CN115758046B - Working face limit exploitation width calculation method, readable storage medium and electronic equipment - Google Patents

Working face limit exploitation width calculation method, readable storage medium and electronic equipment Download PDF

Info

Publication number
CN115758046B
CN115758046B CN202211429802.5A CN202211429802A CN115758046B CN 115758046 B CN115758046 B CN 115758046B CN 202211429802 A CN202211429802 A CN 202211429802A CN 115758046 B CN115758046 B CN 115758046B
Authority
CN
China
Prior art keywords
arch
thick hard
hard rock
layer
stress
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202211429802.5A
Other languages
Chinese (zh)
Other versions
CN115758046A (en
Inventor
李全生
阎跃观
朱元昊
郭俊廷
张琰君
李军
张村
滕腾
张成业
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China University of Mining and Technology Beijing CUMTB
National Institute of Clean and Low Carbon Energy
Original Assignee
China University of Mining and Technology Beijing CUMTB
National Institute of Clean and Low Carbon Energy
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China University of Mining and Technology Beijing CUMTB, National Institute of Clean and Low Carbon Energy filed Critical China University of Mining and Technology Beijing CUMTB
Priority to CN202211429802.5A priority Critical patent/CN115758046B/en
Publication of CN115758046A publication Critical patent/CN115758046A/en
Application granted granted Critical
Publication of CN115758046B publication Critical patent/CN115758046B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

The invention discloses a working face limit exploitation width calculation method, a readable storage medium and electronic equipment, wherein the method comprises the following steps: A. determining a thick hard rock stratum forming a layered arch condition from the overburden rock stratum according to a key layer theory; B. the working face of the stress arch is gradually pushed, and the arch height of the stress arch under the thick hard rock stratum and under the condition that the thick hard rock stratum of the stress arch crossing the thick hard rock stratum is not broken is calculated; C. setting the arch height of the stress arch to be equal to the total thickness H of the overlying strata 0 And calculating the limit mining width of the working face for the limit critical condition of the mining width. The invention determines the thick hard rock stratum according to the rigidity condition discriminant and the strength condition discriminant, advances gradually along with the working surface of the stress arch, judges whether to break according to the empty jack distance condition and the thick hard rock stratum limit breaking distance condition, calculates the arch height respectively, further calculates the arch working surface limit exploitation width, and provides technical support for coal mine exploitation design and subsidence control.

