WO2022247258A1 - 一种特厚煤层上分层老空区顶板再造方法及施工方法 - Google Patents

一种特厚煤层上分层老空区顶板再造方法及施工方法 Download PDF

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WO2022247258A1
WO2022247258A1 PCT/CN2021/140958 CN2021140958W WO2022247258A1 WO 2022247258 A1 WO2022247258 A1 WO 2022247258A1 CN 2021140958 W CN2021140958 W CN 2021140958W WO 2022247258 A1 WO2022247258 A1 WO 2022247258A1
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filling
goaf
roadway
holes
hole
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PCT/CN2021/140958
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English (en)
French (fr)
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郑士田
邢茂林
石志远
姬亚东
王宇航
崔思源
郑�硕
李抗抗
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中煤科工集团西安研究院有限公司
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Priority to AU2021447461A priority Critical patent/AU2021447461A1/en
Publication of WO2022247258A1 publication Critical patent/WO2022247258A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
    • C04B28/04—Portland cements
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • E21F15/005—Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
    • C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
    • Y02W30/00—Technologies for solid waste management
    • Y02W30/50—Reuse, recycling or recovery technologies
    • Y02W30/91—Use of waste materials as fillers for mortars or concrete

Definitions

  • the invention belongs to the technical field of coal mining, and in particular relates to a method and a construction method for rebuilding a roof of an old stratified empty area on an extra-thick coal seam.
  • coal is an important part of the construction of my country's energy security system and the implementation of sustainable development strategies. Due to historical reasons, the mining methods of small coal kilns in some mining areas in my country have seriously damaged the integrity of coal seams, resulting in a large amount of coal resources. waste. According to incomplete statistics, the reserves of abandoned coal resources nationwide are about 120 billion tons, and the recoverable reserves are about 40.3 billion tons. The resource reserves are huge, and the re-mining of abandoned coal will increase my country's recoverable reserves by 30%, among which the abandoned resources in thick coal seams are even more is widespread.
  • the invention is a method for rebuilding the roof of the stratified old goaf on an extra-thick coal seam. Water, fire and collapse accidents.
  • the invention utilizes boreholes to fill and reinforce the goaf and the mining roadway, realizes water and poisonous and harmful gas treatment and roof reconstruction in the goaf of the upper layer, and ensures the safe mining of the lower layer of coal.
  • the technical solution proposed by the present invention is:
  • a method for rebuilding the roof of the stratified old void area on an extra-thick coal seam comprising:
  • Step 1 Set the roadway filling holes.
  • the roadway filling holes are arranged along the center line of the roadway according to the hole spacing of 80-100m.
  • the distance between the roadway filling holes and the end of the roadway is not more than 20m; Including pouring aggregate and grouting;
  • Step 2 Set up goaf filling holes; take the row as the unit, the goaf filling holes are arranged according to the interval of adjacent row interpolation spaces, the hole spacing is 40-60m, and the row spacing is 20-30m; and the gob filling holes are drilled once Row-by-row filling includes grouting and/or pouring of aggregate.
  • the filling of the tunnel filling hole includes:
  • Aggregate pouring the water flow rate of aggregate pouring is 60-100m 3 /h, the mass ratio of sand: gangue in aggregate is 1:1 or single aggregate is selected, the particle size of sand is 0.2-0.5mm, and the particle size of gangue is 5 ⁇ 15mm, the mass ratio of water to aggregate is 12 ⁇ 8:1, and the negative pressure is less than 0.04MPa to stop perfusion;
  • Grouting After the aggregate pouring is completed, sweep the hole to the roadway, inject a mixed slurry with a mass ratio of P.O32.5 cement and secondary fly ash of 5:5 or 6:4, and the specific gravity of the mixed slurry is 1.4 to 1.7.
  • the slurry flow rate is 400-250L/min. After the orifice pressure reaches 1.0-1.5MPa, reduce the grouting flow rate to 40-60L/min, and stop injection after the pressure is stable for 15-20 minutes.
  • the filling of goaf filling holes includes:
  • the goaf filling holes include goaf filling first-order holes and goaf filling second-order holes. In the goaf direction, every 150-200m in a column of gobs, fill the second-order holes as drainage and vent holes, and then fill them in a push-type manner from low to high, from stop production line to cut hole;
  • Grouting every 10-15m of drilling is a grouting section; inject a mixed slurry with a mass ratio of cement and fly ash of 7:3 or 6:4, the specific gravity of the mixed slurry is 1.4-1.7, and the grouting flow rate is 400-250L/min , reduce the grouting flow rate to 40-60L/min after the orifice pressure reaches 1.5-2.5MPa, and stop injection after the pressure is stable for 15-20 minutes; when the drilling fluid consumption is greater than 50m 3 /h or the grouting volume is greater than 40t/h , perfusion aggregate.
  • the filling is based on filling the first sequence hole in the adjacent goaf and filling the second sequence hole in the middle goaf as the construction unit;
  • the filling of the first-order holes in adjacent goafs is carried out first, and then the filling of the second-order holes in the goafs is carried out.
  • the diameter of the filling hole in the roadway is 311mm-215.9mm, drilled to 10-15m above the roadway and goaf, and the hole diameter is 152mm-127mm for the tunnel;
  • the hole inclination of the roadway filling hole the deviation of the bottom of the hole is not more than 2m, and the inclination measurement is carried out every 10-20m during the drilling process.
