CN108194132B - A kind of pier formula multi-arch type Mined-out Area control method - Google Patents

A kind of pier formula multi-arch type Mined-out Area control method Download PDF

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Publication number
CN108194132B
CN108194132B CN201711439017.7A CN201711439017A CN108194132B CN 108194132 B CN108194132 B CN 108194132B CN 201711439017 A CN201711439017 A CN 201711439017A CN 108194132 B CN108194132 B CN 108194132B
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China
Prior art keywords
rock
stratum
key stratum
key
goaf
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CN201711439017.7A
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Chinese (zh)
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CN108194132A (en
Inventor
宁建国
姜宁
邱鹏奇
徐强
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山东科技大学
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21FSAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00Methods or devices for placing filling-up materials in underground workings
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21FSAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00Methods or devices for placing filling-up materials in underground workings
    • E21F15/005Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material

Abstract

The present invention discloses a kind of pier formula multi-arch type Mined-out Area control method, it mainly passes through the data analysis of key stratum, obtains the supporting intensity of pier stud;Then injected hole is arranged to gob floor in earth's surface, form pier stud using tube method progress discontinuous filling and injecting slurry hole is mentioned, until pier stud and key stratum connect top, finish to grouting filling, carry out packing to injected hole is left.The present invention forms " pier formula arcading " structure, safeguards the stabilization of goaf top plate using the mutual cooperation being caving between top plate is covered on the pier stud and goaf formed after the solidification of grouting filling aggregate.

Description

A kind of pier formula multi-arch type Mined-out Area control method
Technical field
The present invention relates to mine mining field, in particular to a kind of " pier formula arcading " formula Mined-out Area control method.
Background technique
Socio-economic development is growing day by day to the demand of resource, and subterranean resource exploitation will inevitably cause it is mined out The formation in area, goaf, which is settled, can produce a very large impact surface buildings with collapsing, especially bridge, railway, house etc. pair The more demanding earth's surface building of ground settlement value.In order to reduce the sedimentation of goaf surface layer to greatest extent, control its sedimentation value Within the scope of reasonable interval, the building damage of goaf earth's surface is prevented, it is ensured that the peace of surface layer buildings is covered on goaf Entirely with stabilization, traditional Mined-out Area control method usually has: spontaneous caving method, Caving Method with Large Space, filling method, pillar supporting method, closing Five kinds of processing methods such as isolation method.Spontaneous caving method and Caving Method with Large Space simple process spend cheap, but subsidence value is larger;It fills Filling out method has many advantages, such as that effect is good, quick, filling is closely knit for Mined-out Area control, can ensure that earth's surface does not settle, collapses It is sunken etc. to adopt secondary disaster, but there is the disadvantages of difficulty of construction is big, at high cost, operational security is poor;There is money in pillar supporting method The disadvantages of source wastage is big, deficiency in economic performance;Isolation method remarkable benefit in terms of the fire prevention of goaf is closed, but cannot be fundamentally Solve the problems, such as surface subsidence.In addition, by specific mining conditions, coal winning technology, face layout form, goaf morphological feature etc. Specific different limitation, above-mentioned tradition Mined-out Area control method, which tends not to meet earth's surface building, wants the harshness of earth's surface subsiding extent It asks and higher technology cost.Therefore, comprehensively consider the various factors of Mined-out Area control method, fundamentally solve because Goaf sedimentation, collapse phenomenon and cause earth's surface build damage problem, while guaranteeing Mine Safety in Production, maximization subtracts The influence for leaving mining excavation on ground building less, from the total of the comprehensive consideration Mined-out Area control of technology, economy, safety etc. Body effect, it is ensured that shaft production benefit.
The coal mine that China Patent Publication No. CN104564137A discloses a kind of double media stack formula support tight roofs is mined out Area's processing method and processing device is difficult to the engineering roadblock being caving, coal working face coal-getter mainly for coal mine thick-layer tight roof It is soft by filling chemical material progress between basic centipede space and top plate by filling basic centipede space in goaf after sequence Connect top.The technology needs to be laid with twice filling piping from surface grout injection station to coal working face rail when having the disadvantage that implementation Road crossheading, workload increase;Worker to goaf under top plate carry out construction fill out pile when, danger coefficient is high, is unfavorable for safety Production;The patent does not calculate supporting intensity needed for goaf top plate, therefore whether double medium charge piles are able to satisfy The supporting intensity of top plate needs to be unknown.