Description

Working face limit exploitation width calculation method, readable storage medium and electronic equipment
Technical Field
The invention relates to the field of mining subsidence and safety mining, in particular to a working face limit mining width calculation method based on a layered arch concept, a readable storage medium and electronic equipment.
Background
The coal resource is a main energy source, the ratio of coal in primary energy consumption is more than 50%, and the coal resource has important promotion effect on industrialization and modern development. However, coal mining inevitably forms a large amount of mining space in the ground, causing rock stratum movement and damage, groundwater and gas migration, subsurface subsidence and even collapse, and ecological damage, which also present serious challenges for ecological civilization construction of mining areas. Related researches show that the underground coal seam is used for mining the rock, the stress transmission path of the overlying strata is deviated to form a stress arch structure, the arch structure bears and transmits the load of the upper overlying strata, and the mining overlying strata is supported, so that the ground subsidence is controlled, and the ground damage is relieved.
The stress arch acts as a macroscopic load bearing structure for the mined overburden, with the span and height of the arch increasing as the face mining size increases, and destabilizing as the height develops to the surface. However, when the overburden lithology is heterogeneous, there is a significant thickness of the hard formation, the arch development process becomes more complex. The thick hard rock layer can influence the development of a stress arch, when the thick hard rock layer is in an unbroken state, the arch height of the stress arch below the hard rock layer can be stopped from developing at the bottom of the thick hard rock layer, the rock layer cannot be broken through, and the overlying rock is adopted to re-arch at the top of the thick hard rock layer, so that a layered arch phenomenon is formed. However, as the production width continues to increase, the thick hard rock layer breaks and the layered arches combine to form a complete new arch. In recent years, related scholars have studied the development process, structural morphology, stability and the like of the mining overburden arch structure by adopting numerical simulation, similarity simulation, theoretical analysis and other methods, and have advanced to a certain extent. However, the calculation problem of the limit exploitation width of the working face under the condition that the arch height and the critical instability of the arch structure exist in the overburden rock is still to be researched, and no related technical solution exists.
Disclosure of Invention
The invention aims to solve the technical problems pointed out in the background art, and provides a working face limit exploitation width calculation method, a readable storage medium and electronic equipment, wherein the method is used for judging an overlying strata of a target mining area layer by layer according to a rigidity condition judgment formula and a strength condition judgment formula so as to determine a thick and hard strata with a layering arch forming condition; and (3) gradually advancing along with the working face of the stress arch, judging whether the thick hard rock layer is broken or not according to the empty jack-up distance condition and the limit breaking distance condition of the thick hard rock layer, and respectively calculating the unbroken and broken arch height of the thick hard rock layer, so as to obtain the limit mining width of each working face of the arch containing the cover rock of the thick hard rock layer, and providing technical support for coal mining design and subsidence control.
The aim of the invention is achieved by the following technical scheme:
a method of face limit mining width calculation, the method comprising:
A. the upper part of the coal bed is a cover rock, the cover rock comprises n layers of rock layers, and a thick hard rock layer S in a layering arch condition is determined from the n layers of rock layers according to a key layer theory;
B. the method for calculating the arch height of the stress arch comprises the following steps of:
b1, if the stress arch is positioned below the thick hard rock layer S, the arch height a of the stress arch 1 The calculation method of (2) is as follows:
a 1 ＝bK j wherein a is 1 Is the arch height, b is the arch span, K j The arch coefficient of the elliptical arch is j, and j is the rock stratum where the arch of the stress arch is positioned, wherein j is more than 0 and less than or equal to n;
and B2, if the stress arch spans the thick hard rock layer S, judging whether the thick hard rock layer is broken or not, and dividing the thick hard rock layer into two conditions that the thick hard rock layer is not broken and the thick hard rock layer is broken, wherein the two conditions are as follows:
b21, the rock thick hard stratum is not broken, the stress arch comprises an upper stress arch and a lower stress arch, the upper stress arch is formed above the thick hard stratum, the lower stress arch is formed below the thick hard stratum, and the total arch height a of the upper stress arch and the lower stress arch is the total arch height a of the upper stress arch and the lower stress arch 2 The method is calculated according to the following formula:
a 2 ＝[L 1 -2H s cotψ+0.1(M-ε P H S +H S )(H 0 -H s )]K 2 +H s +h s wherein L is 1 For the exploitation width of the lower stress arch H s For the horizon height of the thick hard rock layer S,
Figure BDA0003941684480000021
h s is the self-degree of the thick hard rock stratum S, M is the thickness of the produced stratum epsilon p To break the residual expansion coefficient of the rock stratum, H 0 K is the total thickness of the overburden 2 As the arch coefficient of the upper stress arch, psi represents the breaking angle of the overlying strata;
b22, breaking the rock thick hard rock stratum, and the arch height a of the new stress arch broken by the thick hard rock stratum 3 The method is calculated according to the following formula:
a 3 ＝(L 3 +0.1MH 0 )K 3 wherein L is 3 The exploitation width of the new stress arch is M is the exploitation thickness, K 3 The arch coefficient of the new stress arch;
C. setting the arch height of the stress arch to be equal to the total thickness H of the overlying strata 0 For the limit critical condition of the mining width, the limit mining width of the working face is calculated, and the method comprises the following steps:
c1, under the condition that the thick hard rock stratum is not broken, the thick hard rock stratum is obtained through calculation according to the following formula:
Figure BDA0003941684480000031
c2, under the condition of breaking the thick hard rock stratum, the method is calculated by the following formula:
Figure BDA0003941684480000032
to better implement the present invention, the arch coefficient of the stress arch (including K 1 、K 2 、K 3 ) The method is obtained according to the following formula:
Figure BDA0003941684480000033
wherein C represents the Prussian hardness coefficient of the lithology of the stress arch related rock stratum, e is a mathematical constant, and A, B is a coefficient determined according to numerical simulation inversion or field actual measurement data; the rock stress arch is positioned below the thick hard rock stratum S, H k Take the value of H j The method comprises the steps of carrying out a first treatment on the surface of the H is the condition that the rock thickness of the hard rock stratum is not broken k Take the value of H 0 -H s The method comprises the steps of carrying out a first treatment on the surface of the The breaking condition of the rock thickness and the hard rock stratum is H k Take the value of H 0 。
Preferably, the thick hard rock layer S of the present invention is determined by the following method:
a1, taking the rock stratum S1 as an assumed thick hard rock stratum, wherein 0 is more than 0 and less than n, and judging through the following rigidity conditions and strength conditions respectively:
a11, judging the rigidity condition as follows:
Figure BDA0003941684480000041
wherein E and gamma respectively represent the elastic modulus and gravity density of the rock stratum;
a12, the strength condition discriminant is as follows:
l s1 ＜l n+1 wherein l s1 Is the breaking distance of the layer 1 rock stratum, l m+1 A breaking distance of the (m+1) th layer rock stratum;
a13, judging all rock formations of the overburden rock until the rigidity condition discriminant and the strength condition discriminant are simultaneously met, and determining that the rock formation m+1 is a thick hard rock formation.
Preferably, the method for judging whether the thick hard rock stratum is broken or not according to the invention comprises the following steps:
b200, respectively judging by using a blank top distance condition and a thick hard rock layer limit breaking distance condition of the thick hard rock layer;
b201, the empty top distance condition of the thick hard rock layer is as follows:
M-(ε p -1)H k1 -W s if the thickness is greater than zero, an empty roof appears below the thick hard rock stratum, wherein M is the thickness, epsilon p To break the residual expansion coefficient of the rock stratum, W s Is the maximum subsidence of the earth surface;
b202, the limit fracture distance condition of the thick hard rock layer is as follows:
Figure BDA0003941684480000042
wherein L is S Represents the transverse suspension length of the thick hard rock layer, R T Tensile strength of thick hard rock layer, q s Representing the load carried by a thick hard formation;
b203 while satisfying M- (ε) p -1)H k1 -W s ＞0、
Figure BDA0003941684480000043
And when the thick hard rock layer is broken, judging.
As another preferable technical scheme of the stiffness condition discriminant, the stiffness condition discriminant in the method A11 adopts the following formula;
q S1/m+1 ＜q S1/m s1 < m, where q S1/m Represents the load born by the rock stratum S1 from the S1 th layer to the m th layer, q S1/m+1 Representing the load carried by the formation S1 from the S1 st layer calculation to the m+1st layer.
Preferably, if the stiffness condition discriminant and the strength condition discriminant of the method A1 cannot be satisfied at the same time, the limit mining width of the working face in the method C is calculated by the following formula:
Figure BDA0003941684480000051
wherein b 'is the arch bar offset, b' =0.05mh j J is the rock stratum where the arch of the stress arch is located, H j For formation jHorizon height.
A readable storage medium having stored thereon an executable program which when executed by a processor performs the steps of a face limit mining width calculation method.
An electronic device includes a memory storing an executable program and a processor that when executing the executable program performs the steps of a face limit mining width calculation method.
Compared with the prior art, the invention has the following advantages:
(1) The method comprises the steps of judging the overburden layer of a target mining area layer by layer according to a rigidity condition judging formula and a strength condition judging formula so as to determine a thick hard rock layer with a forming layering arch condition; and (3) gradually advancing along with the working face of the stress arch, judging whether the thick hard rock layer is broken or not according to the empty jack-up distance condition and the limit breaking distance condition of the thick hard rock layer, and respectively calculating the unbroken and broken arch height of the thick hard rock layer, so as to obtain the limit mining width of the working face of the arch containing the cover rock of the thick hard rock layer, and providing technical support for coal mining design and subsidence control.
(2) The invention can quantitatively calculate the limit mining width of the working face when the mining overlying strata stress arch loses the bearing capacity, is convenient for mining area mining research and guidance, and improves the mining work and environmental safety.
Drawings
FIG. 1 is a flow chart of a method for calculating the limit mining width of a working surface according to an embodiment;
FIG. 2 is a schematic view of a formation horizon distribution of overburden in an embodiment;
FIG. 3 is a schematic view of a stress arch axis in an embodiment;
FIG. 4 is a schematic diagram of the morphology of the stress arch structure under the thick hard rock layer according to the embodiment;
FIG. 5 is a schematic diagram of a split arch structure of a stress arch spanning a thick hard formation in an embodiment;
FIG. 6 is a schematic diagram of an embodiment of combining upper and lower stress arches of a thick hard formation into a new stress arch.
Detailed Description
The invention is further illustrated by the following examples:
examples
As shown in fig. 1 to 6, a method for calculating a limit mining width of a working face includes:
A. the upper part of the coal bed is the overburden, the overburden comprises n layers of rock (as shown in fig. 2, the coal bed is the overburden from the earth surface, the n layers of rock comprise a rock layer 1, a rock layer 2, a rock layer …, a rock layer i …, a rock layer 1, a rock layer 2, a rock layer …, a rock layer i …, a rock layer n, the thicknesses of the rock layers corresponding to the rock layer n are respectively h1 and h2 … hi … hn, the rock layer S in fig. 2 is a thick hard rock layer, the thick hard rock layer (i.e. a key layer) in the overburden plays a control role in the movement of the overburden, and the rigidity and strength of the thick hard rock layer are larger than those of the surrounding rock layer;
B. the stress arch is constructed above the coal seam, as shown in fig. 3, the working surface of the stress arch is gradually pushed (the pushing distance of the working surface is gradually increased at the moment), and the arch height of the stress arch is calculated as follows:
b1, if the stress arch is positioned below the thick hard rock layer S as shown in FIG. 4, the arch height a of the stress arch 1 The calculation method of (2) is as follows:
a 1 ＝bK j wherein a is 1 Is the arch height, b is the arch span, K j The arch coefficient of the elliptical arch is j, and j is the rock stratum where the arch of the stress arch is positioned, wherein j is more than 0 and less than or equal to n; k (K) j Is obtained by the following formula:
Figure BDA0003941684480000061
C j the Prussian hardness coefficient representing the lithology of the stress arch rock stratum, the coefficient determined by A, B according to numerical simulation inversion or field actual measurement data and the coefficient determined by e is a numerical constant, H j For the horizon height of formation j, i.e., the height of formation j at the overburden location, the formula is calculated as follows: />
Figure BDA0003941684480000071
H j Is the sum of the self thicknesses of the j-1 formations below formation j.
And B2, if the stress arch spans the thick hard rock layer S, judging whether the thick hard rock layer is broken or not, and dividing the thick hard rock layer into two conditions that the thick hard rock layer is not broken and the thick hard rock layer is broken, wherein the two conditions are as follows:
b21, if the thick hard rock layer is not broken, as shown in fig. 5, the stress arch comprises an upper stress arch and a lower stress arch, the upper stress arch is formed above the thick hard rock layer, the lower stress arch is formed below the thick hard rock layer, and the total arch height a of the upper stress arch and the lower stress arch is the total arch height a of the upper stress arch and the lower stress arch 2 The method is calculated according to the following formula:
a 2 ＝[L 1 -2H s cotψ+0.1(M-ε P H S +H S )(H 0 -H s )]K 2 +H s +h s wherein L is 1 For the exploitation width of the lower stress arch H s For the horizon height of the thick hard formation S, the calculation formula is as follows:
Figure BDA0003941684480000072
H s is the sum of the self thicknesses of s-1 formations below formation s; h is a s Is the thickness of the thick hard rock stratum S, M is the thickness of the produced stratum epsilon P To break the residual expansion coefficient of the rock stratum, H 0 K is the total thickness of the overburden 2 As the arch coefficient of the upper stress arch, ψ represents the breaking angle of the overburden. K (K) 2 Is obtained by the following formula:
Figure BDA0003941684480000073
wherein C is 2 The Prussian hardness coefficient (e) representing the lithology of the rock stratum involved by the upper stress arch is a mathematical constant (A, B) according to the coefficient determined by numerical simulation inversion or field actual measurement data, H 2 The level height of the upper stress arch relative to the thick hard rock layer, i.e. the difference between the crown height of the upper stress arch and the height of the thick hard rock layer, is given by the following formula: h 2 ＝H 0 -H s . At this time, the suspension distance of the thick hard rock stratum formed by the pushing of the working surface does not reach the limit fractureThe empty roof appears below the distance or thick hard rock stratum, the key layer is in a complete deflection state, and the stress arch is in a layered arch structure form, as shown in figure 5; the left and right arch shoulder arch trace equation of the stress arch below the thick hard layer, and the arch crown is a horizontal line. A stress arch above the thick hard rock layer, wherein the arch mainly comprises a rock layer unloaded by a deflection separation layer; assuming that the arch trace also satisfies the axis equation at this time, the upper stress arch coefficient K2 is determined by the critical layer deflection w, the stress arch related to the formation thickness H2 and its lithology C2, unlike the lower arch state.
B22, breaking the rock thick hard rock layer, as shown in FIG. 6, the arch height a of the new stress arch of the broken thick hard rock layer 3 The method is calculated according to the following formula:
a 3 ＝(L 3 +0.1MH 0 )K 3 wherein L is 3 The exploitation width of the new stress arch is M is the exploitation thickness, K 3 The arch coefficient of the new stress arch; k (K) 3 Is obtained by the following formula:
Figure BDA0003941684480000081
wherein C is 3 The coefficient of hardness of the praise, e, representing the lithology of the new stress arch rock layer is a mathematical constant, A, B, coefficient determined from numerical simulation inversion or field measured data. The thick and hard rock layer is broken by dust, the upper stress arch and the lower stress arch are combined into a new arch, as shown in fig. 6, and the arch coefficient of the new stress arch is determined by the thickness of the produced thick rock layer, the lithology of the whole overlying rock and the thickness of the thick rock layer.
C. Setting the arch height of the stress arch to be equal to the total thickness H of the overlying strata 0 For the limit critical condition of the mining width (the moment when the stress arch loses bearing capacity and develops from the height of the arch to the ground surface, the corresponding working face advancing distance is the limit mining width of the working face; the critical condition of keeping the stress arch structure stable is a=H 0 The method for calculating the limit mining width of the working face under the two states of unbroken and broken of the thick hard rock stratum comprises the following steps of:
c1, under the condition that the thick hard rock stratum is not broken, the thick hard rock stratum is obtained through calculation according to the following formula:
Figure BDA0003941684480000082
c2, under the condition of breaking the thick hard rock stratum, the method is calculated by the following formula:
Figure BDA0003941684480000083
the arch coefficient of the stress arch is obtained according to the following formula:
Figure BDA0003941684480000091
wherein C represents the Prussian hardness coefficient of the lithology of the rock stratum related to the stress arch, C is more than or equal to 8 when the rock stratum is hard, C is more than or equal to 3 and less than 8 when the rock stratum is hard, and C is less than 3 when the rock mass is weak; e is a mathematical constant, A, B is a coefficient determined according to numerical simulation inversion or field measured data; the rock stress arch is positioned below the thick hard rock stratum S, H k Take the value of H j The method comprises the steps of carrying out a first treatment on the surface of the H is the condition that the rock thickness of the hard rock stratum is not broken k Take the value of H 0 -H s The method comprises the steps of carrying out a first treatment on the surface of the The breaking condition of the rock thickness and the hard rock stratum is H k Take the value of H 0 。
In some embodiments, if the stiffness condition discriminant and the strength condition discriminant of the method A1 cannot be satisfied at the same time, the working face limit mining width in the method C is calculated by the following formula:
Figure BDA0003941684480000092
wherein b 'is the arch bar offset, b' =0.05mh j J is the rock stratum where the arch of the stress arch is located, H j Is the horizon height of formation j. />
In some embodiments, the thick hard rock layer S of the present invention is determined by the following method:
a1, taking the rock stratum S1 as a supposedly thick hard rock stratum, calculating from an S1 th layer to an m layer and an m+1th layer rock stratum, sequentially judging, wherein 0 is less than S1 and n, and respectively judging through the following rigidity conditions and strength conditions:
a11, judging the rigidity condition as follows:
Figure BDA0003941684480000093
wherein i represents the rock formation, S1 < i < m, and E and gamma represent the elastic modulus and gravity density of the rock formation, respectively, namely E m+1 Represents the elastic modulus of the rock stratum m+1, gamma m+1 Represents the gravity density, h, of the formation m+1 m+1 Represents the self thickness of the rock stratum m+1, h i Representing the thickness of the formation i itself, gamma i Representing the gravity density of formation i.
In some embodiments, the stiffness condition discriminant in method a11 may be determined using the following formula;
q S1/m+1 ＜q S1/m s1 < m, where q S1/m Represents the load born by the rock stratum S1 from the S1 th layer to the m th layer, q S1/m+1 Representing the load carried by the formation S1 from the S1 st layer calculation to the m+1st layer.
A12, the strength condition discriminant is as follows:
l s1 ＜l m+1 wherein l s1 Is the breaking distance of the layer 1 rock stratum, l m+1 A breaking distance of the (m+1) th layer rock stratum; the breaking distance is calculated as follows:
Figure BDA0003941684480000101
where i represents the formation, l i Is the breaking distance of the ith rock stratum, h i Representing the thickness of the formation i itself, R Ti Represents the tensile strength of the ith rock layer, q i Representing the load carried by the ith formation.
A13, judging all rock formations of the overburden rock until the rigidity condition discriminant and the strength condition discriminant are simultaneously met, and determining that the rock formation m+1 is the thick hard rock formation S. The thick hard rock layer S can also have multiple layers, preferably, the multiple layers of the thick hard rock layer S can be combined and simplified into one layer, and the thick hard rock layer S can be numbered as S1, S2 and … from bottom to top, then h s ＝h s1 +h s2 + … horizon of thick hard rock SThe heights are respectively H s1 、H s2 …, H s ＝H s1 +H s2 + …, the present embodiment is described in detail by taking the case of merging and simplifying the multi-layer thick hard rock S into one layer.
Taking a single thick hard rock layer in the overburden as an example, the working surface is pushed to a certain distance, the arch height is developed to the position of the thick hard rock layer, and the stress arch height can be stopped below the thick hard rock layer and is not increased due to the existence of the thick hard rock layer. The working surface continues to advance, and two states exist for the thick hard rock layer: (1) the thick hard rock layer is not broken, the shape of the lower arch is gradually flattened, and the overlying rock above the thick hard rock layer is re-arched; (2) if the thick hard rock layer is broken, the upper stress arch and the lower stress arch are combined into a new arch, and in some embodiments, the method for judging whether the thick hard rock layer is broken or not is as follows:
b200, respectively judging by using a blank top distance condition and a thick hard rock layer limit breaking distance condition of the thick hard rock layer;
b201, the empty top distance condition of the thick hard rock layer is as follows:
M-(ε p -1)H k1 -W s if the thickness is greater than zero, an empty roof appears below the thick hard rock stratum, wherein M is the thickness, epsilon p To break the residual expansion coefficient of the rock stratum, W s Is the maximum subsidence of the earth surface;
b202, the limit fracture distance condition of the thick hard rock layer is as follows:
Figure BDA0003941684480000111
wherein L is S Represents the transverse suspension length of the thick hard rock layer, R T Tensile strength of thick hard rock layer, q s Representing the load carried by a thick hard formation; the rock thickness hard formation S is a plurality of layers, and the lowermost thick hard formation (i.e., thick hard formation S1) is used for determination.
B203 while satisfying M- (ε) p -1)H k1 -W s ＞0、
Figure BDA0003941684480000112
When the hard rock layer is broken, namely the thickness caused by mining of the working surface is judgedThe hard formation suspension distance reaches its limit fracture distance. />
A readable storage medium having stored thereon an executable program which when executed by a processor performs the steps of a face limit mining width calculation method.
An electronic device includes a memory storing an executable program and a processor that when executing the executable program performs the steps of a face limit mining width calculation method.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various equivalent changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.