  • a construction method for rebuilding the roof of stratified old empty areas on extra-thick coal seams including:
  • the roadway filling holes are arranged along the center line of the roadway according to the hole spacing of 80-100m, and the distance between the roadway filling holes and the roadway end is not more than 20m; after the roadway filling holes are drilled, the roadway filling holes are filled, and the filling includes pouring aggregate and grouting;
  • the filling holes in the goaf are arranged according to the intervals of adjacent row insertion spaces, with the row as the unit, the hole spacing is 40-60m, and the row spacing is 20-30m; and the goaf filling holes are drilled and filled in a row.
  • the filling includes: Inject aggregate and grout.
  • the filling of the tunnel filling hole includes:
  • Aggregate pouring the water flow rate of aggregate pouring is 60-100m 3 /h, the mass ratio of sand: gangue in aggregate is 1:1 or single aggregate is selected, the particle size of sand is 0.2-0.5mm, and the particle size of gangue is 5 ⁇ 15mm, the mass ratio of water to aggregate is 12 ⁇ 8:1, and the negative pressure is less than 0.04MPa to stop perfusion;
  • Grouting After the aggregate pouring is completed, sweep the hole to the roadway, inject a mixed slurry with a mass ratio of P.O32.5 cement and secondary fly ash of 5:5 or 6:4, and the specific gravity of the mixed slurry is 1.4 to 1.7.
  • the slurry flow rate is 400-250L/min. After the orifice pressure reaches 1.0-1.5MPa, reduce the grouting flow rate to 40-60L/min, and stop injection after the pressure is stable for 15-20 minutes.
  • the filling of goaf filling holes includes:
  • the goaf filling holes include goaf filling first-order holes and goaf filling second-order holes. In the goaf direction, every 150-200m in a column of gobs, fill the second-order holes as drainage and vent holes, and then fill them in a push-type manner from low to high, from stop production line to cut hole;
  • Grouting every 10-15m of drilling is a grouting section; inject a mixed slurry with a mass ratio of cement and fly ash of 7:3 or 6:4, the specific gravity of the mixed slurry is 1.4-1.7, and the grouting flow rate is 400-250L/min , reduce the grouting flow rate to 40-60L/min after the orifice pressure reaches 1.5-2.5MPa, and stop injection after the pressure is stable for 15-20 minutes; when the drilling fluid consumption is greater than 50m 3 /h or the grouting volume is greater than 40t/h , perfusion aggregate.
  • the diameter of the filling hole in the roadway is 311mm-215.9mm, drilled to 10-15m above the roadway and goaf, and the hole diameter is 152mm-127mm for the tunnel;
  • the hole inclination of the roadway filling hole the deviation of the bottom of the hole is not more than 2m, and the inclination measurement is carried out every 10-20m during the drilling process;
  • Casing depth the casing is down to 10-15m above the roof of the roadway and the goaf;
  • Construction sequence Divide each roadway into N construction sections according to the interval of 400-500m. In each construction section, the lowest drilled hole will be constructed first and then used as drainage and exhaust holes, and then the construction will be carried out one by one from the lower part of the roadway to the higher place. Segment construction, drilling and jumping construction of each construction segment.
  • the filling is based on filling the first sequence hole in the adjacent goaf and filling the second sequence hole in the middle goaf as the construction unit;
  • the filling of the first-order holes in adjacent goafs is carried out first, and then the filling of the second-order holes in the goafs is carried out.
  • the present invention arranges boreholes from the ground within the range of roadways and goafs in old goafs, fills the holes in roadways and goafs by pouring aggregates and pressurized grouting, and replaces the water and toxic and harmful substances inside.
  • the loose and broken rocks are cemented into a relatively complete consolidated body, so as to achieve the multiple goals of roof reconstruction and water and gas hidden danger control, and provide safe geological guarantee for lower layer mining.
  • Figure 1 is a plan view of the drilling layout for roof reconstruction
  • Figure 2 is a cross-sectional view of the goaf roof reconstruction drilling layout
  • Fig. 3 is a schematic diagram of roadway filling
  • Fig. 4 is a schematic diagram of horizontal roadway filling
  • the method for rebuilding the roof of the stratified old void area on the extra-thick coal seam of the present invention includes:
  • Step 1 Collect geological and mining data, including stratum structure, distribution and elevation of roadway 1, mining height, mining depth, range and elevation of goaf 3.
  • Step 2 Determine the drilling location.
  • Roadway filling boreholes 2 are arranged along the centerline of roadway 1 according to the hole spacing of 80-100m, and the distance between the drill holes and the two ends of roadway 1 is not more than 20m;
  • the interpolation is arranged at intervals, the hole spacing is 40-60m, and the row spacing is 20-30m.
  • Step 3 Carry out roadway 1 filling.
  • Drilling positioning The precision requirement for the measurement and setting out of the drilling hole is that the error with the design coordinates is not greater than 1m.
  • Drilling hole diameter the hole diameter is 311mm ⁇ 215.9mm, drilled to 10 ⁇ 15m above the roadway and goaf, and the hole diameter is 152mm ⁇ 127mm for the tunnel.
