CN113374514A - Method for controlling staggered-layer internal-staggered gob-side entry driving surrounding rock by anchor grouting technology - Google Patents
Method for controlling staggered-layer internal-staggered gob-side entry driving surrounding rock by anchor grouting technology Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 30
- 239000011435 rock Substances 0.000 title claims abstract description 27
- 238000005516 engineering process Methods 0.000 title claims abstract description 17
- 239000003245 coal Substances 0.000 claims abstract description 45
- 238000004873 anchoring Methods 0.000 claims abstract description 17
- 230000008093 supporting effect Effects 0.000 claims abstract description 7
- 230000005641 tunneling Effects 0.000 claims abstract description 7
- 239000000463 material Substances 0.000 claims description 12
- 239000011152 fibreglass Substances 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 6
- 239000003638 chemical reducing agent Substances 0.000 claims description 6
- 239000010881 fly ash Substances 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- 229910010271 silicon carbide Inorganic materials 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 5
- 239000002184 metal Substances 0.000 claims description 4
- 239000002994 raw material Substances 0.000 claims description 3
- 229920000620 organic polymer Polymers 0.000 claims description 2
- 239000002861 polymer material Substances 0.000 claims description 2
- 238000005065 mining Methods 0.000 abstract description 9
- 230000003014 reinforcing effect Effects 0.000 abstract 2
- 230000000694 effects Effects 0.000 description 4
- 239000002002 slurry Substances 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- 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
- C04B28/24—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 alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
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- 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
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
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- 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
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- Structural Engineering (AREA)
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- Geochemistry & Mineralogy (AREA)
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Abstract
The invention discloses a method for controlling staggered horizon internal-staggered gob-side entry driving surrounding rock by adopting an anchor grouting technology, and belongs to the field of coal mining. Firstly, excavating an air inlet roadway of a staggered working face, and performing anchoring and grouting operation behind a heading machine; after the grouting anchor cable is installed, grouting and reinforcing the bottom plate of the air inlet roadway; after the air inlet lane is completely formed, excavating the air return lane of the next working face, and performing anchoring and grouting operation behind the tunneling machine; and after the grouting anchor rod and the grouting anchor cable are installed, grouting and reinforcing the top plate and the coal side of the return airway. The method can effectively control the deformation of the continuous working face roadway surrounding rock, reduce the supporting cost, improve the tunneling efficiency and have important reference significance for controlling the staggered in-layer staggered gob-side tunneling surrounding rock.
Description
Technical Field
The invention relates to a method for controlling staggered horizon internal staggered gob-side entry driving surrounding rock by adopting an anchor grouting technology, and belongs to the field of coal mining.
Background
At present, although the recoverable reserve of an inclined coal seam accounts for only 10.16% of the total recoverable reserve of coal in China, the inclined coal seam has excellent coal quality, numerous mines and high mining value. In addition, in recent years, high-yield and high-efficiency coal mining technology is rapidly developed, the coal mining strength is increased year by year, nearly horizontal and gently inclined coal resources are almost exhausted, and in order to guarantee the service life of mines and guarantee the stable development of economy in China, the mining center of gravity of many mines is transferred to the mining of inclined coal beds. However, the mining of inclined coal seams, especially the mining of inclined thick and extra-thick coal seams, faces a plurality of problems to be solved, such as great impact threat along a gob-side roadway, low recovery rate of a section, poor stability of working face equipment and the like.
In order to solve the problems, a staggered-position roadway arrangement mode for thick coal seam mining is provided, an air inlet roadway is arranged along a coal seam top plate, an air return roadway is arranged below a goaf at an upper section along a bottom plate, and a working face is composed of a horizontal section, an arc-shaped transition section and an inclined section. The staggered floor position arrangement mode is divided into an outer staggered mode and an inner staggered mode according to the existence of coal pillars between adjacent working surfaces. The air return lane of the inner staggered type continuous working face is positioned below the air inlet lane of the previous working face, is limited by a three-section type stoping process of the staggered working face, adopts a passive support mode of metal mesh, back plate and shed erection in an empirical mode in the process of gob-side entry driving, and is difficult to solve a series of problems of high support difficulty, low lane forming speed, high cost, difficult operation and the like. In addition, the thickness of the coal body between the two roadways is small, and the conventional anchor rod support effect is poor.