Claims (8)

1. A working face limit exploitation width calculating method is characterized in that: the method comprises the following steps:
A. the upper part of the coal bed is a cover rock, the cover rock comprises n layers of rock layers, and a thick hard rock layer S in a layering arch condition is determined from the n layers of rock layers according to a key layer theory;
B. the method for calculating the arch height of the stress arch comprises the following steps of:
b1, if the stress arch is positioned below the thick hard rock layer S, the arch height a of the stress arch 1 The calculation method of (2) is as follows:
a 1 ＝bK j wherein a is 1 Is the arch height, b is the arch span, K j The arch coefficient of the elliptical arch is j, and j is the rock stratum where the arch of the stress arch is positioned, wherein j is more than 0 and less than or equal to n;
and B2, if the stress arch spans the thick hard rock layer S, judging whether the thick hard rock layer is broken or not, and dividing the thick hard rock layer into two conditions that the thick hard rock layer is not broken and the thick hard rock layer is broken, wherein the two conditions are as follows:
b21, if the thick hard rock layer is not broken, the stress arch comprises an upper stress arch and a lower stress arch, the upper stress arch is formed above the thick hard rock layer, and the lower stress arch is formed below the thick hard rock layerThe total arch height a of the upper and lower stress arches 2 The method is calculated according to the following formula:
α 2 ＝[K 1 -2H s cotψ+0.1(M-ε P H S +H S )(H 0 -H s )]K 2 +H s +h s wherein L is 1 For the exploitation width of the lower stress arch H s For the horizon height of the thick hard rock layer S,
Figure FDA0004139097270000011
h s is the self thickness of the thick hard rock layer S, h i Represents the self thickness of the rock stratum i, M is the sampling thickness epsilon p To break the residual expansion coefficient of the rock stratum, H 0 K is the total thickness of the overburden 2 As the arch coefficient of the upper stress arch, psi represents the breaking angle of the overlying strata;
b22, if the thick hard rock layer is broken, the arch height a of the new stress arch broken by the thick hard rock layer 3 The method is calculated according to the following formula:
a 3 ＝(L 3 +0.1MH 0 )K 3 wherein L is 3 The exploitation width of the new stress arch is M is the exploitation thickness, K 3 The arch coefficient of the new stress arch;
C. setting the arch height of the stress arch to be equal to the total thickness H of the overlying strata 0 For the limit critical condition of the mining width, the limit mining width of the working face is calculated, and the method comprises the following steps:
c1, under the condition that the thick hard rock stratum is not broken, the thick hard rock stratum is obtained through calculation according to the following formula:
Figure FDA0004139097270000021
c2, under the condition of breaking the thick hard rock stratum, the method is calculated by the following formula:
Figure FDA0004139097270000022
2. the face limit mining width calculation method according to claim 1, wherein: the arch coefficient of the stress arch is obtained according to the following formula:
Figure FDA0004139097270000023
wherein C represents the Prussian hardness coefficient of the lithology of the stress arch related rock stratum, e is a mathematical constant, and A, B is a coefficient determined according to numerical simulation inversion or field actual measurement data; if the stress arch is located below the thick hard formation S, H k Take the value of H j The method comprises the steps of carrying out a first treatment on the surface of the H if the thick hard rock layer is not broken k Take the value of H 0 -H s The method comprises the steps of carrying out a first treatment on the surface of the If the thick and hard rock stratum breaks, H k Take the value of H 0 。
3. The face limit mining width calculation method according to claim 1, wherein: the thick hard rock layer S is determined by the following method:
a1, taking the rock stratum S1 as an assumed thick hard rock stratum, wherein 0 is more than 0 and less than n, and judging through the following rigidity conditions and strength conditions respectively:
a11, judging the rigidity condition as follows:
Figure FDA0004139097270000024
wherein E and gamma respectively represent the elastic modulus and gravity density of the rock stratum, E m+1 Represents the elastic modulus of the rock stratum m+1, gamma m+1 Represents the gravity density, h, of the formation m+1 m+1 Represents the self thickness of the rock stratum m+1, h i Representing the thickness of the formation i itself, gamma i Representing the gravity density of formation i;
a12, the strength condition discriminant is as follows:
l s1 ＜l m+1 wherein l s1 Is the breaking distance of the layer 1 rock stratum, l m+1 A breaking distance of the (m+1) th layer rock stratum;
a13, judging all rock formations of the overburden rock until the rigidity condition discriminant and the strength condition discriminant are simultaneously met, and determining that the rock formation m+1 is a thick hard rock formation.
4. The face limit mining width calculation method according to claim 1, wherein: the judging method of the thick and hard rock stratum fracture is as follows:
b200, respectively judging by using a blank top distance condition and a thick hard rock layer limit breaking distance condition of the thick hard rock layer;
b201, the empty top distance condition of the thick hard rock layer is as follows:
M-(ε p -1)H k1 -W s if the thickness is greater than zero, an empty roof appears below the thick hard rock stratum, wherein M is the thickness, epsilon p To break the residual expansion coefficient of the rock stratum, W s Is the maximum subsidence of the earth surface;
b202, the limit fracture distance condition of the thick hard rock layer is as follows:
Figure FDA0004139097270000031
wherein L is S Represents the transverse suspension length of a thick hard rock layer, R T Tensile strength of thick hard rock layer, q s Representing the load carried by a thick hard formation;
b203 while satisfying M- (ε) p -1)H k1 -W s ＞0、
Figure FDA0004139097270000032
And when the thick hard rock layer is broken, judging.
5. A face limit mining width calculation method according to claim 3, wherein: in the method A11, the stiffness condition discriminant adopts the following formula;
q S1/m+1 ＜q S1/m s1 < m, where q S1/m Represents the load born by the rock stratum S1 from the S1 th layer to the m th layer, q S1/m+1 Representing the load carried by the formation S1 from the S1 st layer calculation to the m+1st layer.
6. A face limit mining width calculation method according to claim 3, wherein: if the stiffness condition discrimination formula and the strength condition discrimination formula of the method A1 can not be met at the same time, the limit mining width of the working face in the method C is calculated by the following formula:
Figure FDA0004139097270000041
wherein b 'is the arch bar offset, b' =0.05mh j J is the rock stratum where the arch of the stress arch is located, H j Is the horizon height of formation j.
7. A readable storage medium having stored thereon an executable program, wherein the executable program when executed by a processor implements the steps of the face limit mining width calculation method of any one of claims 1 to 6.
8. An electronic device comprising a memory and a processor, the memory storing an executable program, characterized in that the processor, when executing the executable program, implements the steps of the face limit mining width calculation method of one of claims 1 to 6.
CN202211429802.5A 2022-11-14 2022-11-14 Working face limit exploitation width calculation method, readable storage medium and electronic equipment Active CN115758046B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202211429802.5A CN115758046B (en) 2022-11-14 2022-11-14 Working face limit exploitation width calculation method, readable storage medium and electronic equipment