  • Drilling hole inclination the deviation of the bottom of the hole is not more than 2m, and the inclination measurement is carried out every 10-20m during the drilling process. Guaranteed to pass through the lane accurately.
  • Casing depth the casing 6 is lowered to 10-15m on the roof of the roadway, and cemented.
  • Construction sequence Divide each roadway 1 into N construction sections according to the interval of 400-500m. In each construction section, the lowest drilled hole is constructed first and then used as drainage and exhaust holes 11, and then from the lower part of the roadway 1 to the The construction is carried out one by one at high places, and the drilling and jumping construction of each construction section is carried out.
  • Drilling After the casing 6 is completed, drilling and drilling will be carried out. If there is drill drop, venting or a large amount of drilling fluid leakage, it means that the drilling is completed.
  • Aggregate pouring After the tunneling is completed, the drill pipe is raised, and negative pressure gauges, pipelines and funnels are installed at the orifice, and the pouring is performed by carrying aggregates through the water flow. Carry out water injection test before pouring, and observe the water level of drainage vent 11 at the same time to judge the connectivity of roadway 1.
  • the water flow rate of pouring aggregate is 60-100m 3 /h, and the mass ratio of sand: gangue in aggregate is 1:1 or choose single bone
  • the particle size of sand is 0.2 ⁇ 0.5mm, the particle size of gangue is 5 ⁇ 15mm, and the mass ratio of water to aggregate is (12:1) ⁇ (8:1). Negative pressure less than 0.04MPa to stop perfusion. Aggregate piles 9 are formed in the roadway.
  • Grouting After the aggregate pouring is completed, sweep the hole to the roadway, inject a mixed slurry with a mass ratio of P.O32.5 cement and secondary fly ash of 5:5 or 6:4, and the specific gravity of the mixed slurry is 1.4 to 1.7.
  • the slurry flow rate is 400-250L/min. After the orifice pressure reaches 1.0-1.5MPa, reduce the grouting flow rate to 40-60L/min, and stop injection after the pressure is stable for 15-20 minutes. A slurry-filled body 10 is formed in the roadway.
  • Reinforcement Sweep the hole after grouting, drill to 1-2m below the bottom plate of roadway 1, pull out the drill and carry out supplementary grouting reinforcement again, and choose pure cement slurry for supplementary grouting.
  • Step 4 Fill the gob 3.
  • the goaf 3 forms a closed space to avoid the loss of grout.
  • the goaf filling hole is constructed.
  • the drilling is divided into two sequences.
  • the goaf is filled with the second sequence hole 5, and the casings 6 are lowered to 10-15m above the goaf 3.
  • a row of gobs will be constructed every 150-200m to fill the secondary sequence holes 5 as drainage and vent holes, and then proceed in a "toothpaste-squeezing" manner from low to high, from the production stop line to the cut eye.
  • the working face is long, it can be divided into multiple construction sections for simultaneous construction.
  • the filling is based on the filling of the first-order hole 4 in the adjacent goaf and the second-order hole 5 in the middle goaf filling; Filling of hole 5.
  • the length of the grouting section After entering the goaf 3, every 10-15m of drilling is a grouting section.
  • Grouting adopt the "orifice stop grouting pure pressure static pressure continuous grouting method" to inject a mixed slurry with a mass ratio of cement and fly ash of 7:3 or 6:4, the specific gravity of the mixed slurry is 1.4-1.7, and the grouting flow rate is 400 ⁇ 250L/min, when the orifice pressure reaches 1.5 ⁇ 2.5MPa, reduce the grouting flow rate to 40 ⁇ 60L/min, and stop injection after the pressure is stable for 15 ⁇ 20min.
  • the amount of grouting is large or the gap in the goaf is large, inject aggregate in the same way as the aggregate injection in step 3.
  • Step 5 Construction of inspection holes 12, increasing the number of drilling holes by 10% to 15% of the total number of construction drilling holes as inspection holes.
  • Step 1 Collect geological and mining data.
  • the distribution plan of the upper layered roadway and goaf is shown in Figure 1.
  • the thickness of the coal seam is 9m
  • the thickness of the upper layer of coal 7 has been mined is 3m
  • the thickness of the lower layer of coal 8 to be mined is 6m.
  • Step 2 As shown in the picture, determine the drilling position.
  • the roadway filling drill holes 2 are arranged along the center line of the roadway according to the hole spacing of 80m, and the distance between the drill holes is 15m from both ends of the roadway 1;
  • the spacing is 60m, and the row spacing is 30m.
  • Step 3 As shown in Fig. 1, Fig. 3 and Fig. 4, the roadway 1 is filled.
  • Drilling positioning is carried out according to the designed drilling hole coordinates, and the error between the stakeout coordinates and the design coordinates is not greater than 1m;
  • Drilling The hole diameter is 215.9mm, drilled to 10m on the top plate of the roadway 1, and the ⁇ 177.8 ⁇ 8.05mm casing 6 is lowered. After the cementing is completed, the 152mm hole diameter is used to penetrate the roadway.
  • Drilling hole inclination the deviation of the bottom of the hole is not more than 2m, and the inclination measurement is carried out every 20m during the drilling process, and the straight screw rod is configured to drill vertically, which can accurately penetrate the roadway.
  • Construction sequence Divide each roadway 1 into N construction sections according to the interval of 400m. In each construction section, the lowest part of the tunnel will be drilled first and then used as drainage and exhaust holes 11. From the lower part of the roadway 1 to the higher part, one by one The construction section is constructed, and the drilling and jumping construction of each construction section is carried out.
  • Drilling After the casing 6 is completed, drilling and drilling will be carried out. If there is drill drop, venting or a large amount of drilling fluid leakage, it means that the drilling is completed.
  • Aggregate pouring After the tunneling is completed, the drill pipe is lifted out, and a negative pressure gauge, pipeline and feeding funnel are installed at the orifice, and the pouring is performed by carrying the aggregate through the water flow. Carry out water injection test before pouring, and observe the water level of drainage vent 11 at the same time to judge the roadway connectivity.
  • the water flow rate of pouring aggregate is 100m 3 /h. Fine sand-medium sand with a diameter of 0.2-0.5mm, gangue with a particle size of 5-15mm, and a water-aggregate mass ratio of 10:1. Negative pressure less than 0.04MPa to stop perfusion. Aggregate piles 9 are formed in the roadway.
  • Grouting After the aggregate pouring is completed, sweep the hole to roadway 1, inject a mixed slurry with a mass ratio of P.O32.5 cement and secondary fly ash of 5:5, the specific gravity of the mixed slurry is 1.7, and the grouting flow rate is 400L/min , after the orifice pressure reaches 1.5MPa, reduce the grouting flow rate to 52L/min, and stop the injection after the pressure stabilizes for 15 minutes.
  • a slurry-filled body 10 is formed in the roadway.
  • Reinforcement Sweep the hole after grouting, drill to 2m below the bottom plate of roadway 1, pull out the drill and carry out supplementary grouting reinforcement again, select pure cement slurry for supplementary grouting, specific gravity 1.7, grouting flow rate 250L/min, orifice pressure reaches After 1.5MPa, reduce the grouting flow rate to 52L/min, and stop injection after the pressure is stable for 15 minutes.
  • Step 4 As shown in Figure 1 and Figure 2, fill the goaf 3.
  • the goaf 3 forms a closed space to avoid the loss of grout.
  • the goaf filling hole is constructed. The drilling is carried out in two sequences.
  • a row of goaf filling secondary holes 5 will be constructed every 200m as drainage vents, and then proceed in a "toothpaste-squeezing" manner from low to high, from the production stop line to the cut eye, and the construction and mining will be carried out first.