Disclosure of Invention
The invention provides a method for controlling staggered-layer internal-staggered gob-side entry driving surrounding rock by adopting an anchor grouting technology, aiming at a series of problems of high supporting difficulty, low lane forming speed, high cost, difficult operation and the like and poor anchor rod supporting effect in a passive supporting mode of 'metal mesh + back plate + shed' adopted by staggered-layer internal-staggered gob-side entry driving.
The invention provides a method for controlling staggered horizon internal staggered gob-side entry driving surrounding rock by adopting an anchor grouting technology, which specifically comprises the following steps:
(1) in the process of entering the tunnel by the air inlet tunnel of the staggered working face, the anchoring operation of the first stage is carried out at the rear part of the tunneling machine, and the anchoring operation is divided into the anchoring operation of the top plate and the two sides and the anchoring operation of the bottom plate. Specifically, the roof and two sides of the air intake roadway are supported by anchor rods or anchor cables and metal nets in a conventional supporting mode, and the bottom plate is reinforced by grouting anchor cables. Firstly, excavating the air inlet roadway of the staggered working face, and performing anchoring and grouting operation at the rear part of the heading machine. Specifically, 5 grouting anchor cables are installed downwards on a bottom plate of the air inlet roadway, and the length of each grouting anchor cable is within the range of 4 m-10 m. The distance between two adjacent grouting anchor cables in the width direction of the roadway is within the range of 600 mm-1800 mm, and the distance between two adjacent grouting anchor cables in the extending direction of the roadway is within the range of 800 mm-2000 mm. The grouting anchor cables are distributed in a fan shape, an included angle formed between the grouting anchor cables and the vertical direction is 0-45 degrees, the grouting anchor cables on the two sides are the largest in angle, and the grouting anchor cables in the middle are 0 degrees. When the grouting anchor cable is installed, the position of the return airway below the grouting anchor cable is avoided as much as possible.
(2) And after the grouting anchor rod and the grouting anchor cable are installed, grouting reinforcement is carried out on the top plate and the coal side of the return airway through the grouting anchor rod and the grouting anchor cable. The grouting material is prepared by selecting two to three materials from cement, fly ash, carborundum, yellow mud, organic polymer material and other raw materials, and matching the selected materials with water glass, a water reducing agent and the like, and the dosage of each raw material is determined according to a grouting material proportioning experiment.
(3) And after the air inlet lane is completely formed, excavating the air return lane of the next working face, and performing anchoring and grouting operation at the rear part of the tunneling machine. Specifically, 4 grouting anchor cables are installed on a top plate of a return air tunnel, the grouting anchor cables and 5 grouting anchor cables of a bottom plate of the air intake tunnel are located on the same vertical surface and are intersected with the same, the length of each grouting anchor cable is within the range of 4 m-6 m, and the grouting anchor cable on one side of a triangular coal body is longer. The distance between two adjacent grouting anchor cables in the width direction of the roadway is within the range of 600 mm-1800 mm, and the distance between two adjacent grouting anchor cables in the extending direction of the roadway is within the range of 800 mm-2000 mm. The grouting anchor cables are distributed in a fan shape, and an included angle formed between the grouting anchor cables and the vertical direction is within the range of 10-30 degrees. A glass fiber reinforced plastic anchor rod is installed on one side of a roadway coal side to reduce the influence of anchor-grouting support on coal cutting, and a grouting anchor rod is installed on one side of the roadway rock side and is intersected with a grouting anchor rope of a bottom plate of an air inlet roadway to form a combined grouting anchoring area.
(4) And after the grouting anchor rod and the grouting anchor cable are installed, grouting reinforcement is carried out on the top plate and the coal side of the return airway through the grouting anchor rod and the grouting anchor cable. The same as the step (2).
Further, in order to avoid the adverse effect on the coal caving process caused by an excessively large grouting reinforcement range, the lengths of the grouting anchor cables and the control angles at the side, close to the coal seam, of the bottom plate of the air inlet roadway and the top plate of the air return roadway are smaller than the lengths of the grouting anchor cables at the side, close to the rock stratum, of the bottom plate of the air inlet roadway and the top plate of the air return roadway.
Further, in order to prevent adjacent holes from leaking slurry, an odd-even number hole alternate grouting mode is adopted in the step (2) to reinforce the roadway top plate and the coal side.
Further, in order to reduce roadway deformation caused by rock stratum dislocation, the air inlet roadway grouting anchor cable penetrates through the structural surface of the coal bed and the bottom plate rock stratum in the step (1).
Further, in the step (1), the lengths of the grouting anchor cables are respectively 4.4 m, 9.5 m and 9.5 m, the spacing is 750 × 800mm (which means the space position is the interval between two points on the diagonal of the rectangle, that is, the transverse distance is 800mm, and the longitudinal distance is 750 mm), and the included angles between the grouting anchor cables and the vertical direction are respectively 20 °, 10 °, 0 °, 20 ° and 30 °.
Further, in the steps (2) and (4), according to a grouting material proportioning experiment, the optimal mixing ratio of cement, fly ash, water glass, carborundum, water and a water reducing agent is determined to be 423.7: 76.3: 30: 416.7: 375: 15.
Further, in the step (3), the lengths of the grouting anchor cables are respectively 4.4 m, 5.7 m and 5.7 m, the pitch is 1000 × 800mm, the side anchor cable is 500 mm away from the roadway side, and the included angles between the grouting anchor cables and the vertical direction are respectively 20 °, 10 °, 20 ° and 30 °.
Further, in order to avoid the adverse effect of overlarge anchor rod strength on coal cutting of a working face, a glass fiber reinforced plastic anchor rod with lower shear strength is adopted on one side of the roadway coal side in the step (3) to reduce the effect of anchor grouting support on coal cutting, and a grouting anchor rod is adopted on one side of the roadway coal side and forms a combined grouting anchoring area with a grouting anchor cable of an air inlet roadway floor; the grouting anchor rod is crossed with the grouting anchor cable on the bottom plate of the air inlet tunnel to form a combined anchoring area. Furthermore, the number of the grouting anchor rods and the number of the glass fiber reinforced plastic anchor rods are 5, the length of the grouting anchor rods is 3 m, the length of the glass fiber reinforced plastic anchor rods is 2.8 m, the interval row spacing is 550 multiplied by 800mm, and the side anchor control angles are 10 degrees (the included angle between the anchor rods and the horizontal plane is 10 degrees).
The invention has the beneficial effects that:
compared with the prior art, the invention provides the method for controlling the staggered-layer internally-staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology, which can effectively control the deformation of the continuous working face roadway surrounding rock, reduce the supporting cost, improve the entry efficiency and have important reference significance for controlling the staggered-layer internally-staggered gob-side entry driving surrounding rock.
Drawings
FIG. 1 is a schematic diagram of a staggered-level staggered working surface layout;
FIG. 2 is a detail view of the anchor grouting area of the staggered-layer internal staggered working face;
FIG. 3 is a perspective view of a staggered-level internal-staggered gob-side entry driving bolting-grouting support;
FIG. 4 is a schematic view of the arrangement of anchor cables of a 4 m wide air inlet roadway floor;
fig. 5 is a schematic diagram of 4 m wide return airway anchor cable arrangement.
In the figure: 1 is a working face air inlet lane; 2 is a working face return airway; 3, grouting anchor cable; 4, a grouting anchor rod; 5 is a glass fiber reinforced plastic anchor rod; and 6, a tray and a bolt.
Detailed Description
The present invention is further illustrated by, but is not limited to, the following examples.
Example 1:
the following detailed description will take tangshan mine as an example and refer to the accompanying drawings.
The dip angle of the Tangshan mine coal seam is 30 degrees, the thickness of the coal seam is 10 m, a staggered layer internal staggered arrangement mode is adopted to arrange a working surface, namely an air inlet roadway of the working surface is arranged along a top plate, an air return roadway is arranged along a bottom plate, the working surface horizontally extends to the position near the bottom plate of the coal seam from one end of the air inlet roadway and then gradually rises to extend to the air return roadway along the bottom plate of the coal seam. And the continuous working face air return lane is arranged right below the upper working face air inlet lane along the coal seam bottom plate. The working face air inlet lane and the air return lane are both 4 m multiplied by 3 m rectangular lanes. The thickness of the coal body between the two lanes is about 6 m.
The first step is as follows: and excavating the air inlet roadway of the staggered working face, and installing a grouting anchor cable behind the heading machine. Specifically, when the heading machine heading forwards for 0.8 m, 5 grouting anchor cables are arranged on a bottom plate of the air inlet roadway in the rear direction of the heading machine side by side, the distance between the 5 grouting anchor cables is 750mm, and the distance between the side anchor cables and the roadway side is 500 mm. The control angles of the 5 grouting anchor cables from left to right are respectively 20 degrees, 10 degrees, 0 degree, 20 degrees and 30 degrees, and the lengths of the 5 grouting anchor cables from left to right are respectively 4.4 m, 9.5 m and 9.5 m.
The second step is that: and performing grouting operation after the grouting anchor cable is installed. Specifically, hole sealing is carried out firstly, and then grouting is carried out in an odd-even number hole alternating mode to prevent adjacent holes from leaking slurry. According to the proportioning experiment of the grouting material, the adopted grouting material comprises cement, fly ash, water glass, carborundum, water and an early strength type water reducing agent = 423.7: 76.3: 30: 416.7: 375: 15.
The third step: and after the air inlet lane is completely formed, excavating the air return lane of the next working face, and performing anchoring and grouting operation at the rear part of the tunneling machine. Specifically, when the heading machine is heading 0.8 m forward, 4 grouting anchor cables are installed on a top plate of a return airway in the rear direction of the heading machine, 5 glass fiber reinforced plastic anchor rods are installed on one coal side of a working face, and 5 grouting anchor rods are installed on the other coal side. The distance between the 4 grouting anchor cables is 1000 mm, and the distance between the side anchor cables and the roadway wall is 500 mm; the row spacing between the grouting anchor rod and the glass fiber reinforced plastic anchor rod is 550 mm, and the side anchor rod is 400 mm away from the roadway side. The control angles of 4 anchor cables from left to right are respectively 20 degrees, 10 degrees, 20 degrees and 30 degrees, and the lengths are respectively 4.4 m, 5.7 m and 5.7 m. The length of the grouting anchor rod is 3 m, and the side anchor control angle is 10 degrees. The length of each glass fiber reinforced plastic anchor rod is 2.8 m, and the side anchor control angle is 10 degrees.
The fourth step: and performing grouting operation after the grouting anchor rods and the grouting anchor cables are installed. Specifically, hole sealing is carried out firstly, and then grouting is carried out in an odd-even number hole alternating mode to prevent adjacent holes from leaking slurry. According to the proportioning experiment of the grouting material, the adopted grouting material comprises cement, fly ash, water glass, carborundum, water and an early strength type water reducing agent = 423.7: 76.3: 30: 416.7: 375: 15. 325 m of grouting liquid per hundred meters2。
Claims (9)
1. A method for controlling a staggered-layer internal staggered gob-side entry driving surrounding rock by adopting an anchor grouting technology is characterized by comprising the following steps:
(1) in the process of entering a tunnel by an air inlet tunnel on a staggered working surface, performing anchor grouting operation in a first stage at the rear of the development machine, wherein the anchor grouting operation comprises anchoring operation on a top plate and two sides and anchoring operation on a bottom plate, the top plate and the two sides of the air inlet tunnel are supported by an anchor rod or an anchor cable plus a metal net in a conventional supporting mode, and the bottom plate is reinforced by grouting the anchor cable;
(2) after the grouting anchor rod and the grouting anchor cable are installed, grouting reinforcement is carried out on the top plate and the coal side of the return airway through the grouting anchor rod and the grouting anchor cable;
(3) after the air inlet lane is completely formed, excavating the air return lane of the next working face, and performing anchoring and grouting operation behind the tunneling machine;
specifically, 4 grouting anchor cables are arranged on a top plate of a return airway, the grouting anchor cables and 5 grouting anchor cables of a bottom plate of an air inlet airway are positioned on the same vertical surface and are intersected with each other, the length of each grouting anchor cable is within the range of 4 m-6 m, and the grouting anchor cable on one side of a triangular coal body is longer;
(4) and after the grouting anchor rod and the grouting anchor cable are installed, grouting reinforcement is carried out on the top plate and the coal side of the return airway through the grouting anchor rod and the grouting anchor cable.
2. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 1, wherein the method comprises the following steps: in the step (1), the grouting anchor cable of the air inlet roadway penetrates through the structural surface of the coal seam and the bottom rock stratum; the length of the grouting anchor cable and the control angle of the side, close to the coal seam, of the air inlet roadway bottom plate and the air return roadway top plate are both smaller than the length of the grouting anchor cable of the side, close to the rock stratum, of the air inlet roadway bottom plate and the air return roadway top plate.
3. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 1, wherein the method comprises the following steps: in the step (1), the anchoring operation in the first stage is specifically as follows: 5 grouting anchor cables are downwards installed on a bottom plate of the air inlet roadway, and the length of each grouting anchor cable is within the range of 4 m-10 m; the distance between two adjacent grouting anchor cables in the width direction of the roadway is within the range of 600 mm-1800 mm, and the distance between two adjacent grouting anchor cables in the extending direction of the roadway is within the range of 800 mm-2000 mm; the grouting anchor cables are distributed in a fan shape, the included angle formed between the grouting anchor cables and the vertical direction is 0-45 degrees, the grouting anchor cables on two sides are the largest in angle, and the grouting anchor cable in the middle is 0 degree; and when the grouting anchor cable is installed, the position of a return airway below the grouting anchor cable is avoided.
4. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 3, wherein the method comprises the following steps: in the step (1), the lengths of the grouting anchor cables are respectively 4.4 m, 9.5 m and 9.5 m, the spacing is 750 x 800mm, and the included angles between the grouting anchor cables and the vertical direction are respectively 20 degrees, 10 degrees, 0 degree, 20 degrees and 30 degrees.
5. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 1, wherein the method comprises the following steps: in the steps (2) and (4), two to three grouting materials are selected from cement, fly ash, carborundum, yellow mud and organic polymer materials and are matched with water glass and a water reducing agent, and the dosage of each raw material is determined according to a grouting material proportioning experiment.
6. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 5, wherein the method comprises the following steps: according to the proportioning experiment of the grouting material, the mass ratio of cement, fly ash, water glass, carborundum, water and water reducing agent = 423.7: 76.3: 30: 416.7: 375: 15 is determined.
7. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 1, wherein the method comprises the following steps: in the step (3), the distance between two adjacent grouting anchor cables in the width direction of the roadway is within the range of 600 mm-1800 mm, and the distance between two adjacent grouting anchor cables in the extending direction of the roadway is within the range of 800 mm-2000 mm; the grouting anchor cables are distributed in a fan shape, and an included angle formed between the grouting anchor cables and the vertical direction is within the range of 10-30 degrees; a glass fiber reinforced plastic anchor rod is installed on one side of a roadway coal side to reduce the influence of anchor-grouting support on coal cutting, and a grouting anchor rod is installed on one side of the roadway rock side and is intersected with a grouting anchor rope of a bottom plate of an air inlet roadway to form a combined grouting anchoring area.
8. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 7, wherein the method comprises the following steps: the lengths of the grouting anchor cables are respectively 4.4 m, 5.7 m and 5.7 m, the row spacing is 1000 multiplied by 800mm, the distance between the side anchor cable and the roadway side is 500 mm, and the included angles between the grouting anchor cables and the vertical direction are respectively 20 degrees, 10 degrees, 20 degrees and 30 degrees.
9. The method for controlling the staggered horizon internal staggered gob-side entry driving surrounding rock by adopting the anchor grouting technology as claimed in claim 7, wherein the method comprises the following steps: the number of the grouting anchor rods and the number of the glass fiber reinforced plastic anchor rods are both 5, and the length of each grouting anchor rod is 3 m; the length of the glass fiber reinforced plastic anchor rod is 2.8 m, the row spacing is 550 multiplied by 800mm, and the side anchor control angles are 10 degrees.
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