plate is supported by coal pillars on two sides of a mining roadway or a filling body which achieves the designed strength. The stoping and filling of the roadway filling mining coal seam are carried out in different roadways, and the two operation modes can be parallel without interference. Both sides of the roadway of the stope are always supported by coal pillars or filling bodies, and the subsidence and the deformation of the overlying strata are effectively controlled.
However, the current research on wall continuous mining and continuous filling water-retaining coal mining mainly focuses on the aspects of preparation of filling materials, sedimentation deformation of overlying strata and the like. The influence rule of the number of empty lanes between the mining branch lane and the filling branch lane on the stability of the coal pillar caused by the incongruity of the mining and filling rates of the stope branch lane is not reported. The maximum lag filling distance for ensuring the instability of the isolation coal pillar is determined, so that the coordination of the mining and filling work of the stope branch roadway is facilitated, and the working efficiency of the wall type continuous mining and continuous filling coal mining method is further improved.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a method for determining the maximum lag filling distance based on the stability of a filling stope, which has simple steps and is determined quickly.
In order to realize the purpose of the invention, a method for determining the maximum lag filling distance based on the stability of a filling stope is characterized in that a pressure arch model is constructed in a top plate between coal pillars on two sides of a branch roadway in a wall-type continuous mining and continuous filling working face, the horizontal pressure, the pressure arch camber line equation and the pressure arch span distance of a pressure arch in the top plate between two coal pillars are calculated by collecting working face information on site, a plurality of mechanical criteria for forming an extended pressure arch by instability of spaced coal pillars are obtained, then the maximum extended pressure arch span, the bearing load of any coal pillar in the arch and the maximum bearing load of the coal pillar are calculated, finally the maximum load of the coal pillars and the strength of the coal pillars are compared, the extended arch span and the safety coefficient of the coal pillars are combined, the maximum empty roadway number is reversely deduced, and the maximum lag filling distance is calculated.
The method comprises the following specific steps:
s10, establishing a pressure arch mechanical model for stabilizing the coal pillar group in the wall type continuous mining and filling working face, namely, establishing an arch pressure model simulated in a top plate between the coal pillars at two sides of the branch roadway according to the mining height H of the coal seam, the buried depth H of the coal seam, the width b of the branch roadway (spacing coal pillars) and the internal friction angle of the overlying strata
Figure BDA0003654172420000021
Covering rock volume weight gamma, calculating to obtain stress q in the pressure arch structure at the upper part of the stope and horizontal pressure e of the top and bottom plates at two sides of the roadway 1 、e 2 And a pressure arch span of 2W;
s20, establishing a rectangular coordinate axis by taking the arch vertex of the pressure arch mechanical model as an original point, constructing a moment balance equation of the pressure arch vertex, calculating a pressure arch camber line equation y by the fact that the horizontal thrust T' of an arch foot is equal to the horizontal thrust T of an arch crown, and then calculating the maximum height H of the pressure arch;
s30, stope branch roadways are mined and filled at intervals, the mining and filling speeds are different, so that the branch roadway is filled to delay the coal mining branch roadways, the delay distance is gradually increased along with the advancing of mining, the span of a pressure arch in a top plate is continuously increased at the moment to form an expansion pressure arch crossing coal pillars, the stress of the coal pillars at intervals is increased, after one coal pillar is damaged, the overburden pressure is transferred to the adjacent coal pillars at two sides of the coal pillar, so that other multiple interval coal pillars are subjected to chain instability, and finally an expansion pressure arch crossing the whole maximum delay filling distance is formed; obtaining mechanical criteria for forming an expansion pressure arch by m spaced coal pillars instability;
s40, calculating the span W of the maximum expansion pressure arch e Maximum extension pressure in archAny coal pillar bears load P k And maximum value of load P borne by coal pillar max ；
S50, the coal pillar bears the maximum load P max Intensity of coal column sigma p Contrast, combined with extended arch span W e And calculating the coal pillar safety coefficient F, the maximum number of empty lanes N by reverse deduction, and the maximum lag filling distance l max 。
Further, the tunnel roof stress q = γ H in the pressure arch; horizontal stress of top plates on two sides of tunnel in pressure arch
Figure BDA0003654172420000022
Horizontal stress of bottom plates on two sides of tunnel in pressure arch
Figure BDA0003654172420000023
Pressure arch span
Figure BDA0003654172420000024
Further, the pressure dome point moment equilibrium equation is
Figure BDA0003654172420000025
The relationship between the arch springing horizontal thrust T' and the arch crown horizontal thrust T is as follows:
Figure BDA0003654172420000026
the pressure arch camber line equation is
Figure BDA0003654172420000027
Maximum height of pressure arch
Figure BDA0003654172420000028
Wherein f is the Pythium coefficient of the overlying strata.
Further, the horizontal force which most easily causes the horizontal shearing damage of the compartment coal pillars is used as the criterion of instability of the compartment coal pillars, and the criterion of the horizontal force for the damage and instability of the m compartment coal pillars is as follows:
Figure BDA0003654172420000031
in the formula,. DELTA.F m The horizontal force for destabilization is destroyed for m spaced coal pillars.
Further, maximum extension pressure camber
Figure BDA0003654172420000032
Wherein N represents a maximum number of lagged empty lanes; the k-th coal pillar in the maximum expansion pressure arch bears the load of
Figure BDA0003654172420000033
Wherein A is k Showing the support area of the kth coal pillar; the coal pillar bearing the maximum load is the first coal pillar on two sides of the y axis in a rectangular coordinate system, and the maximum load is as follows:
Figure BDA0003654172420000034
further, the calculation process of the maximum number of lagged empty lanes N for ensuring that the most volatile stable coal pillar is not damaged comprises the following steps:
Figure BDA0003654172420000035
wherein σ p The strength of the coal pillar is shown, F represents the safety coefficient, 1.5 to 2 are taken,
Figure BDA0003654172420000036
representing the internal friction angle of the overlying strata;
the maximum hysteresis fill distance is: l max ＝2Nb。
Has the beneficial effects that:
the mechanical environment of the longwall filling mining and the wall continuous mining continuous filling water-retaining coal mining method is completely different, the maximum lagging filling distance of the longwall only considers the stability of the top plate, the top plate is stable under the wall continuous mining continuous filling condition, and the problem of the stability of the coal pillars at intervals under the condition of inconsistent efficiency between the stope branch roadway mining and the filling must be considered. The maximum lagging filling distance determining method based on the extended pressure arch can avoid chain instability of the spaced coal pillars caused by overlarge lagging filling distance, further cause dynamic disasters of a mine caused by large-area pressure coming of a top plate, is beneficial to fully and comprehensively considering coal mining operation and filling operation, promotes coordination between coal mining and filling, and further promotes the improvement of the working efficiency of wall type continuous mining, continuous filling and water retention coal mining. The method has wide practicability and plays a guiding role in ensuring the stability of the branch roadway coal pillar group of the wall type continuous mining and continuous filling stope.
Drawings
FIG. 1 is a flow chart of a maximum late filling distance determination method based on filling stope stability according to one embodiment of the invention;
FIG. 2 illustrates a first stage stope roadway branch mining and filling process during a wall continuous mining, continuous filling, water retention, coal mining, filling and parallel operation according to an embodiment of the present invention;
FIG. 3 illustrates a second stage stope branch roadway mining and filling process during parallel operation of wall continuous mining, continuous filling, water retention coal mining and filling according to an embodiment of the present invention;
FIG. 4 is a first stage mining flow of the wall continuous mining and water retention coal mining method of one embodiment of the present invention when mining and filling operations are not coordinated;
fig. 5 is a schematic diagram of a theoretical model of a wall-type continuous-mining and continuous-filling stope branch roadway pressure arch structure according to an embodiment of the invention;
fig. 6 is a schematic diagram of a solution of an arch line equation of a pressure arch of a branch roadway of a wall type continuous mining and continuous filling stope according to an embodiment of the invention;
FIG. 7 is a schematic diagram of an embodiment of the invention of an extended pressure arch structure formed by collapse and instability of a wall type continuous mining and continuous filling interval coal pillar;
FIG. 8 is a schematic diagram of the mechanical load solving of coal pillars at arbitrary intervals in the maximum expansion arch according to one embodiment of the present invention;
FIG. 9 is a graph of coal pillar load versus strength for different aspect ratios as a function of number of empty lanes for one embodiment of the present invention.
In the figure: 1-a filled first-stage stope branch roadway; 2-spacing coal pillars; 3-the first-stage stope branch roadway being filled; 4-the first stage stope branch roadway being mined; 5 a filled second-stage stope branch roadway; 6-the stope branch roadway of the second stage in filling; 7-second stage stope branch roadway under mining; 8-unfilled empty lanes between mining and filling branch lanes; 9-pressure arch above the mined branch roadway; 10-stope branch roadway already mined; 11-first to destroy the destabilized coal pillar; 12-the first coal pillar adjacent to the first destabilizing coal pillar; 13-the second coal pillar adjacent to the first destabilizing coal pillar; 14-single stope branch roadway pressure arch; 15-an expansion pressure arch formed after the destabilization of the firstly destabilized coal pillar; 16-a pressure arch formed after the unstable coal pillar and the adjacent coal pillar on the right side thereof are unstable; 17-maximum expansion pressure arch where isolated pillar chained instability occurs.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more clearly understood, the present application is further described in detail below with reference to the accompanying drawings and embodiments.
The mining and filling process is explained by 2-stage wall type continuous mining and continuous filling: when mining and filling are coordinated, firstly mining the first-stage stope branch roadway, immediately filling after mining to finally form the filled first-stage stope branch roadway 1, meanwhile, reserving the spacing coal pillars 2, mining one stope branch roadway, and separating the filling first-stage stope branch roadway 3 from the mining first-stage stope branch roadway 4 by the spacing coal pillars 2 all the time to realize the mutual independence of mining and filling. And when all stope branch roadways of the first stage are mined and filled completely, mining branch roadways of the second stage stope, immediately filling after mining to finally form a filled first stage stope branch roadway 5, and mining a stope branch roadway, wherein the filled first stage stope branch roadway 1 is always separated between the filling second stage stope branch roadway 7 and the mining second stage stope branch roadway 6.
However, in most cases, the production rate is different from the packing rate, and the number of unfilled drifts 8 between the production and packing branch drifts caused by the different production and packing rates will have different effects on the subsidence and deformation of the overburden. In fact, as the number of empty lanes increases, the load borne by the coal pillars between the empty lanes increases, and the settlement deformation of the overburden also increases. To ensure the stability of the supporting coal pillar, referring to fig. 1, fig. 1 is a flowchart of a maximum delay filling distance determining method based on filling stope stability according to an embodiment, which specifically includes the following steps:
step one, as shown in fig. 5, establishing a pressure arch mechanical model based on wall type continuous mining and continuous coal filling pillar group stabilization, and according to the mining height H of the coal seam, the buried depth H of the coal seam, the width b of a stope branch roadway 10 and the internal friction angle of overlying strata
Figure BDA0003654172420000051
The volume weight gamma of the overlying strata is calculated to obtain the stress q of a pressure arch 9 above a mined branch roadway at the upper part of the stope and the horizontal pressure e of top and bottom plates at two sides of the mined branch roadway 10 1 、e 2 And a pressure arch span of 2W.
The stress of a top plate of a roadway in the pressure arch structure is q = gamma H; the horizontal stress of the top plates at two sides of the roadway is
Figure BDA0003654172420000052
The horizontal stress of the bottom plates at two sides of the roadway is
Figure BDA0003654172420000053
The pressure arch span is
Figure BDA0003654172420000054
Step two, as shown in fig. 6, establishing a rectangular coordinate axis by taking the top point of the pressure arch 9 above the mined branch roadway as an origin, constructing a moment balance equation of the top point of the pressure arch, calculating a pressure arch camber line equation y by the fact that the horizontal thrust T' of the arch springing is equal to the horizontal thrust T of the arch crown, and then calculating the maximum height H of the pressure arch 9 above the mined branch roadway; the pressure dome point moment balance equation is
Figure BDA0003654172420000055
The horizontal thrust of the arch crown and the arch foot are equal
Figure BDA0003654172420000056
The pressure arch camber line equation is
Figure BDA0003654172420000057
Maximum height of pressure archDegree of
Figure BDA0003654172420000058
Wherein f is the overburden Pythium coefficient.
Step three, as shown in fig. 7, the stope branch roadway is mined and filled at intervals, the mining and filling speeds are different, so that the filling branch roadway lags the coal mining branch roadway, the stress of the coal pillar 11 which firstly destroys the instability is increased along with the increase of the lag distance, and after the coal pillar is destroyed, the right arch springing is transferred to the first coal pillar 12 adjacent to the first instability coal pillar, so as to form an expansion pressure arch 15 formed after the first instability coal pillar is destabilized. At this time, the left arch springing of the single stope branch roadway pressure arch 14 is arranged on the first coal pillar 12 adjacent to the first unstable coal pillar, and the right arch springing is arranged on the second coal pillar 13 adjacent to the first unstable coal pillar. Because the horizontal force is most easy to cause the shearing damage of the first coal pillar 12 adjacent to the first destabilized coal pillar, the horizontal force which is most easy to cause the horizontal shearing damage of the compartment coal pillar is selected as the destabilizing criterion,
the criterion of the instability damage of the first coal pillar 12 adjacent to the first instability coal pillar is as follows:
Figure BDA0003654172420000059
the first coal pillar 12 adjacent to the first destabilizing coal pillar is destabilized and damaged to form a pressure arch 16 formed after the first destabilizing coal pillar and the adjacent coal pillar on the right side are both destabilized.
The criterion of the horizontal force of the m spaced coal pillars for failure and instability is as follows:
Figure BDA00036541724200000510
the chain-type destabilization of the coal pillar clusters results in the eventual formation of an expanding pressure arch that spans the entire maximum hysteretic packing distance.
Step four, as shown in fig. 8, calculating the span W of the maximum expansion pressure arch 17 where the chain instability of the isolated pillars occurs e Bearing load P of any coal pillar in maximum expansion pressure arch k And maximum value of load P borne by coal pillar max ；
Maximum extended pressure arch span of
Figure BDA0003654172420000061
Wherein N represents the maximum number of lagging empty lanes; the k-th coal pillar in the maximum expansion pressure arch bears the load of
Figure BDA0003654172420000062
Wherein A is k Showing the support area of the kth coal pillar; the coal pillar bearing the maximum load is the first coal pillar on two sides of the y axis in a rectangular coordinate system, and the maximum load is as follows:
Figure BDA0003654172420000063
step five, the coal pillar bears the maximum load P max Intensity of coal column sigma p Contrast, combined with extended arch span W e And calculating the coal pillar safety coefficient F, the maximum number of empty lanes N by reverse deduction, and the maximum lag filling distance l max . The calculation process of the maximum number N of the lag empty lanes for ensuring that the most volatile stable coal pillar is not damaged comprises the following steps:
Figure BDA0003654172420000064
wherein σ p The strength of the coal pillar is shown, F is a safety coefficient, 1.5-2 is selected,
Figure BDA0003654172420000065
representing the internal friction angle of the overlying strata;
the maximum hysteresis fill distance is: l. the max ＝2Nb。
Example 1: in the example, the actual geological parameters and mining parameters of a certain mining working face are taken as engineering background, and the basic calculation parameters are as follows: gamma =25.2kN/m 3 ，
Figure BDA0003654172420000066
f =0.23mpa and f =1.5. And (3) researching the influence of the width b and the height h of the roadway on the maximum number N of empty roadways by adopting an orthogonal experiment method.
As shown in FIG. 9, the mining heights h are respectively 3m,3.5m,4m and 4.5m; and under the condition that the mining width is 3m,3.5m,4m and 4.5m, orthogonal images of the coal column load and the coal column strength are obtained, and the intersection point is the maximum number of empty lanes. The maximum load borne by the coal pillar approximately linearly increases with the number of empty lanes, and the strength of the coal pillar is irrelevant to the number of empty lanes. When the number of the empty tunnels reaches a certain value, the maximum load is greater than the strength of the coal pillar, which indicates that the coal pillar has the possibility of being damaged. As the width of the gob-side entry increases, so does the column strength and peak load. The former (increased pillar strength) is beneficial for maintaining the pillar stability, and the latter (increased load) has a negative impact on the pillar stability. As the rate of increase of the maximum pillar load is greater than the rate of increase of the maximum pillar strength, the maximum pillar number decreases as the pillar width increases. Mining height has a significant effect on pillar strength, but less on pillar loading. As the mining height increases, the pillar strength decreases, resulting in a decrease in the number of pillars. In summary, although the use of the branch roadway with a larger size can reduce the moving times of the working face and the stope face and improve the mining efficiency, the influence on the stability of the coal pillar is negative.
It can be seen from table 1 that the stope branch roadway is between 5 and 6 metres wide, the minimum width is between 3 and 4.5 metres, the maximum void count for the first mining stage is 8 to 10 and the maximum void count for the second mining stage is 3 to 4. Comprehensively considering mining safety, mining efficiency and filling effect, determining that the width of a branch roadway is 5.5m, the maximum number of empty roadways in the first stage is 8, and the maximum number of empty roadways in the second stage is 3:
TABLE 1
Figure BDA0003654172420000071

Claims (6)

1. A method for determining a maximum lagging filling distance based on filling stope stability is characterized by comprising the following steps: constructing a pressure arch model in a top plate between coal pillars on two sides of a branch roadway in a wall-type continuous mining and charging working face, calculating the horizontal pressure of a pressure arch in the top plate between the two coal pillars, a pressure arch camber line equation and a pressure arch span distance by acquiring working face information on site, obtaining a plurality of mechanical criteria for forming an expansion pressure arch by instability of spaced coal pillars, then calculating the maximum expansion pressure arch span, bearing load of any coal pillar in the arch and the maximum bearing load of the coal pillar, finally comparing the maximum load of the coal pillar with the strength of the coal pillar, combining the expansion arch span and the safety coefficient of the coal pillar, reversely pushing the maximum empty number and calculating the maximum lag filling distance;
the method comprises the following specific steps:
s10, establishing a pressure arch mechanical model for stabilizing the coal pillar group in the wall type continuous mining and filling working face, namely, establishing an arch pressure model simulated in a top plate between the coal pillars at two sides of the branch roadway according to the mining height H of the coal seam, the buried depth H of the coal seam, the width b of the branch roadway and the internal friction angle of the overlying strata
Figure FDA0004034574240000011
Covering rock volume weight gamma, calculating to obtain stress q in the pressure arch structure at the upper part of the stope and horizontal pressure e of the top and bottom plates at two sides of the roadway 1 、e 2 And a pressure arch span of 2W;
s20, establishing a rectangular coordinate axis by taking the arch vertex of the pressure arch mechanical model as an original point, constructing a moment balance equation of the pressure arch vertex, calculating a pressure arch camber line equation y by the fact that the horizontal thrust T' of an arch foot is equal to the horizontal thrust T of an arch crown, and then calculating the maximum height H of the pressure arch;
s30, stope branch roadways are mined and filled at intervals, the mining and filling speeds are different, so that the branch roadway is filled to delay the coal mining branch roadways, the delay distance is gradually increased along with the advancing of mining, the span of a pressure arch in a top plate is continuously increased at the moment to form an expansion pressure arch crossing coal pillars, the stress of the coal pillars at intervals is increased, after one coal pillar is damaged, the overburden pressure is transferred to the adjacent coal pillars at two sides of the coal pillar, so that other multiple interval coal pillars are subjected to chain instability, and finally an expansion pressure arch crossing the whole maximum delay filling distance is formed; obtaining mechanical criteria for forming an expansion pressure arch by m spaced coal pillars instability;
s40, calculating the span W of the maximum expansion pressure arch e And the load P borne by any coal pillar in the maximum expansion pressure arch k And maximum value of load P borne by coal pillar max ；
S50, the coal pillar bears the maximum load P max Intensity of coal column sigma p Contrast, combined with extended arch span W e And calculating the coal pillar safety coefficient F, the maximum number of empty lanes N by reverse deduction, and the maximum lag filling distance l max 。
2. The filling stope stabilization-based maximum late filling distance determination method according to claim 1, wherein: the stress q = gamma H of the top plate of the tunnel in the pressure arch; horizontal stress of top plates on two sides of tunnel in pressure arch
Figure FDA0004034574240000012
Horizontal stress of bottom plates on two sides of roadway in pressure arch
Figure FDA0004034574240000013
Pressure arch span
Figure FDA0004034574240000014
3. The filling stope stabilization-based maximum late filling distance determination method according to claim 1, wherein: the pressure dome point moment balance equation is
Figure FDA0004034574240000021
The relationship between the arch springing horizontal thrust T' and the arch crown horizontal thrust T is as follows:
Figure FDA0004034574240000022
the pressure arch camber line equation is
Figure FDA0004034574240000023
Maximum height of pressure arch
Figure FDA0004034574240000024
Wherein f is the Pythium coefficient of the overlying strata.
4. The filling stope stabilization-based maximum late filling distance determination method according to claim 1, wherein: the horizontal force which is most easy to cause horizontal shearing damage of the compartment coal pillars is used as a criterion of instability of the compartment coal pillars, and the criterion of the horizontal force for damage and instability of the m compartment coal pillars is as follows:
Figure FDA0004034574240000025
in the formula,. DELTA.F m The horizontal force for destabilization was destroyed for m spaced pillars.
5. The filling stope stabilization-based maximum late filling distance determination method according to claim 1, wherein: maximum extension pressure arch span
Figure FDA0004034574240000026
Wherein N represents the maximum number of lagging empty lanes; the k-th coal pillar in the maximum expansion pressure arch bears the load of
Figure FDA0004034574240000027
Wherein A is k Showing the support area of the kth coal pillar; the coal pillar bearing the maximum load is the first coal pillar on two sides of the y axis in a rectangular coordinate system, and the maximum load is as follows:
Figure FDA0004034574240000028
6. the filling stope stabilization-based maximum lag filling distance determination method according to claim 1, wherein the calculation process of the maximum lag number of empty lanes N for ensuring that the most volatile stable coal pillar is not damaged comprises:
Figure FDA0004034574240000029
wherein σ p The strength of the coal pillar is shown, F represents the safety coefficient, 1.5 to 2 are taken,
Figure FDA00040345742400000210
representing the internal friction angle of the overlying strata;
the maximum hysteresis fill distance is: l. the max ＝2Nb。
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