CN111335943B - Point source type interval grouting loss reduction method by utilizing top plate collapse, crushing and swelling filling and directional drilling - Google Patents
Point source type interval grouting loss reduction method by utilizing top plate collapse, crushing and swelling filling and directional drilling Download PDFInfo
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- 230000008961 swelling Effects 0.000 title description 5
- 239000002002 slurry Substances 0.000 claims abstract description 38
- 239000003245 coal Substances 0.000 claims abstract description 31
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- E—FIXED CONSTRUCTIONS
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- 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
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- E—FIXED CONSTRUCTIONS
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- 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
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Abstract
The invention discloses a point source type interval grouting damage reduction method for filling and directional drilling by utilizing roof collapse and crushing expansion; after coal mining operation, the top plate naturally collapses to form a complete filling state or a nearly complete filling state, firstly, interval underground directional drilling is adopted to reach the upper part of a collapse crushing body, and a PVC sleeve and a grouting pipe are synchronously arranged to realize fixed-point grouting; the performance of the grouting material is selected by referring to relevant national standards and designed according to a targeted mixing proportion, and a proper accelerator is selected to accurately control the initial setting time of the slurry; then, through laying slip casting flowmeter and slip casting pressure gauge on slip casting pipeline, realize the accurate and real-time supervision of slip casting volume, select for use spiral nozzle to carry out the face-like injection slip casting simultaneously. And (3) monitoring and determining the grouting amount and the grouting speed by controlling the pressure and the flow of the grouting pipe, and finally forming a point source type interval grouting pile body arrangement scheme.
Description
Technical Field
The invention relates to the technical field of coal mining, in particular to a point source type interval grouting damage reduction method by utilizing roof caving, crushing, swelling and filling and directional drilling.
Background
Coal as the core energy position of China at the present stage cannot be changed in a short period, but with the annual increase of the coal yield of China, a plurality of mining damage problems are brought, and the coal has obvious influence on the surface ecology and the underground water environment. Particularly, for the ecological fragile areas of the Ordos basin, the contradiction between the drought, the rain, the water resource shortage and the fragile ecological environment is prominent. A large number of practices show that: coal mining can change the distribution state of an underground stress field, cause deformation of overlying strata and underburden of a coal seam, cause settlement, collapse and cracking of the ground surface, change the original geological conditions, influence the underground water flow field, cause the degradation of the ecological system due to leakage or water level reduction of underground water for maintaining the ecological system on the ground surface, and seriously restrict the sustainable development of local coal resource mining. Therefore, exploring a set of underground comprehensive loss reduction technical method suitable for coal mine roadways is an important practical requirement for green and efficient coal mining in the ecological fragile area at the present stage.
According to the overall requirements of priority of ecological civilization construction environment protection and main natural recovery, the damage of mining to the ecological environment is reduced and controlled as much as possible during coal mining, and at present, the method for preventing the ground ecosystem from being damaged due to the collapse of the upper strata of the coal mine mainly comprises coal pillar retention and filling mining. However, both of these approaches have significant drawbacks:
a cut-and-fill scenario; for the coal mining environment under the 'three-down' environment, the specific practical mode is as follows: the goaf is filled with materials such as waste rock, sand, broken stone and the like, the purpose of reducing coal mining settlement under the condition of 'three-down' is met, however, no matter a coal gangue filling method, a cemented filling method and a fly ash are adopted to partially replace a cement filling method, a concrete filling method and the like, the unit manufacturing cost is generally higher, the relatively higher investment cost seriously influences the economic benefit of enterprises, and the large-area popularization and application of the method is objectively limited.
Currently, pillar and pack mining are the most common methods of reducing the damage in this area. However, the method for mining the reserved coal pillars causes resource waste and reduces the service life of the mine on one hand; on the other hand, the production layout and the efficient coal recovery are influenced. The filling mining cost investment is too high, the economic benefit is poor, and the method is not suitable for large-area popularization and implementation of coal mine enterprises. Therefore, the scientific and reasonable green loss-reducing mining technology is a technical problem which needs to be solved in western coal resource mining.