China Patent Publication No. CN107339122A discloses a kind of steel pipe column processing goaf engineering method, by using by steel Tubing string is down toward mined out region, and casting concrete makes it become a male cone body with surrounding rock body in steel pipe column, thus adopting Carrying short column is formed in dead zone, achievees the purpose that prevention, reduction goaf continue deformation and meet top-out composition deformation.The technology Have the disadvantage that needs are more difficult down toward the execute-in-place of mined out region by the seamless steel pipe that will be grown when implementation, to The anchoring body that injection pea gravel concreten is formed in seamless steel pipe, it is unknown to the sphere of action of surrounding rock, so can play Anchorage effect is also unknown;The layout density that drills is larger, and difficulty of construction increases therewith.
Summary of the invention
It is an object of the invention to overcome traditional Mined-out Area control method to meet surface buildings to ground settlement The requirement of value and the defect of high process cost etc., mine can fundamentally be solved and leave to cover on goaf by providing one kind Surface layer slowly settles and collapses the Mined-out Area control method of problem.
To achieve the goals above, the technical solution adopted by the present invention is that:
A kind of pier formula multi-arch type Mined-out Area control method, comprising the following steps:
Step 1: determine key stratum
According to the actual hydrogeologic prospecting data in scene, comprehensive utilization theory analysis, numerical simulation and Judging key stratum Three kinds of methods of software determine goaf overlying rock, find position of key stratum;
Step 2: key stratum overlying rock load is calculated
There are when multiple rock stratum in stope rock stratum, to Overlying Strata In A Face part or until whole rock stratum of earth's surface are movable That plays the rock stratum of control action is known as key stratum overlying rock load from heavy load, the heavy duty certainly of m layers of rock stratum of whole on key stratum Lotus are as follows:
In formula:
Covered on q-key stratum whole layer m layers of rock stratum from heavy load, KN;
EiThe elasticity modulus of-the i-th layer of rock stratum, MPa;
hiThe thickness of-the i-th layer of rock stratum, m;
γiThe body force of-the i-th layer of rock stratum, KN/m3
Rock stratum number above m-key stratum;
Step 3: key stratum rock beam amount of deflection is calculated
According to the amount of deflection that key stratum overlying rock LOAD FOR key stratum generates, key stratum elastic foundation meets Winkler Ground is it is assumed that the then Deflection Formula of above goaf key stratum rock beam are as follows:
In formula:
Y-above goaf key stratum rock beam amount of deflection, m;
IiThe moment of inertia of-the i-th layer of rock stratum rock beam, m4,B represents the width for referring to key stratum rock beam, i.e. across pitch side To the width of key stratum;
The long half of l-above goaf key stratum rock beam, m;
Bending moment coefficients in the middle part of α-key stratum rock beam;
Distance of the place of amount of deflection to gob edge, m are generated on x-key stratum rock beam;
Its for k coefficient of subgrade reaction (k is related with the thickness of key stratum underlayer and mechanical property, E0The elasticity modulus of-ground;h0- cushion thickness, wherein the coal rock layer below key stratum to gob floor is known as bed course);
qiBe on key stratum i-th layer of rock stratum from heavy load, KN
Step 4: the breaking length of key stratum rock beam is calculated
The breaking length of key stratum beam, that is, the length L of curved key stratum rock beam are calculated according to key stratum amount of deflection;
Calculated maximum defluxion y in step 3 will be usedmaxIt substitutes into following formula, calculates the practical key stratum to bend The breaking length L of rock beam;The maximum defluxion ymaxIt is to be generated in key stratum rock beam middle position
In formula,
ymaxThe maximum defluxion of-bending key stratum rock beam, m;
The length of the curved key stratum rock beam of L-, m.
Step 5: supporting roof weight is calculated
According to the length of calculated bending key stratum rock beam, the self weight of supporting roof is calculated.