  • the first sequence hole 4 is filled in the goaf
  • the second sequence hole 5 is filled in the post-construction goaf to inspect and reinforce the section between the first sequence holes.
  • the length of the grouting section After entering the goaf 3, every 10m of drilling is a grouting section.
  • Grouting adopt the "orifice stop grouting pure pressure static pressure continuous grouting method" to inject a mixed slurry with a mass ratio of cement and fly ash of 6:4, the specific gravity of the mixed slurry is 1.7, the grouting flow rate is 300L/min, and the orifice pressure After reaching 1.5MPa, reduce the grouting flow rate to 52L/min, and stop injection after the pressure is stable for 15 minutes.
  • the grouting volume is greater than 40t/h or the goaf drilling fluid consumption is greater than 50m 3 /h, inject aggregate in the same way as the aggregate injection in step 3.
  • Step 5 construct the inspection hole 12, and increase the number of drilling holes by 10% of the total number of construction drilling holes as the inspection hole 12.

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Abstract

公开了一种特厚煤层上分层老空区顶板再造方法，该方法包括：步骤1：设置巷道充填孔（2），巷道充填孔按照孔间距80～100m沿巷道（1）走向中心线布置，巷道充填孔距离巷道端部距离不大于20m；巷道充填孔钻进后对巷道充填孔进行填充，填充包括灌注骨料和注浆；步骤2：设置采空区充填孔；以排为单位，采空区充填孔按照邻排插空间隔布置，孔间距40～60m，排距20～30m；且采空区充填孔实行钻进一排填充一排的形式进行，填充包括灌注骨料和注浆。还公开了一种特厚煤层上分层老空区顶板再造施工方法，该特厚煤层上分层老空区顶板再造方法及施工方法是在老空区的巷道和采空区（3）范围内，从地面布置钻孔，通过灌注骨料和加压注浆的方式充填巷道和采空区的空洞，实现顶板再造和水、瓦斯隐患的治理的双重目标，为下分层煤开采提供安全保障。

Description

一种特厚煤层上分层老空区顶板再造方法及施工方法 技术领域
本发明属于煤矿开采技术领域，具体涉及一种特厚煤层上分层老空区顶板再造方法及施工方法。
背景技术
煤炭作为不可再能源的主体，最大限度地提高问收率，实现煤炭的安全高效开采是我国能源保障体系建设和可持续发展战略实施的重要组成部分。由于历史原因，我国部分矿区小煤窑采厚弃薄、挖顶弃底、采肥丢瘦、采优弃劣、采易弃难的开采方式导致煤层完整性遭到严重破坏，造成大量的煤炭资源浪费。据不完全统计，全国范围内遗弃煤炭资源储量约1200亿吨，可采储量约为403亿吨，资源储量巨大，遗煤复采将增加我国30％的可采储量，其中厚煤层遗弃资源更是广泛赋存。我国厚煤层储量十分丰富，厚(煤厚大于3.5m)及特厚煤层(煤厚大于8m)是我国煤矿高产高效开采的主体煤层，储量占全国的45％。近年来，随着煤炭资源整合的进行，厚煤层遗弃资源成为资源整合矿井主要开采对象。资源整合后的厚煤层一般采用综放开采方式进行开采，随着特厚煤层大采高综放开采的围岩控制理论、综放开采技术和装备的进步，解决了复杂条件大断面煤巷支护与工作面安全保障技术难题，可以实现14～20m特厚煤层的安全高效开采。为了落实提高资源利用率的煤炭产业政策，开采下层煤炭资源，需要重新开启封闭的采区，开采下层煤，然而现如今采空区内水、有毒有害气体聚集和顶板坍塌破碎等情况不明，采区重新开启可能发生突水、着火、中毒和坍塌事故，风险极大，需要对老旧采空区和巷道进行充填，排除水和有毒有害气体，固结坍塌破碎的岩层，为下分层煤炭资源开采提供地质保障。
发明内容
本发明是一种特厚煤层上分层老空区顶板再造方法，解决现有特厚煤层开采上分层后，封闭采空区内水、瓦斯聚集，顶板塌落破碎，重新开启会发生突水、着火和坍塌事故。本发明利用钻孔对采空区和采掘巷道进行充填加固，实现上分层采空区水、有毒有害气体治理和顶板再造，保障下层煤安全开采。
为实现上述目的，本发明提出的技术方案是：
一种特厚煤层上分层老空区顶板再造方法，包括：
步骤1：设置巷道充填孔，巷道充填孔按照孔间距80～100m沿巷道走向中心线布置，巷道充填孔距离巷道端部距离不大于20m；巷道充填孔钻进后对巷道充填孔进行填充，填充包括灌注骨料和注浆；
步骤2：设置采空区充填孔；以排为单位，采空区充填孔按照邻排插空间隔布置，孔间距40～60m，排距20～30m；且采空区充填孔实行钻进一排填充一排的形式进行，填充包括注浆和/或灌注骨料。
可选的，所述的巷道充填孔的填充包括：
灌注骨料：灌注骨料的水流量为60～100m 3/h，骨料中砂：矸石质量比为1：1或选择单骨料，砂的粒径为0.2～0.5mm，矸石粒径5～15mm，水与骨料的质量比为12～8：1，负压小于0.04MPa停止灌注；
注浆：骨料灌注完成后，扫孔至巷道，注入P.O32.5水泥和二级粉煤灰的质量比为5：5或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.0～1.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。
可选的，采空区充填孔的填充包括：
所述的采空区充填孔包括采空区充填一序孔和采空区充填二序孔，采空区充填一序孔和采空区充填二序孔按照邻排插空间隔布置，沿采空区走向每隔150～200m一列采空区充填二序孔为排水排气孔，然后按照由低到高、由停采线到切眼推进式充填；
注浆：每钻进10～15m为一个注浆段；注入水泥和粉煤灰质量比为7：3或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.5～2.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注；当钻井液消耗量大于50m 3/h或注浆量大于40t/h，灌注骨料。
可选的，所述的填充按照相邻采空区充填一序孔和中间采空区充填二序孔为施工单位；
先进行相邻采空区充填一序孔的分别填充，再进行空区充填二序孔的填充。
可选的，巷道充填孔孔径：开孔孔径311mm～215.9mm，钻至巷道和采空区上方10～15m，透巷采用152mm～127mm孔径；
巷道充填孔孔斜：孔底偏差不大于2m，钻进过程中每10～20m进行1次测斜。
一种特厚煤层上分层老空区顶板再造施工方法，包括：
S1：施工巷道充填孔；
巷道充填孔按照孔间距80～100m沿巷道走向中心线布置，巷道充填孔距离巷道端部距离不大于20m；巷道充填孔钻进后对巷道充填孔进行填充，填充包括灌注骨料和注浆；
S2：施工采空区充填孔；
以排为单位，采空区充填孔按照邻排插空间隔布置，孔间距40～60m，排距20～30m；且采空区充填孔实行钻进一排填充一排的形式进行，填充包括灌注骨料和注浆。
可选的，所述的巷道充填孔的填充包括：
灌注骨料：灌注骨料的水流量为60～100m 3/h，骨料中砂：矸石质量比为1：1或选择单骨料，砂的粒径为0.2～0.5mm，矸石粒径5～15mm，水与骨料的质量比为12～8：1，负压小于0.04MPa停止灌注；
注浆：骨料灌注完成后，扫孔至巷道，注入P.O32.5水泥和二级粉煤灰的质量比为5：5或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.0～1.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。
可选的，采空区充填孔的填充包括：
所述的采空区充填孔包括采空区充填一序孔和采空区充填二序孔，采空区充填一序孔和采空区充填二序孔按照邻排插空间隔布置，沿采空区走向每隔150～200m一列采空区充填二序孔为排水排气孔，然后按照由低到高、由停采线到切眼推进式充填；
注浆：每钻进10～15m为一个注浆段；注入水泥和粉煤灰质量比为7：3或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.5～2.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注；当钻井液消耗量大于50m 3/h或注浆量大于40t/h，灌注骨料。
可选的，巷道充填孔孔径：开孔孔径311mm～215.9mm，钻至巷道和采空区上方10～15m，透巷采用152mm～127mm孔径；
巷道充填孔孔斜：孔底偏差不大于2m，钻进过程中每10～20m进行1次测斜；
套管深度：套管下至巷道顶板和采空区上方10～15m；
施工顺序：将每条巷道按照400～500m的间距分为N个施工段，每个施工段先施工最低处的钻孔透巷后作为排水排气孔，然后由巷道低处向高处逐个施工段施工，每个施工段的钻孔跳孔施工。
可选的，所述的填充按照相邻采空区充填一序孔和中间采空区充填二序孔为施工单 位；
先进行相邻采空区充填一序孔的分别填充，再进行空区充填二序孔的填充。
与现有技术相比，本发明的有益效果如下：
本发明是在老空区的巷道和采空区范围内，从地面布置钻孔，通过灌注骨料和加压注浆的方式充填巷道和采空区的空洞，置换出里面的水和有毒有害气体，同时将松散破碎的岩石胶结成较为完整的固结体，实现顶板再造和水、瓦斯隐患的治理的多重目标，为下分层开采提供安全地质保障。
附图说明
附图是用来提供对本公开的进一步理解，并且构成说明书的一部分，与下面的具体实施方式一起用于解释本公开，但并不构成对本公开的限制。在附图中：
图1是顶板再造钻孔布置平面图；
图2是采空区顶板再造钻孔布置剖面图；
图3是巷道充填示意图；
图4是水平巷道充填示意图；
图中，1-巷道、2-巷道充填钻孔、3-采空区、4-采空区充填一序孔、5-采空区充填二序孔、6-套管、7-上层煤、8-下层煤、9-骨料堆积体、10-浆液充填体、11-排水排气孔、12-检查孔。
具体实施方式
以下将结合本发明附图，对本发明实施例中的技术方案进行清楚、完整地描述。显然，以下所描述的实施例仅是本发明的一部分实施例，并非全部实施例，也并未对发明做任何形式上的限制，凡是利用本实施例的技术方案，包括对本实施例做了简单的变化，均属于本发明保护的范围。
为使对本发明的结构特征及所达成的功效有更进一步的了解与认识，用以较佳的实施例及附图配合详细的说明。
本发明的特厚煤层上分层老空区顶板再造方法，包括：
步骤1：收集地质及采矿资料，包括地层结构，巷道1的分布和标高，采高，采深，采空区3的范围和标高。
步骤2：确定钻孔位置。巷道充填钻孔2按照孔间距80～100m沿巷道1走向中心线 布置，钻孔距离巷道1两端不大于20m；采空区充填一序孔4和采空区充填二序孔5按照邻排插空间隔布置，孔间距40～60m，排距20～30m。
步骤3：进行巷道1充填。
钻孔定位：钻孔孔口测量放样精度要求是与设计坐标的误差不大于1m。
钻孔孔径：开孔孔径311mm～215.9mm，钻至巷道和采空区上方10～15m，透巷采用152mm～127mm孔径。
钻孔孔斜：孔底偏差不大于2m，钻进过程中每10～20m进行1次测斜。保证能够准确透巷。
套管深度：套管6下至巷道顶板上10～15m，水泥固井。
施工顺序：将每条巷道1按照400～500m的间距分为N个施工段，每个施工段先施工最低处的钻孔透巷后作为排水排气孔11，然后由巷道1的低处向高处逐个施工段施工，每个施工段的钻孔跳孔施工。
透巷：完成套管6之后进行钻孔透巷，出现掉钻、放空或钻井液大量漏失即表示完成透巷。
灌注骨料：透巷完成后，提出钻杆，在孔口安装负压表、管路及漏斗，通过水流携带骨料的方式降灌注。灌注前进行注水试验，同时观测排水排气孔11水位判断巷道1连通性，灌注骨料的水流量为60～100m 3/h，骨料中砂：矸石质量比为1：1或选择单骨料，砂的粒径为0.2～0.5mm，矸石粒径5～15mm，水与骨料质量比为(12：1)～(8：1)。负压小于0.04MPa停止灌注。在巷道中形成骨料堆积体9。
注浆：骨料灌注完成后，扫孔至巷道，注入P.O32.5水泥和二级粉煤灰的质量比为5：5或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.0～1.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。在巷道中形成浆液充填体10。
加固：注浆结束后扫孔，钻进至巷道1底板下1～2m，起钻再一次进行补充注浆加固，补充注浆选择纯水泥浆。
由低处向高处依次施工各施工段，直至完成所有巷道1的充填。
步骤4：对采空区3进行充填。
巷道1充填完成后，采空区3形成密闭空间，避免了浆液流失，这时开始施工采空区充填孔，钻孔分两序施工，先施工采空区充填一序孔4，后施工采空区充填二序孔5，套管6均下至采空区3上方10～15m。首先沿采空区3走向每隔150～200m施工一列采 空区充填二序孔5作为排水排气孔，然后按照由低到高、由停采线到切眼“挤牙膏式”地推进。工作面较长的可以分多个施工段同时施工。比如，填充按照相邻采空区充填一序孔4和中间采空区充填二序孔5为施工单位；先进行相邻采空区充填一序孔4的分别填充，再进行空区充填二序孔5的填充。
注浆段长：进入采空区3后每钻进10～15m为一个注浆段。
注浆：采用“孔口止浆纯压式静压连续注浆法”注入水泥和粉煤灰质量比为7：3或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.5～2.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。当注浆量大或采空区空隙较大时，注入骨料，方式同步骤3中的骨料灌注。
步骤5：施工检查孔12，增加施工钻孔总数10％～15％的钻孔作为检查孔。通过简易压水试验和岩芯强度试验检查充填体的渗透性和强度。检验标准：压水试验透水率小于1Lu，充填体岩芯饱和抗压强度2～5MPa。
实施例一：
步骤1：收集地质及采矿资料，上分层巷道和采空区分布平面图如图1所示，煤层厚度9m，上层煤7已采厚度3m，下层煤8待采厚度6m。
步骤2：如图所示，确定钻孔位置。巷道充填钻孔2按照孔间距80m沿巷道走向中心线布置，钻孔距离巷道1两端15m；空区充填一序孔4和采空区充填二序孔5按照邻排插空间隔布置，孔间距60m，排距30m。
步骤3：如图1、图3和图4所示，进行巷道1充填。
钻孔定位：根据设计的钻孔孔口坐标进行放样定位，放样坐标与设计坐标的误差不大于1m；
钻孔：开孔孔径215.9mm，钻进至巷道1顶板上10m，下入Φ177.8×8.05mm套管6，完成固井后，用152mm孔径透巷。
钻孔孔斜：孔底偏差不大于2m，钻进过程中每20m进行1次测斜，配置直螺杆钻孔垂直，能够准确透巷。
施工顺序：将每条巷道1按照400m的间距分为N个施工段，每个施工段先施工最低处的钻孔透巷后作为排水排气孔11，由巷道1的低处向高处逐个施工段施工，每个施工段的钻孔跳孔施工。
透巷：完成套管6之后进行钻孔透巷，出现掉钻、放空或钻井液大量漏失即表示完成透巷。
灌注骨料：透巷完成后，提出钻杆，在孔口安装负压表、管路及下料漏斗，通过水流携带骨料的方式降灌注。灌注前进行注水试验，同时观测排水排气孔11水位判断巷道连通性，灌注骨料的水流量为100m 3/h，骨料中砂：矸石质量比为1：1的混合料，砂为粒径0.2～0.5mm的细砂-中砂，矸石粒径5～15mm，水骨料质量比为10：1。负压小于0.04MPa停止灌注。在巷道中形成骨料堆积体9。
注浆：骨料灌注完成后，扫孔至巷道1，注入P.O32.5水泥和二级粉煤灰的质量比为5：5的混合浆液，混合浆液比重1.7，注浆流量400L/min，孔口压力达1.5MPa后减小注浆流量至52L/min，待压力稳定15min后停注。在巷道中形成浆液充填体10。
加固：注浆结束后扫孔，钻进至巷道1底板下2m，起钻再一次进行补充注浆加固，补充注浆选择纯水泥浆，比重1.7，注浆流量250L/min，孔口压力达1.5MPa后减小注浆流量至52L/min，待压力稳定15min后停注。
由低处向高处依次施工各施工段，直至完成所有巷道1的充填。
步骤4：如图1和图2所示，对采空区3进行充填。
巷道1充填完成后，采空区3形成密闭空间，避免了浆液流失，这时开始施工采空区充填孔，钻孔分两序施工，钻孔套管6下至采空区3上方10m。
首先沿采空区走向每隔200m施工一列采空区充填二序孔5作为排水排气孔，然后按照由低到高、由停采线到切眼“挤牙膏式”地推进，先施工采空区充填一序孔4，后施工采空区充填二序孔5对一序孔之间区段进行检验和加固。
注浆段长：进入采空区3后每钻进10m为一个注浆段。
注浆：采用“孔口止浆纯压式静压连续注浆法”注入水泥和粉煤灰质量比为6：4的混合浆液，混合浆液比重1.7，注浆流量300L/min，孔口压力达1.5MPa后减小注浆流量至52L/min，待压力稳定15min后停注。当注浆量大于40t/h或采空区钻井液消耗量大于50m 3/h时，注入骨料，方式同步骤3中的骨料灌注。
步骤5：施工检查孔12，增加施工钻孔总数10％的钻孔作为检查孔12。通过简易压水试验和岩芯强度试验检查充填体的渗透性和强度。检验结果压水试验透水率均小于1Lu，充填体岩芯饱和抗压强度均大于2MPa。
以上结合附图详细描述了本公开的优选实施方式，但是，本公开并不限于上述实施方式中的具体细节，在本公开的技术构思范围内，可以对本公开的技术方案进行多种简单变型，这些简单变型均属于本公开的保护范围。
另外需要说明的是，在上述具体实施方式中所描述的各个具体技术特征，在不矛盾 的情况下，可以通过任何合适的方式进行组合，为了避免不必要的重复，本公开对各种可能的组合方式不再另行说明。
此外，本公开的各种不同的实施方式之间也可以进行任意组合，只要其不违背本公开的思想，其同样应当视为本公开所公开的内容。

Claims (10)

  1. 一种特厚煤层上分层老空区顶板再造方法，其特征在于，包括：
    步骤1：设置巷道充填孔，巷道充填孔按照孔间距80～100m沿巷道走向中心线布置，巷道充填孔距离巷道端部距离不大于20m；巷道充填孔钻进后对巷道充填孔进行填充，填充包括灌注骨料和注浆；
    步骤2：设置采空区充填孔；以排为单位，采空区充填孔按照邻排插空间隔布置，孔间距40～60m，排距20～30m；且采空区充填孔实行钻进一排填充一排的形式进行，填充包括注浆和/或灌注骨料。
  2. 根据权利要求1所述的特厚煤层上分层老空区顶板再造方法，其特征在于，所述的巷道充填孔的填充包括：
    灌注骨料：灌注骨料的水流量为60～100m 3/h，骨料中砂：矸石质量比为1：1或选择单骨料，砂的粒径为0.2～0.5mm，矸石粒径5～15mm，水与骨料的质量比为12～8：1，负压小于0.04MPa停止灌注；
    注浆：骨料灌注完成后，扫孔至巷道，注入P.O32.5水泥和二级粉煤灰的质量比为5：5或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.0～1.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。
  3. 根据权利要求1或2所述的特厚煤层上分层老空区顶板再造方法，其特征在于，采空区充填孔的填充包括：
    所述的采空区充填孔包括采空区充填一序孔和采空区充填二序孔，采空区充填一序孔和采空区充填二序孔按照邻排插空间隔布置，沿采空区走向每隔150～200m一列采空区充填二序孔为排水排气孔，然后按照由低到高、由停采线到切眼推进式充填；
    注浆：每钻进10～15m为一个注浆段；注入水泥和粉煤灰质量比为7：3或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.5～2.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注；当钻井液消耗量大于50m 3/h或注浆量大于40t/h，灌注骨料。
  4. 根据权利要求3所述的特厚煤层上分层老空区顶板再造方法，其特征在于，所述的填充按照相邻采空区充填一序孔和中间采空区充填二序孔为施工单位；
    先进行相邻采空区充填一序孔的分别填充，再进行空区充填二序孔的填充。
  5. 根据权利要求1或2所述的特厚煤层上分层老空区顶板再造方法，其特征在于， 巷道充填孔孔径：开孔孔径311mm～215.9mm，钻至巷道和采空区上方10～15m，透巷采用152mm～127mm孔径；
    巷道充填孔孔斜：孔底偏差不大于2m，钻进过程中每10～20m进行1次测斜。
  6. 一种特厚煤层上分层老空区顶板再造施工方法，其特征在于，包括：
    S1：施工巷道充填孔；
    巷道充填孔按照孔间距80～100m沿巷道走向中心线布置，巷道充填孔距离巷道端部距离不大于20m；巷道充填孔钻进后对巷道充填孔进行填充，填充包括灌注骨料和注浆；
    S2：施工采空区充填孔；
    以排为单位，采空区充填孔按照邻排插空间隔布置，孔间距40～60m，排距20～30m；且采空区充填孔实行钻进一排填充一排的形式进行，填充包括灌注骨料和注浆。
  7. 根据权利要求6所述的特厚煤层上分层老空区顶板再造施工方法，其特征在于，所述的巷道充填孔的填充包括：
    灌注骨料：灌注骨料的水流量为60～100m 3/h，骨料中砂：矸石质量比为1：1或选择单骨料，砂的粒径为0.2～0.5mm，矸石粒径5～15mm，水与骨料的质量比为12～8：1，负压小于0.04MPa停止灌注；
    注浆：骨料灌注完成后，扫孔至巷道，注入P.O32.5水泥和二级粉煤灰的质量比为5：5或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.0～1.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注。
  8. 根据权利要求6或7所述的特厚煤层上分层老空区顶板再造施工方法，其特征在于，采空区充填孔的填充包括：
    所述的采空区充填孔包括采空区充填一序孔和采空区充填二序孔，采空区充填一序孔和采空区充填二序孔按照邻排插空间隔布置，沿采空区走向每隔150～200m一列采空区充填二序孔为排水排气孔，然后按照由低到高、由停采线到切眼推进式充填；
    注浆：每钻进10～15m为一个注浆段；注入水泥和粉煤灰质量比为7：3或6：4的混合浆液，混合浆液比重1.4～1.7，注浆流量400～250L/min，孔口压力达1.5～2.5MPa后减小注浆流量至40～60L/min，待压力稳定15～20min后停注；当钻井液消耗量大于50m 3/h或注浆量大于40t/h，灌注骨料。
  9. 根据权利要求6或7所述的特厚煤层上分层老空区顶板再造施工方法，其特征在于，巷道充填孔孔径：开孔孔径311mm～215.9mm，钻至巷道和采空区上方10～15m， 透巷采用152mm～127mm孔径；
    巷道充填孔孔斜：孔底偏差不大于2m，钻进过程中每10～20m进行1次测斜；
    套管深度：套管下至巷道顶板和采空区上方10～15m；
    施工顺序：将每条巷道按照400～500m的间距分为N个施工段，每个施工段先施工最低处的钻孔透巷后作为排水排气孔，然后由巷道低处向高处逐个施工段施工，每个施工段的钻孔跳孔施工。
  10. 根据权利要求1或2所述的特厚煤层上分层老空区顶板再造施工方法，其特征在于，所述的填充按照相邻采空区充填一序孔和中间采空区充填二序孔为施工单位；
    先进行相邻采空区充填一序孔的分别填充，再进行空区充填二序孔的填充。
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