Disclosure of Invention
The invention mainly aims at the caving condition of a top plate of a goaf and provides a point source type interval grouting damage reduction method for filling and directional drilling by utilizing top plate caving crushing expansion; the method utilizes the condition that the goaf is completely filled (including nearly completely filled) by the crushed body after the top plate naturally collapses. After coal mining operation, the top plate naturally collapses to form a complete filling state or a nearly complete filling state, firstly, interval underground directional drilling is adopted to reach the upper part of a collapse crushing body, and a PVC sleeve and a grouting pipe are synchronously arranged to realize fixed-point grouting; the performance of the grouting material is selected by referring to relevant national standards and designed according to a targeted mixing proportion, and a proper accelerator is selected to accurately control the initial setting time of the slurry; then, through laying slip casting flowmeter and slip casting pressure gauge on slip casting pipeline, realize the accurate and real-time supervision of slip casting volume, select for use spiral nozzle to carry out the face-like injection slip casting simultaneously. And (3) monitoring and determining the grouting amount and the grouting speed by controlling the pressure and the flow of the grouting pipe, and finally forming a point source type interval grouting pile body arrangement scheme.
The invention is realized based on the following steps:
a point source type interval grouting damage reduction method utilizing top plate collapse, crushing and swelling filling and directional drilling comprises the following steps:
firstly, determining the overall height of the caving zone through the relation between the mining height and the caving zone and the actual mining geological data of a coal mine, and determining the pile body spacing L through the limit caving step of a top plate;
secondly, carrying out indoor tests and physical model tests by referring to the relevant national standards of underground coal mine grouting material performance tests, and combining the determined overlying strata crushing expansion coefficient values to obtain the optimal grouting amount, grouting pressure and initial setting time of the slurry required for forming a proper pile body;
thirdly, performing grouting hole operation in a self-roadway directional drilling mode, wherein the directional drilling intervals are distributed at intervals according to the design of pile bodies of the pile stack; and a spiral nozzle is arranged at the tail end of the grouting pipeline and is brought into a preset working surface when the grouting pipeline is discharged.
Fourthly, after the grouting pipeline is laid, all grouting pipes start grouting; the spiral flow atomization technology of the spiral nozzle is utilized to realize the planar spraying of the slurry;
and fifthly, stopping grouting when the crushed stone gap is completely filled with the grout and the pile body reaches the preset requirement by closely monitoring a grouting flowmeter and a grouting pressure gauge arranged on the grouting pipeline.
And sixthly, carrying out the next-stage drilling and grouting operation according to the design interval of the directional drilling, so that the pile body can realize the expected target of point source type interval arrangement.
Preferably, in the second step, the diffusion radius and diffusion speed of the slurry are determined according to laboratory tests, and the initial setting time of the slurry is controlled by determining a proper mixing ratio and a proper accelerating agent and an early strength agent.
Preferably, in the third step, the directional drilling is performed from the top to the fracture zone in an inclined upward manner, and then the directional drilling is performed from the fracture zone to the target grouting position along the lower part; and pushing the grouting pipeline and the PVC casing pipe into the drill hole, wherein a grouting flowmeter and a grouting pressure gauge are arranged on the grouting pipeline near the working surface, the grouting flowmeter is used for detecting the flow of the slurry filled into the goaf, and the grouting pressure gauge is used for detecting the injection pressure of the grouting spray head.
Preferably, in the third step, when grouting operation is carried out, the area covered by the spiral type spiral nozzle controls the downward seepage area of the slurry at the top end of the pile body, the diffusion of the slurry in the broken gangue is determined by the relation between the coefficient of crushing and expansion and grouting,
adding an accelerator and a modifier into the slurry to control the setting time and the fluidity of the slurry, determining the grouting amount required by controlling the cross section diffusion radius through a grouting flowmeter in unit time by combining the coefficient of crushing and expansion, the grouting diffusion radius and the flowing rule,
preferably, in the fourth step, the planar ejected slurry is diffused and cemented from top to bottom along the cracks of the piled gangue to form a proper pile body under the action of gravity; meanwhile, the initial setting effect of grouting is controlled by controlling the initial setting time, the grouting pressure and the grouting amount of the grout, and the shape and the size of the cemented gravel pile-shaped body are accurately controlled by arranging monitoring equipment through pipelines.
Preferably, in the fifth step, the criterion for stopping grouting is determined according to a principle that one of the following conditions is satisfied: (1) if the grouting pressure is increased and the high position is maintained unchanged and the initial setting time meets the initial setting condition, judging that the pile body of the pile stack is completely contacted with the top plate; (2) if the grouting amount reaches the required amount of the expected limit of the pile body of the pile stack, and the contact area with the top reaches the design requirement; and then disconnecting the grouting pipeline and plugging the grouting opening to finish grouting operation.
Preferably, in the sixth step, after a plurality of groups of spaced pile bodies are formed, the subsidence reducing effect of the reinforcement treatment mode is closely focused, real-time monitoring data of underground fracture zones and surface subsidence are matched if necessary, and if the damage reducing effect is not good, reinforcement treatment is carried out by matching with other damage reducing technologies.
Preferably, the limit span
In the formula, q is the load born by the beam of the old top rock layer; rT-the tensile strength limit of the formation there; h-old roof thickness.
Different from the prior art, the invention has the beneficial effects that:
1) the invention adopts a method of overburden broken and expanded filling and directional drilling point source type interval grouting subsidence reduction, utilizes broken stones collapsed on a top plate as supporting materials of a supporting structure, has lower cost by arranging and pumping cement slurry at intervals to glue a overburden broken body, has convenient and quick aggregate material taking, reduces the aggregate transportation cost in mountainous areas, is convenient for transporting the cement slurry into a roadway and constructing, reduces the waste of mining time caused by transporting coal gangue and a large amount of masonry materials, reduces the coal transportation efficiency by occupying mine cars in the roadway, and improves the coal recovery ratio.
2) The damage reduction method can effectively control the uneven settlement of the overlying strata, effectively reduce potential risks caused by the instability of the overlying strata, enable the overlying strata to be in a stable state during the operation of a mining area, and avoid geological disasters such as ground collapse, roadway collapse and the like.
Drawings
FIG. 1 is a schematic view of a first pile body being grouted in a mine shaft by the method of the present invention;
FIG. 2 is a schematic view of a pile body of a subsequent pile in a mine by grouting in a mine by the loss reduction method of the present invention;
FIG. 3 is a schematic view of the spray face of the helical nozzle of the present invention;
FIG. 4 is a schematic flow chart of the present invention as a whole.
Detailed Description
All of the features disclosed in this specification, or all of the steps in any method or process so disclosed, may be combined in any combination, except combinations of features and/or steps that are mutually exclusive.
Any feature disclosed in this specification (including any accompanying claims, abstract) may be replaced by alternative features serving equivalent or similar purposes, unless expressly stated otherwise. That is, unless expressly stated otherwise, each feature is only an example of a generic series of equivalent or similar features.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the referred devices or elements must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
Example 1
Referring to fig. 1 to 4, for the situation that a goaf is completely filled (including nearly completely filled) by a breaker after a roof naturally collapses, a roof collapse, crumbling, swelling, filling and directional drilling point source type interval grouting damage reduction method specifically comprises the following steps:
firstly, due to the complexity of on-site coal mine geological mining, the overall height of the caving zone is determined according to the empirical relationship between the mining height and the caving zone and the mining geological data of an actual coal mine, the pile body spacing L is determined according to the limit caving step of a top plate, and a certain safety reserve coefficient is considered (the value of a reference relevant specification is suggested to be 1.25); and the pile body interval L is a calculated value obtained by multiplying the limit span by a safety factor.
And secondly, carrying out indoor tests and physical model tests by referring to the relevant national standards of underground coal mine grouting material performance tests, and combining the determined overlying strata crushing expansion coefficient values to obtain the optimal grouting amount, grouting pressure and initial setting time of the slurry required for forming a proper pile body.
In addition, determining the diffusion radius and diffusion speed of the slurry according to an indoor test, and determining a proper matching ratio and a proper accelerator and early strength agent to control the initial setting time of the slurry;
thirdly, the grouting hole operation adopts a self-roadway directional drilling mode, a hole is drilled from the top to the fissure zone (which is 3-4 times larger than the goaf) from the top in an inclined upward mode, and then directional drilling is carried out from the fissure zone to the target grouting position along the lower side; then, pushing a grouting pipeline and a PVC sleeve into the drill hole, wherein a grouting flowmeter and a grouting pressure gauge are arranged on the grouting pipeline near the working surface, the grouting flowmeter is used for detecting the flow of the slurry filled into the goaf, and the grouting pressure gauge is used for detecting the pressure sprayed from a nozzle, so that the accurate and real-time monitoring of the grouting flow and the pressure is realized;
and a spiral nozzle is arranged at the tail end of the grouting pipeline and is brought into a preset working surface when the grouting pipeline is discharged. When grouting operation is carried out, the area covered by the spiral nozzle controls the slurry infiltration area at the top end of the pile body, the diffusion of the slurry in broken gangue is determined by the relation between the coefficient of crushing expansion and grouting,
adding an accelerator and a modifier into the slurry to control the setting time and the fluidity of the slurry, determining the grouting amount required by controlling the cross section diffusion radius through a grouting flowmeter in unit time by combining the coefficient of crushing and expansion, the grouting diffusion radius and the flowing rule,
and adding the accelerating agent, and solidifying the slurry sprayed by the spiral nozzle into a required section area when the slurry reaches the preset grouting time and the diffusion effect, so that a required pile body is formed, and finally, stable support for the goaf is formed.
The spacing of the directional drilling holes is arranged at intervals according to the design of pile bodies of the pile stack; the supporting effect of the pile body formed finally is maximized, the number of pile bodies is reduced, and therefore grouting materials are saved.
And fourthly, after the grouting pipeline is laid, all grouting pipes start grouting. The slurry is sprayed in a surface form by a spiral flow atomization technology of a spiral nozzle, and the slurry sprayed in the surface form is diffused and cemented from top to bottom along a crack of accumulated waste rock to form a proper pile body under the action of gravity. The specific working mode is shown in fig. 3; meanwhile, the grouting initial setting effect is controlled according to the designed slurry initial setting time, grouting pressure and grouting amount, and the shape and size of the cemented gravel stack-shaped body are accurately controlled through pipeline layout monitoring equipment;
and fifthly, stopping grouting when the crushed stone gap is completely filled with the grout and the pile body reaches the preset requirement by closely monitoring a grouting flowmeter and a grouting pressure gauge arranged on the grouting pipeline.
The criterion for stopping grouting adopts the principle that one of the following conditions is satisfied: (1) if the grouting pressure is increased and the high position is maintained unchanged and the initial setting time meets the initial setting condition, judging that the pile body of the pile stack is completely contacted with the top plate; (2) if the grouting amount reaches the required amount of the expected limit of the pile body of the pile stack, and the contact area with the top reaches the design requirement; then disconnecting the grouting pipeline and plugging a grouting opening to finish grouting operation;
sixthly, according to the design interval of the directional drilling, carrying out the drilling and grouting operation of the next stage, and enabling the pile body to realize the expected target of point source type interval arrangement; after a plurality of groups of interval type pile piles are formed, the settlement reducing effect of the reinforcement processing mode is closely concerned, real-time monitoring data of underground fracture zones and surface settlement are matched under necessary conditions, and if the loss reducing effect is not good, reinforcement processing is carried out by matching with other loss reducing technologies.
The limit span in the scheme is determined by the strength, the layering thickness and the joint fracture development condition of a roof rock stratum, a plurality of calculation models are provided, different calculation formulas are provided according to different calculation model limit spans, and one of the calculation formulas according to a simple girder model is given as follows: extreme span
In the formula, q is the load born by the beam of the old top rock layer; rT-the tensile strength limit of the formation there; h-old topThe thickness of the formation.
The above description is only an embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes performed by the present specification and drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (7)
1. A point source type interval grouting damage reduction method for filling and directional drilling by utilizing roof collapse and crushing expansion is characterized by comprising the following steps of:
firstly, determining the overall height of the caving zone through the relation between the mining height and the caving zone and the actual mining geological data of a coal mine, and determining the pile body spacing L through the limit caving step of a top plate;
secondly, carrying out indoor tests and physical model tests by referring to the relevant national standards of underground coal mine grouting material performance tests, and combining the determined overlying strata crushing expansion coefficient values to obtain the optimal grouting amount, grouting pressure and initial setting time of the slurry required for forming a proper pile body;
thirdly, performing grouting hole operation in a self-roadway directional drilling mode, wherein the directional drilling intervals are distributed at intervals according to the design of pile bodies of the pile stack; a spiral nozzle is arranged at the tail end of the grouting pipeline and is brought into a preset working surface when the grouting pipeline is discharged;
fourthly, after the grouting pipeline is laid, all grouting pipes start grouting; the spiral flow atomization technology of the spiral nozzle is utilized to realize the planar spraying of the slurry; the planar ejected slurry is diffused and cemented from top to bottom along the cracks of the piled gangue under the action of gravity to form a proper pile body; meanwhile, the grouting initial setting effect is controlled according to the designed slurry initial setting time, grouting pressure and grouting amount, and the shape and size of the cemented gravel stack-shaped body are accurately controlled through pipeline layout monitoring equipment;
fifthly, stopping grouting when the crushed stone gap is completely filled with the grout and the pile body reaches the preset requirement by closely monitoring a grouting flowmeter and a grouting pressure gauge arranged on the grouting pipeline;
and sixthly, carrying out the next-stage drilling and grouting operation according to the design interval of the directional drilling, so that the pile body can realize the expected target of point source type interval arrangement.
2. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 1, wherein the method comprises the following steps: in the second step, the diffusion radius and diffusion speed of the slurry are determined according to indoor tests, and the initial setting time of the slurry is controlled by determining a proper matching ratio and a proper accelerator and early strength agent.
3. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 2, wherein: in the third step, directional drilling is performed from the top to the fracture zone in an inclined upward manner, and then directional drilling is performed from the fracture zone to the target grouting position in an inclined downward direction; and pushing the grouting pipeline and the PVC casing pipe into the drill hole, wherein a grouting flowmeter and a grouting pressure gauge are arranged on the grouting pipeline near the working surface, the grouting flowmeter is used for detecting the flow of the slurry filled into the goaf, and the grouting pressure gauge is used for detecting the injection pressure of the grouting spray head.
4. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 3, wherein the method comprises the following steps: in the third step, when grouting operation is carried out, the area covered by the spiral type spiral nozzle controls the infiltration area of the slurry at the top end of the pile body, the diffusion of the slurry in the broken gangue is determined by the relation between the coefficient of crushing expansion and grouting,
and (3) adding an accelerator and a modifier into the slurry to control the setting time and the fluidity of the slurry, and determining the grouting amount required by controlling the cross section diffusion radius through the grouting flowmeter in unit time by combining the coefficient of crushing and expansion, the grouting diffusion radius and the flow rule.
5. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 3, wherein the method comprises the following steps: in the fifth step, the criterion for stopping grouting adopts a principle that one of the following conditions is satisfied: (1) if the grouting pressure is increased and the high position is maintained unchanged and the initial setting time meets the initial setting condition, judging that the pile body of the pile stack is completely contacted with the top plate; (2) if the grouting amount reaches the required amount of the expected limit of the pile body of the pile stack, and the contact area with the top reaches the design requirement; and then disconnecting the grouting pipeline and plugging the grouting opening to finish grouting operation.
6. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 3, wherein the method comprises the following steps: and in the sixth step, after a plurality of groups of interval type pile bodies are formed, closely paying attention to the settlement reducing effect of the interval type pile bodies, matching with underground fracture zones and surface settlement real-time monitoring data when necessary, and if the loss reducing effect is not good, matching with other loss reducing technologies to perform reinforcement treatment.
7. The method for reducing the damage by the source-type interval grouting of the top plate caving crushing expansion filling and directional drilling point according to claim 1, wherein the method comprises the following steps: determining the distance between pile piles by the limit collapse step of the top plate
In the formula, q is the load born by the beam of the old top rock layer; rT-the tensile strength limit of the formation there; h-old roof thickness.
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| CN111779534B (en) * | 2020-07-03 | 2022-02-01 | 河南理工大学 | Top grouting and roof contacting filling method by upward grouting column method |
| CN111734482A (en) * | 2020-07-06 | 2020-10-02 | 西安科技大学 | Method for reducing damage by utilizing gangue cementation and bag grouting combined support |
| CN111550283A (en) * | 2020-07-06 | 2020-08-18 | 西安科技大学 | Method for reducing damage by alternately laying gangue filling and bag grouting combined support |
| CN111608726A (en) * | 2020-07-06 | 2020-09-01 | 西安科技大学 | Method for reducing damage of spaced overlying rock crushed-expansion filling steel reinforcement cage bag by grouting |
| CN111779535A (en) * | 2020-07-15 | 2020-10-16 | 中煤天津设计工程有限责任公司 | Underground directional drilling grouting old goaf waste rock filling treatment technology |
| CN113218616B (en) * | 2021-06-07 | 2022-05-17 | 太原理工大学 | Physical experiment platform for simulating grouting partition air leakage of coal mine goaf |
| CN114776370B (en) * | 2022-05-18 | 2024-04-16 | 中煤地生态环境科技有限公司 | Method for treating coal gangue |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457651A (en) * | 2008-11-19 | 2009-06-17 | 淮南矿业(集团)有限责任公司 | Filling stack advanced support method along empty tunnel in coal-gas co-milling Y-shaped ventilating system |
| CN103758567A (en) * | 2014-01-26 | 2014-04-30 | 山东科技大学 | Cracked roof caving region grouting filling method |
| CN103993882A (en) * | 2014-05-26 | 2014-08-20 | 中国矿业大学 | Method for replacing strip coal pillars by means of grouting in collapse area |
| CN104564137A (en) * | 2015-01-19 | 2015-04-29 | 中国矿业大学 | Handling method and device for double-medium stacked supporting and hard top plate type mined-out area |
| CN105574262A (en) * | 2015-12-15 | 2016-05-11 | 辽宁工程技术大学 | Method for judging communicated areas in mine multi-layer mined-out regions |
| CN207177964U (en) * | 2017-09-21 | 2018-04-03 | 山东科技大学 | A kind of abandoned mine goaf grouting fills structure |
| CN108204244A (en) * | 2016-12-20 | 2018-06-26 | 中国矿业大学(北京) | The spoil interval method of collecting coal by the means of filling |
| CN108708723A (en) * | 2018-05-02 | 2018-10-26 | 中国矿业大学 | Alternately support subtracts heavy method without coal column filling mining for a kind of coal petrography column |
| CN109488363A (en) * | 2018-11-13 | 2019-03-19 | 辽宁工程技术大学 | A kind of suction road adopts dynamic circuit connector reason method for determining position and device |
| CN208824760U (en) * | 2018-05-14 | 2019-05-07 | 广州捷奥工业喷雾设备有限公司 | A kind of spiral groove type atomizer |
| CN110735663A (en) * | 2019-10-24 | 2020-01-31 | 中煤能源研究院有限责任公司 | collapse zone inner ground grouting filling slurry form similarity simulation method |
-
2020
- 2020-03-11 CN CN202010164510.8A patent/CN111335943B/en active Active
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457651A (en) * | 2008-11-19 | 2009-06-17 | 淮南矿业(集团)有限责任公司 | Filling stack advanced support method along empty tunnel in coal-gas co-milling Y-shaped ventilating system |
| CN103758567A (en) * | 2014-01-26 | 2014-04-30 | 山东科技大学 | Cracked roof caving region grouting filling method |
| CN103993882A (en) * | 2014-05-26 | 2014-08-20 | 中国矿业大学 | Method for replacing strip coal pillars by means of grouting in collapse area |
| CN104564137A (en) * | 2015-01-19 | 2015-04-29 | 中国矿业大学 | Handling method and device for double-medium stacked supporting and hard top plate type mined-out area |
| CN105574262A (en) * | 2015-12-15 | 2016-05-11 | 辽宁工程技术大学 | Method for judging communicated areas in mine multi-layer mined-out regions |
| CN108204244A (en) * | 2016-12-20 | 2018-06-26 | 中国矿业大学(北京) | The spoil interval method of collecting coal by the means of filling |
| CN207177964U (en) * | 2017-09-21 | 2018-04-03 | 山东科技大学 | A kind of abandoned mine goaf grouting fills structure |
| CN108708723A (en) * | 2018-05-02 | 2018-10-26 | 中国矿业大学 | Alternately support subtracts heavy method without coal column filling mining for a kind of coal petrography column |
| CN208824760U (en) * | 2018-05-14 | 2019-05-07 | 广州捷奥工业喷雾设备有限公司 | A kind of spiral groove type atomizer |
| CN109488363A (en) * | 2018-11-13 | 2019-03-19 | 辽宁工程技术大学 | A kind of suction road adopts dynamic circuit connector reason method for determining position and device |
| CN110735663A (en) * | 2019-10-24 | 2020-01-31 | 中煤能源研究院有限责任公司 | collapse zone inner ground grouting filling slurry form similarity simulation method |
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