In formula, M-supporting roof self weight, KN;The curved key stratum rock beam of a-is wide (width in goaf), m;γi- the The bulk density of i layers of rock beam, KN/m3
Step 6: pier stud supporting intensity is calculated
The supporting intensity of pier stud is calculated according to the self weight of supporting roof.
In formula,
σ-pier stud supporting intensity, MPa;
N-pier stud quantity, pier stud quantity in unit area: 2.22 × 10-4~5.00 × 10-4It is a;
G-acceleration of gravity, m/s2
N-pier stud quantity;
S-pier stud area, m2
Step 7: arrangement injected hole
Earth's surface on goaf is arranged the specific location of required injected hole, slip casting bore dia 20cm, specifically: Along bearing direction, it is respectively arranged two injected holes at gob edge, fills two pier studs;It is inclined to direction along coal seam, The two rows of injected holes of arrangement are arranged vertically, every arrangement sets N/2 injected hole, amounts to N number of pier stud, and pier stud is arranged in mined out area edge Close to coal body part;
Step 8: drilling construction
According to the injected hole that step 7 is arranged, earth's surface is covered from goaf and vertically digs drilling to goaf bottom, is formed For the injected hole to goaf conveying grouting filling aggregate;
Step 9: aggregate configuration
Cement, sand, stone and water proportion is carried out in proportion in being located above goaf earth's surface aggregate proportion pond to mix Close, make grouting filling aggregate, above-mentioned cement, sand, stone and water mixed proportion ensure that the intensity of grouting filling aggregate is full Sufficient pier stud supporting intensity requirement;
Step 10: borehole cleaning
Drilling is cleared up using the high pressure water in sink, goes through hole depth, hole location, hole shape, aperture, it is desirable that infusing Sediment thickness is not more than 30cm in injected hole before slurry fills;When slip casting hole wall is not easy to collapse, sediment thickness is not more than 20cm;
Step 11: grouting filling
Grouting filling aggregate Grouting Pipe is taken out along injected hole using the level-one grouting pump and second level grouting pump for being located at earth's surface It is filled into goaf;When practical operation, discontinuous filling is carried out using " proposing tube method ", i.e., Grouting Pipe is protruded into goaf Bottom plate after slip casting for a period of time, continues slip casting for a period of time after the solidification of grouting filling aggregate, to second of grouting filling aggregate After solidification, third time grouting filling is carried out, this process moves in circles, and each cyclic process slip casting time is on a upper process basis Shorten 10 minutes, after the completion of every circulation slip casting, waits the solidification of grouting filling aggregate to carry out slip casting next time again, the cyclic process is straight Until pier stud and key stratum connect top;
Step 12: packing injected hole.It is finished to grouting filling, carries out packing to injected hole is left.
The invention has the advantages that
1, the present invention utilizes the pier stud formed after the solidification of grouting filling aggregate and covers the phase being caving between top plate on goaf Mutually cooperation forms " pier formula arcading " structure, safeguards the stabilization of goaf top plate.
2, the present invention can greatly improve the filling quality in goaf, guarantee earth's surface do not occur after resource recovery sedimentation, It the secondary breakoff phenomenon such as collapses, makes it possible that earth's surface builds the building more demanding to earth's surface sedimentation value on goaf, have There are higher economic, environmental protection and social application value.
3, the present invention arranges injected hole according to the pier stud intensity and quantity of accounting, while guaranteeing Mine Safety in Production, Maximize the influence for reducing and leaving mining excavation on ground building, it is ensured that engineering is greatly lowered in shaft production benefit Amount,.
4, the present invention utilizes " proposing tube method " to carry out discontinuous filling, after being solidified with grouting filling aggregate the pier stud that is formed with adopt The mutual cooperation being caving between top plate is covered on dead zone, forms " pier formula arcading " structure, goaf is administered.Method processing is adopted Dead zone, it can be ensured that on goaf earth's surface do not settle, secondary destruction of caving in.
Detailed description of the invention
Fig. 1 is surface grouting hole layout drawing of the invention
Fig. 2 is goaf top plate rock beam fracture before the present invention constructs
Fig. 3 is construction technology figure of the present invention
In figure: 1- aggregate matches pond, 2- level-one grouting pump, 3- second level grouting pump, 4- sink, 5- conveyance conduit, 6- well head Device for filling, 7- injected hole, 8- pier stud, 9- earth's surface, 10- goaf top plate, 11- control rock stratum, 12- key stratum, 13- are mined out Area, the goaf 14- ground, the coal seam 15-, 16- Grouting Pipe
Specific embodiment
A specific embodiment of the invention and step are described in further detail with reference to the accompanying drawing.
One, determine key stratum.According to the actual hydrogeologic prospecting data in scene, theory analysis, Numerical-Mode are comprehensively utilized Quasi- and three kinds of methods of Judging key stratum software determine 12 position of key stratum on goaf.
Two, load on key stratum 12 is calculated
For stope rock stratum there are when multiple rock stratum, the rock stratum that control action is played in or part whole to rock mass activity is key stratum 12, all control on key stratum 12 rock stratum 11 (one layer of control rock stratum 11 is only shown in figure) from heavy load are as follows:
In formula, covered on q-key stratum whole (m layers) rock stratum from heavy load, KN;EiThe elasticity modulus of-the i-th layer of rock stratum, MPa;hiThe thickness of-the i-th layer of rock stratum, m;γiThe body force of-the i-th layer of rock stratum, KN/m3
Three, key stratum amount of deflection is calculated
According to the amount of deflection that 12 overlying rock LOAD FOR key stratum of key stratum generates, 12 elastic foundation of key stratum meets Winkler ground is it is assumed that the then Deflection Formula of above goaf key stratum 12 are as follows:
In formula:
Y-above goaf key stratum amount of deflection, m;
IiThe moment of inertia of-the i-th layer of rock stratum, m4,B represents the width for referring to key stratum, i.e. across pitch direction key stratum Width;
The long half of l-above goaf key stratum rock beam, m;
Bending moment coefficients in the middle part of α-key stratum rock beam;
Distance of the place of amount of deflection to gob edge, m are generated on x-key stratum rock beam;
K among these refers to coefficient of subgrade reaction;
qiBe on key stratum i-th layer of rock stratum from heavy load, KN.
Four, the length of the key stratum rock beam to bend is calculated
The length of 12 beam of key stratum is calculated according to 12 amount of deflection of key stratum, will be scratched with maximum calculated in step 2 Spend ymaxIt substitutes into following formula, calculates the length of 12 rock beam of practical key stratum to bend
In formula, ymaxThe maximum defluxion of-bending key stratum rock beam, m;The length of the curved key stratum rock beam of L-, m.
Five, 10 weight of supporting roof is calculated
According to the length of calculated bending key stratum 12, the self weight of supporting roof 10 is calculated.
In formula, M-supporting roof 10 is self-possessed, KN;The curved key stratum deck-siding of a-(width in goaf), m;γi- the The bulk density of i layers of rock beam, KN/m3
Six, pier stud supporting intensity is calculated
The supporting intensity of pier stud 8 is calculated according to the self weight of supporting roof 10.
In formula, σ-pier stud supporting intensity, MPa;N-pier stud quantity, it is a;G-acceleration of gravity, m/s2;N-pier stud Quantity;S-pier stud area, m2
Seven, injected hole is arranged
Earth's surface 9 on goaf 13 arranges that required injected hole 7, injected hole 7 are the round hole of diameter 20cm.It is walked along coal seam To direction, it is respectively arranged two injected holes 7 at gob edge, fills two pier studs 8;It is inclined to direction along coal seam 15, vertically Arrange that two rows of injected holes 7, N/2 injected hole of every row 7 fill N/2 pier stud 8, two rows amount to N number of pier stud 8, and pier stud 8 is arranged At 13 edge of goaf close to coal body part.
Eight, drilling construction
Earth's surface 9 is covered from goaf 13, and vertically digging drilling is formed to 13 bottom of goaf for conveying to goaf 13 The injected hole 7 of grouting filling aggregate.
Nine, aggregate configures;
Water, cement, sand and stone are pressed into 0.38:1 being located above goaf 13 in 9 aggregate of earth's surface proportion pond 1: The ratio of 1.11:2.72 carries out proportion mixing, makes grouting filling aggregate, it is ensured that the intensity of grouting filling aggregate meets pier stud 8 Supporting intensity requirement.
Ten, borehole cleaning
Injected hole 7 is cleared up by conveyance conduit 5 and well head device for filling 6 using the high pressure water in sink 4, carefully Check hole depth, hole location, hole shape, aperture, it is desirable that sediment thickness is not more than 30cm in injected hole 7 before grouting filling;Work as injected hole When wall is not easy to collapse, sediment thickness is not more than 20cm.
11, grouting filling
Using be located at earth's surface 9 level-one grouting pump 2 and second level grouting pump 3 by grouting filling aggregate with Grouting Pipe 16 along slip casting Hole 7, which is evacuated in goaf, to be filled.When practical operation, discontinuous filling is carried out using " proposing tube method ", i.e., is protruded into Grouting Pipe Gob floor after slip casting for a period of time, continues slip casting for a period of time after the solidification of grouting filling aggregate, fills to second of slip casting After filling out aggregate solidification, third time grouting filling is carried out, this process moves in circles, and each cyclic process slip casting time is in a upper process On the basis of shorten 10 minutes, after the completion of every circulation slip casting, the solidification of grouting filling aggregate is waited to carry out slip casting next time, the circulation Process is until pier stud 8 and key stratum 12 connect top.It is solidifying to first time grouting filling aggregate such as after first time slip casting 4 hours Gu Grouting Pipe is promoted after and carries out second of slip casting, second of continuation slip casting 50 minutes 3 hours, to second of grouting filling aggregate After solidification, carry out third time grouting filling 40 minutes 3 hours, and so on.The present invention utilizes shape after the solidification of grouting filling aggregate At pier stud 8 and goaf 13 on cover the mutual cooperation being caving between top plate, form " pier formula arcading " structure, to goaf 13 into Row is administered.The method handle goaf 13, it can be ensured that on goaf 13 earth's surface 9 do not settle, secondary destruction of caving in.
12, packing injected hole.After to grouting filling, packing is carried out to injected hole 7 is left.

Claims (1)

1. a kind of pier formula multi-arch type Mined-out Area control method, which comprises the following steps:
Step 1: determine key stratum
According to the actual hydrogeologic prospecting data in scene, comprehensive utilization theory analysis, numerical simulation and Judging key stratum software Three kinds of methods determine goaf overlying rock, find position of key stratum;
Step 2: key stratum overlying rock load is calculated
There are when multiple rock stratum in stope rock stratum, to Overlying Strata In A Face part or until whole rock stratum activities of earth's surface are started to control The rock stratum of production is known as key stratum overlying rock load from heavy load, m layers of rock stratum of whole from heavy load on key stratum are as follows:
In formula:
Covered on q-key stratum whole layer m layers of rock stratum from heavy load, KN;
EiThe elasticity modulus of-the i-th layer of rock stratum, MPa;
hiThe thickness of-the i-th layer of rock stratum, m;
γiThe body force of-the i-th layer of rock stratum, KN/m3
Rock stratum number above m-key stratum;
Step 3: key stratum rock beam amount of deflection is calculated
According to the amount of deflection that key stratum overlying rock LOAD FOR key stratum generates, key stratum elastic foundation meets Winkler ground It is assumed that the then Deflection Formula of above goaf key stratum rock beam are as follows:
In formula:
Y-above goaf key stratum rock beam amount of deflection, m;
IiThe moment of inertia of-the i-th layer of rock stratum rock beam, m4,B represents the width for referring to key stratum rock beam, i.e. across pitch direction is closed The width of key layer;
The long half of l-above goaf key stratum rock beam, m;
Bending moment coefficients in the middle part of α-key stratum rock beam;
Distance of the place of amount of deflection to gob edge, m are generated on x-key stratum rock beam;
Wherein k is coefficient of subgrade reaction;
qiBe on key stratum i-th layer of rock stratum from heavy load, KN;
Step 4: the breaking length of key stratum rock beam is calculated
The breaking length of key stratum beam, that is, the length L of curved key stratum rock beam are calculated according to key stratum amount of deflection;
Calculated maximum defluxion y in step 3 will be usedmaxIt substitutes into following formula, calculates the practical key stratum rock beam to bend Breaking length L;The maximum defluxion ymaxIt is to be generated in key stratum rock beam middle position,
In formula,
ymaxThe maximum defluxion of-bending key stratum rock beam, m;
The length of the curved key stratum rock beam of L-, m;
Step 5: supporting roof weight is calculated
According to the length of calculated bending key stratum rock beam, the self weight of supporting roof is calculated;
In formula:
M-supporting roof self weight, KN;
The curved key stratum rock beam of a-is wide, m;
γiThe bulk density of-the i-th layer of rock beam, KN/m3
Step 6: pier stud supporting intensity is calculated
The supporting intensity of pier stud is calculated according to the self weight of supporting roof;
In formula,
σ-pier stud supporting intensity, Mpa;
G-acceleration of gravity, m/s2
N-pier stud quantity;
S-pier stud area, m2
Step 7: arrangement injected hole
Earth's surface on goaf is arranged the specific location of required injected hole, slip casting bore dia 20cm, specifically: along coal Layer moves towards direction, and two injected holes are respectively arranged at gob edge, fill two pier studs;It is inclined to direction along coal seam, vertically Arrangement arranges two rows of injected holes, and N/2 injected hole is set in every arrangement, amounts to N number of pier stud, and to be arranged in mined out area edge close for pier stud Coal body part;
Step 8: drilling construction
According to the injected hole that step 7 is arranged, earth's surface is covered from goaf and vertically digs drilling to goaf bottom, formation is used for To the injected hole of goaf conveying grouting filling aggregate;
Step 9: aggregate configuration
In being located above goaf earth's surface aggregate proportion pond cement, sand, stone and water are subjected to proportion mixing in proportion, made Make grouting filling aggregate, above-mentioned cement, sand, stone and water mixed proportion ensure that the intensity of grouting filling aggregate meets pier stud Supporting intensity requirement;
Step 10: borehole cleaning
Drilling is cleared up using the high pressure water in sink, goes through hole depth, hole location, hole shape, aperture, it is desirable that fill in slip casting Sediment thickness is not more than 30cm in injected hole before filling out;When slip casting hole wall is not easy to collapse, sediment thickness is not more than 20cm;
Step 11: grouting filling
Grouting filling aggregate is evacuated to Grouting Pipe along injected hole and is adopted using the level-one grouting pump and second level grouting pump that are located at earth's surface It is filled in dead zone;When practical operation, discontinuous filling is carried out using tube method is proposed, i.e., Grouting Pipe is protruded into gob floor, After slip casting for a period of time, continue slip casting for a period of time after the solidification of grouting filling aggregate, is solidified to second of grouting filling aggregate Afterwards, third time grouting filling is carried out, slip casting process is a circulation each time, this process moves in circles, each cyclic process note The slurry time shortens 10 minutes on a upper process basis, after the completion of every circulation slip casting, the solidification of grouting filling aggregate is waited to carry out again Slip casting next time, the cyclic process is until pier stud and key stratum connect top;
Step 12: packing injected hole is finished to grouting filling, carries out packing to injected hole is left.
CN201711439017.7A 2017-12-27 2017-12-27 A kind of pier formula multi-arch type Mined-out Area control method CN108194132B (en)

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CN108999634B (en) * 2018-07-26 2019-07-05 中国矿业大学 Surface drilling realizes that a hole of water damage prevention and treatment and surface settlement control is mostly used method
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CN109236297B (en) * 2018-09-14 2020-07-14 太原理工大学 Coal mining method for remaining coal seam in residual mining area of cracking and filling combined ascending re-mining cutter column
CN110778316B (en) * 2019-11-19 2020-12-25 深圳市中金岭南有色金属股份有限公司 Sublevel rock drilling stage open stope subsequent filling mining method adopting arched-arch-shaped top pillar structure

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CN101705821B (en) * 2009-10-29 2011-12-21 太原理工大学 Method for controlling roof caving under condition of hardroof in coal mining
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