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202211429802.5A CN115758046B (en) 2022-11-14 2022-11-14 Working face limit exploitation width calculation method, readable storage medium and electronic equipment

Publications (2)

Publication Number Publication Date
CN115758046A CN115758046A (en) 2023-03-07
CN115758046B true CN115758046B (en) 2023-05-12

Family

ID=85371576

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202211429802.5A Active CN115758046B (en) 2022-11-14 2022-11-14 Working face limit exploitation width calculation method, readable storage medium and electronic equipment

Country Status (1)

Country Link
CN (1) CN115758046B (en)

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104462659A (en) * 2014-11-13 2015-03-25 辽宁工程技术大学 Composite strata behavior analyzing method for hard overlying strata
CN105673014A (en) * 2016-01-07 2016-06-15 山东科技大学 Method for controlling rock burst of hard roof jump mining working face
CN108150171A (en) * 2018-01-08 2018-06-12 河南理工大学 A kind of great burying thin bedrock area high seam longwall top coal caving pressure rack water-inrush prevention method
AU2020100234A4 (en) * 2020-02-18 2020-03-26 Xi'an University Of Science And Technology Method for water conservation mining by filling flexible strip
CN112446143A (en) * 2020-11-17 2021-03-05 山东科技大学 Strip filling mining parameter design method under thick unconsolidated formation and thin bedrock
CN113569401A (en) * 2021-07-22 2021-10-29 山东科技大学 Evaluation standard for type of overlying strata in deep-buried stope and thickening and modifying design method for thin bedrock
CN114075983A (en) * 2020-08-20 2022-02-22 神华神东煤炭集团有限责任公司 Method for classifying mining unconsolidated formation structure under thick unconsolidated formation
CN114996963A (en) * 2022-06-20 2022-09-02 北京低碳清洁能源研究院 Mining rock stratum arch shell structure stability analysis method
CN115126505A (en) * 2022-06-30 2022-09-30 国家能源投资集团有限责任公司 Method for accurately improving stability of overlying strata structure

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104462659A (en) * 2014-11-13 2015-03-25 辽宁工程技术大学 Composite strata behavior analyzing method for hard overlying strata
CN105673014A (en) * 2016-01-07 2016-06-15 山东科技大学 Method for controlling rock burst of hard roof jump mining working face
CN108150171A (en) * 2018-01-08 2018-06-12 河南理工大学 A kind of great burying thin bedrock area high seam longwall top coal caving pressure rack water-inrush prevention method
AU2020100234A4 (en) * 2020-02-18 2020-03-26 Xi'an University Of Science And Technology Method for water conservation mining by filling flexible strip
CN114075983A (en) * 2020-08-20 2022-02-22 神华神东煤炭集团有限责任公司 Method for classifying mining unconsolidated formation structure under thick unconsolidated formation
CN112446143A (en) * 2020-11-17 2021-03-05 山东科技大学 Strip filling mining parameter design method under thick unconsolidated formation and thin bedrock
CN113569401A (en) * 2021-07-22 2021-10-29 山东科技大学 Evaluation standard for type of overlying strata in deep-buried stope and thickening and modifying design method for thin bedrock
CN114996963A (en) * 2022-06-20 2022-09-02 北京低碳清洁能源研究院 Mining rock stratum arch shell structure stability analysis method
CN115126505A (en) * 2022-06-30 2022-09-30 国家能源投资集团有限责任公司 Method for accurately improving stability of overlying strata structure

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
Influence of stress distribution in coal seams of non-uniform extremely thick key stratum and disaster-causing mechanisms;Shan Ning等;《Scientific Reports》;1-17 *
Study on Stability Discrimination Technology of Stope Arch Structure;Quansheng Li等;《MDPI》;1-16 *
多煤层时空协调开采模式与岩层控制机理;阎跃观等;《采矿与安全工程学报》;第第39卷卷(第第6期期);1143-1153 *

Also Published As

Publication number Publication date
CN115758046A (en) 2023-03-07

Similar Documents

Publication Publication Date Title
CN107989613A (en) A kind of overlying strata separation layer subregion isolates grouting filling working seam complete extraction method
Xie et al. Investigations into stress shell characteristics of surrounding rock in fully mechanized top-coal caving face
CN102654054B (en) Method for determining height of caving zone of stope with internal-staggered layer-staggered position type roadway layout
CN101109283B (en) Quantitative decision method for feasibility of mining above hollow
CN112446143B (en) Strip filling mining parameter design method under thick unconsolidated formation and thin bedrock
CN108868770A (en) A kind of filling mining rock stratum position state is precisely controlled design method
CN105971630B (en) A kind of shallow coal level lane roof collapse prevention and controls
Qian et al. Stability of goaf-side entry driving in 800-m-deep island longwall coal face in underground coal mine
CN108694272A (en) A kind of residual exploiting field Upward mining feasibility determination method of tool post of dynamic disturbance load
CN103628876A (en) Harmonious mining method for block-type dip stripes in deep spanned mining areas of steep inclined seam
CN105893325A (en) Method for judging stability of metal mine artificial pillar
CN106815445A (en) A kind of shallow buried coal seam section coal pillar LOAD FOR model and its computational methods
Ma et al. Field and numerical investigation on the stability of coal pillars of gob-side entry driving with top coal
CN108664699B (en) A kind of residual exploiting field Upward mining feasibility determination method of tool post of quiet disturbance load
CN108664698B (en) A kind of dynamic disturbance adds the residual exploiting field Upward mining feasibility determination method of tool post of unloading
CN115758046B (en) Working face limit exploitation width calculation method, readable storage medium and electronic equipment
CN107100623A (en) Mining rock balances arch textural classification method
CN107657084B (en) Compound residual exploiting field Upward mining feasibility based on sliding instability quantitatively judges method
CN114996963B (en) Mining rock stratum arch shell structure stability analysis method
CN113435014A (en) Dynamic prediction method for mining overburden rock movement deformation
Singh et al. Optimal underground extraction of coal at shallow cover beneath surface/subsurface objects: Indian practices
RU2415265C2 (en) Development method of mineral resources at optimum parametres
CN115045660A (en) Deep hole blasting and cracking method and system for top plate of large-dip-angle stope face
Jiang et al. The feasibility research on ascending mining under the condition of multi-disturbances
Lu et al. Roadway failure and support in a coal seam underlying a previously mined coal seam

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant