AU2020102057A4 - Method for grouting reinforcement of fault fracture zone of coal mining working face - Google Patents
Method for grouting reinforcement of fault fracture zone of coal mining working face Download PDFInfo
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- 239000003245 coal Substances 0.000 title claims abstract description 86
- 238000005065 mining Methods 0.000 title claims abstract description 68
- 238000000034 method Methods 0.000 title claims abstract description 50
- 230000002787 reinforcement Effects 0.000 title claims abstract description 42
- 230000003068 static effect Effects 0.000 claims abstract description 18
- 239000011435 rock Substances 0.000 claims description 36
- 238000005553 drilling Methods 0.000 claims description 29
- 238000009826 distribution Methods 0.000 claims description 25
- 238000010276 construction Methods 0.000 claims description 22
- 230000008569 process Effects 0.000 claims description 22
- 239000002002 slurry Substances 0.000 claims description 20
- 239000000463 material Substances 0.000 claims description 14
- 238000007789 sealing Methods 0.000 claims description 11
- 239000002131 composite material Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 3
- 238000011161 development Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 2
- 238000005507 spraying Methods 0.000 claims description 2
- 239000000126 substance Substances 0.000 claims description 2
- 230000000750 progressive effect Effects 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 13
- 238000004901 spalling Methods 0.000 description 10
- 238000004519 manufacturing process Methods 0.000 description 6
- 238000013461 design Methods 0.000 description 5
- 238000009792 diffusion process Methods 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000004080 punching Methods 0.000 description 4
- 230000004888 barrier function Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000002159 abnormal effect Effects 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000004484 Briquette Substances 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000002932 luster Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002861 polymer material Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Mining & Mineral Resources (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention discloses a method for grouting reinforcement of a fault fracture zone of a coal
mining working face and belongs to the technical field of coal mine grouting reinforcement. For the
method for grouting reinforcement of the fault fracture zone of a coal mining working face, a
treatment idea of combining regional treatment with local treatment is adopted. The regional
treatment is implemented ahead of the coal mining working face by a certain distance and is divided
into static treatment and dynamic treatment, and advanced grouting reinforcement treatment is
performed; local treatment is implemented in the working face; and the combination of regional
treatment and local treatment can better achieve step-by-step progressive treatment of the fault
fracture zone, and can achieve comprehensive and dynamic fault treatment free of blind corners.
Description
[0001] The present invention belongs to the technical field of coal mine grouting reinforcement, and particularly relates to a method for grouting reinforcement of the fault fracture zone of a coal mining working face.
[0002] In China's coal mining, many working faces are inevitably arranged in coal seams with unfavorable geological conditions, and some coal mining working faces contain multiple fault zones. A fault structure area of the coal mining working face has poor lithological conditions and poor stability. This easily leads to the fracture of coal-rock mass near the fault plane. The fault fracture zone has great impact on the safe mining of the working face. During the period of crossing the fault, if the treatment is improper, rib spalling and roof fall easily occur. In a minor case, this slows the mining and affects the production progress; and in a serious case, this leads to accidents such as gas overrun and casualties, causing great potential safety hazards to coal mining. Therefore, how to effectively solve the problem of surrounding rock control during the period of passing a fault fracture zone has become one of the main problems to be solved urgently in mine safety production.
[0003] At present, a passive process is mainly adopted when the coal mining working face passes through the fault. That is, conveyor floating or brake bottom is performed in advance to catch the roof of a hanging wall or a foot wall at the shortest mining distance of breaking the top or the bottom, and processes of descending less and pulling quickly, timely supporting the top slope, etc. are adopted at the fault exposure. Or the ways of reducing the mining height of the working face, laying a net, expanding an advanced shed, adding a temporary support, etc. are adopted. However, it is often unideal to use the foregoing conventional fault treatment technology to deal with a large fault, because the surrounding rock is more broken and softer, and the coal in the fault fracture zone is seriously damaged.
[0004] Grouting is an effective measure to reinforce the surrounding rock in the fault fracture
zone and prevent rib spalling of the coal wall. The most obvious difference from the foregoing
conventional method is that grouting reinforcement is an active treatment method. Specifically,
the technology is to inject slurry into coal-rock mass through a grouting device, and the slurry is
solidified and hardened after a period of time to form comb-like and network-like structures, so
that the original broken, soft and discontinuous coal is cemented into a continuous and complete
high-strength bearing body. This improves mechanical properties of the coal.
[0005] In view of the obvious advantages of grouting reinforcement, a large number of
grouting application solutions have been adopted. For example, in the prior art, among patented
technologies for grouting reinforcement of coal-rock mass, Chinese patent No.
CN2019103155350, published on August 2, 2019, discloses the following technical solutions: a
method for drilling and grouting reinforcement of a coal-rock mass polymer material. The method
according to the technical solutions includes the following steps: (1) checking the site situation,
and whenever the working face rib spalling situation is serious, checking the ground pressure on
the coal wall of the working face; (2) formulating a drilling and grouting method according to the
site conditions and by combining relevant geological data, and when the height of the mining
working face is more than 5 m, punching holes according to three-row hole arrangement; when
the height of the mining working face is 3-5 m, punching holes according to two-row hole
arrangement; and when the height of the mining working face is less than 3 m, punching holes
according to one-row hole arrangement; and (3) performing grouting construction after drilling,
where the punching angle is 5-30° and the depth of each punched hole is 6-8 m. This invention
brings the advantages of a grouting process into active play. The working face is reinforced by
drilling and grouting, which is beneficial to ensuring the safety and stability of the working
environment. However, this invention has the shortcomings that when a large fault or a
geological abnormal area exists in the working face area, the reinforcement in the in-plane area of the working face cannot affect the geological structure strength of the large fault area. When the working face exposes the fault, the soft and broken coal-rock mass often directly leads to rib spalling and roof fall in the working face under the impact of advanced supporting pressure, seriously threatening safety production of the working face. That is, the impact of faults on mining in the working face still exists.
[0006] In view of the problems that when a coal mining working face is encountered with
geological structures such as faults, the integrity of coal-rock mass in the fault fracture zone is
seriously damaged, the coal-rock mass is broken, and it is difficult to use an existing fault
fracture zone treatment method to perform effective support, the present invention provides a
method for grouting reinforcement of a fault fracture zone of a coal mining working face.
According to the method of the present invention, geological structures such as faults existing in
the working face area are subjected to grouting reinforcement treatment in the mining process of
the coal mining working face, and the impact of faults on the mining in the coal mining working
face is reduced.
[0007] In order to solve the foregoing problem, the present invention adopts the following
technical solution.
[0008] A method for grouting reinforcement of a fault fracture zone of a coal mining working
face includes the following steps:
[0009] S1: determining of a reinforcement area: determining a grouting reinforcement area
according to the occurrence and development range of the fault in the coal mining working face;
[0010] S2: static treatment: performing static pressure pre-grouting outside the bearing
pressure range according to the fault throw, the impact degree and the impact range, where the
static pressure pre-grouting is implemented by one or more of four grouting processes: curtain
grouting, shallow hole grouting, medium-length hole grouting and deep hole grouting;
[0011] S3: dynamic treatment: when the coal mining working face is mined within the impact
range of the advanced bearing pressure, performing dynamic pressure pre-grouting
reinforcement of the fault fracture zone on the basis of static pressure pre-grouting, where the
dynamic pressure pre-grouting is one or more of three grouting processes: shallow hole
grouting, medium-length hole grouting and deep hole grouting; and
[0012] S4: local treatment: performing in-plane shallow hole grouting in the working face after
the coal mining working face is mined to expose the fault in the face.
[0013] Further, in S2, During curtain grouting, when the roadway has a height of 3-3.5 m,
two rows of grouting holes are adopted, and the grouting holes are three-flower holes. The first
row of grouting holes are located at a roadway shoulder position, and the second row of grouting
holes are located at a position 1-1.5 m away from the roadway roof. The spacing between two
adjacent grouting holes in each row of grouting holes in the drilling arrangement direction is 4-6
m. The staggered spacing between two adjacent rows of grouting holes in the grouting hole
arrangement direction is 2-3 m, and the depths of grouting holes are 3-4 m. The grouting
sequence is from bottom to top during the construction of the two rows of grouting holes. After
the grouting of the lower row of grouting holes is completed, grouting holes located in the
roadway shoulder are constructed. The elevation angle of the first row of grouting holes is
°-30°, and the second row of grouting holes are constructed perpendicular to the coal wall of
the roadway.
[0014] When the roadway height is greater than 3.5 m, three rows of grouting holes are
adopted, and the grouting holes are five-flower holes. The first row of grouting holes are located
at a roadway shoulder position, the second row of grouting holes are located at a position 1-1.5
m away from the roadway roof, and the third row of grouting holes are located at a position 1-1.5
m away from the second row of grouting holes. In each row of grouting holes, the spacing
between two adjacent grouting holes in the drilling arrangement direction is 4-6 m. The
staggered spacing between two adjacent rows of grouting holes in the grouting hole
arrangement direction is 2-3 m, and the depths of grouting holes are 3-4 m. The grouting sequence is from bottom to top during the construction of the three rows of grouting holes. After the grouting of the lower row of grouting holes is completed, the upper row of grouting holes are constructed. The first row of grouting holes have an elevation angle of 20°-30°, and the second and third rows of grouting holes are constructed perpendicular to the coal wall of the roadway.
[0015] During curtain grouting, the grouting holes have a pore diameter of D42 mm, and the
grouting pressure is 3-5 MPa.
[0016] During curtain grouting, spraying treatment is performed on the side wall of the
roadway. This can prevent slurry leakage around the grouting holes.
[0017] Further, in S2 and S3, the shallow hole grouting process is implemented in a mode of
parallel hole distribution in a belt transporter roadway and an airway, or a mode of concentrated
hole distribution in a belt transporter roadway drill field and an airway drill field, or a combination
of the two modes. During hole distribution, final holes of the grouting holes are 2-3 m above the
coal-rock interface, the final holes pass through the fault plane by 2-3 m, the grouting hole depth
is 20-40 m, the grouting pressure is 5-10 MPa, and the grouting hole sealing length is 10-15 m.
[0018] Further, in S2 and S3, the medium-length hole grouting process is implemented in a
mode of parallel hole distribution in a belt transporter roadway and an airway, or a mode of
concentrated hole distribution in a belt transporter roadway drill field and an airway drill field, or a
combination of the two modes. During hole distribution, final holes of the grouting holes are 3-5
m above the coal-rock interface, and the final holes pass through the fault plane by 2-3 m; the
grouting hole depth is 40-85 m, the grouting pressure is 10-15 MPa, and the grouting hole
sealing length is 15-20 m.
[0019] Further, in S2 and S3, the deep hole grouting process is implemented in a mode of
parallel hole distribution in a belt transporter roadway and an airway, or a mode of concentrated
hole distribution in a belt transporter roadway drill field and an airway drill field, or a combination
of the two modes. During hole distribution, final holes of the grouting holes are 5-7 m above the coal-rock interface, the final holes pass through the fault plane by 2-3 m, the grouting hole depth is 85-130 m, the grouting pressure is 15-20 MPa, and the grouting hole sealing length is 20-25 m.
[0020] Further, the distance between projections of the final holes of two adjacent grouting
holes on the plane is 5-10 m when the mode of parallel hole distribution in the belt transporter
roadway and the airway is adopted; the distance in the vertical mining direction between the
projections of final holes of two adjacent grouting holes on the plane is 10-15 m when the mode
of concentrated hole distribution in a belt transporter roadway drill field and an airway drill field is
adopted.
[0021] During construction of shallow hole grouting, medium-length hole grouting or deep
hole grouting, the hole diameter of the drilling rig is any one of p073 mm, p 094 mm and p
$113 mm.
[0022] Further, in S4, during in-plane shallow hole grouting construction of the coal mining
working face, when the coal wall height of the working face is 3-3.5 m, two rows of grouting holes
are adopted, and the grouting holes are three-flower holes. The first row of grouting holes are
located at a position of a telescopic beam of a support and constructed at an elevation angle of
°C relative to the horizontal plane, and the second row is located 1-1.5 m below the telescopic
beam of the support and constructed perpendicular to the coal wall. In each row of grouting
holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is
4-6 m.
[0023] When the coal wall height of the working face is greater than 3.5 m, three rows of
grouting holes are adopted, and the grouting holes are three-flower holes; the first row of
grouting holes are located at a position of a telescopic beam of a support and constructed at an
elevation angle of 30°C relative to the horizontal plane, the second row is located 1-1.5 m below
the telescopic beam of the support and constructed perpendicular to the coal wall, the third row
is located 1-1.5 m below the second row of grouting holes and constructed perpendicular to the coal wall, and in each row of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is 4-6 m.
[0024] The construction sequence of in-plane shallow hole grouting of the coal mining
working face is from bottom to top; after the grouting of the lower row of grouting holes is
completed, the upper row of grouting holes are constructed; during construction, the grouting
hole depth is 4-6 m, and the grouting pressure is 3-6 MPa.
[0025] Further, in S2-S4, the grouting material adopted during grouting is any one of cement
slurry, inorganic composite grouting material, chemical material or other suitable grouting
materials or a combination of thereof.
3. BENEFICIAL EFFECTS
[0026] Compared with the prior art, the present invention has the following beneficial effects:
[0027] (1) In the present invention, the idea of conventional passive treatment of the coal
mining working face in the fault fracture zone is changed, and the idea of active treatment in the
fault fracture zone is adopted. The treatment idea of combining regional treatment with local
treatment is put forward on the basis of an existing grouting process, so as to solve the problems
of short-distance grouting, untimely grouting, poor grouting effect and the like in the prior art.
Specifically, the regional treatment is implemented ahead of the coal mining working face by a
certain distance and is divided into two treatment solutions: static treatment and dynamic
treatment. More importantly, advanced grouting reinforcement treatment is adopted in the
foregoing treatment mode. This treatment mode can spatially minimize the impact of
construction and faults on production, provide sufficient time for slurry solidification, and fully
ensure the grouting effect. This overcomes the problems that because the grouting environment
is unfavorable for full solidification of slurry after grouting in the prior art, the soft and broken
coal-rock mass causes rib spalling and roof fall in the working face under the impact of advanced
bearing pressure when the working face exposes the fault, ,. Local treatment is performed in the coal mining working face, and the fault fracture zone is locally reinforced. The combination of regional treatment and local treatment can better achieve step-by-step progressive treatment of the fault fracture zone, and can achieve comprehensive and dynamic fault treatment free of blind corners.
[0028] (2) The method according to the present invention adopts multiple grouting processes
such as curtain grouting, shallow hole grouting, medium-length hole grouting and deep hole
grouting. The method has the beneficial effects that the area affected by the fault fracture zone
can be treated step by step segmentally, and the grouting in the previous step forms the slurry
leakage preventing layer in the next step. This can achieve the best effect of preventing slurry
leakage and improve the grouting reinforcement effect.
[0029] (3) Grouting process parameters of the curtain grouting are determined according to
the diffusion radius of slurry. Two rows of grouting holes are adopted when the roadway height is
3-3.5 m. When the roadway height is greater than 3.5 m, three rows of grouting holes are
adopted. The setting of parameters can meet the needs of full cross-section grouting, and form a
complete slurry leakage preventing layer in the whole roadway wall. This lays a good foundation
for the implementation of subsequent grouting.
[0030] (4) In the technical solutions adopted by the present invention, the in-plane shallow
hole grouting parameters of the coal mining working face are determined according to the
diffusion radius of slurry. When the coal wall height of the working face is 3-3.5 m, two rows of
grouting holes are adopted, and the grouting holes are in three-flower hole arrangement. When
the coal wall height of the working face is greater than 3.5 m, three rows of grouting holes are
adopted for construction, and the grouting holes are in five-flower hole arrangement. The setting
of parameters can make the roof and the wall form a whole, and can greatly enhance the
compression resistance of the coal wall, so that the roof and the wall are not easily subjected to
roof fall and rib spalling.
[0031] FIG. 1 is a construction flowchart of the present invention;
[0032] FIG. 2 is a schematic diagram of the relationship of the method for grouting
reinforcement of fault fracture zone of a coal mining working face according to the present
invention;
[0033] FIG. 3 is a plane graph of the fault c according to the present invention;
[0034] FIG. 4 is a schematic diagram of the curtain grouting three-flower hole arrangement of
the fault c according to the present invention;
[0035] FIG. 5 is a cross-sectional view of the first row of curtain grouting holes of the fault c in
the vertical mining direction according to the present invention;
[0036] FIG. 6 is a plane graph of the fault e according to the present invention;
[0037] FIG. 7 is a schematic diagram of the curtain grouting five-flower hole arrangement of
the fault e according to the present invention; and
[0038] FIG. 8 is a schematic diagram of in-plane shallow hole grouting of the working face of
the fault e according to the present invention.
[0039] In order to make the objectives, technical solutions and advantages of the
embodiments of the present invention clearer, the following clearly and comprehensively
describes the technical solutions in the embodiments of the present invention with reference to
accompanying drawings in the embodiments of the present invention. The described
embodiments are merely some rather than all of the embodiments of the present invention.
Therefore, the following detailed description of the embodiments of the present invention is not intended to limit the protection scope of the present invention, but merely represents selected embodiments of the present invention.
Embodiment 1
[0040] In this embodiment, the mining of the coal mining working face a of a mine is taken as
the engineering background. The coal seam situation of the working face a is: coal b, black,
powdery, containing a small amount of blocky and flaky coal. The macroscopic coal-rock type is
semi-dark and semi-bright briquette, and the macroscopic characteristics are that the coal seam
is soft and fragile and broken into fragments and powder. The average inclination of the coal
seam b is 6°-8°, the coal seam b is locally affected by geological structures such as faults, and
the occurrence and thickness of the coal seam b change to some extent. The average thickness
of the coal seam b is 3.4 m, and the coal seam b is relatively stable.
[0041] As shown in FIG. 3, the fault c is developed at an average distance of 290 m from the
cut-eye in the working face a. The fault is a reverse fault with a strike of 187, a inclined direction
of 98°, an inclination angle of 86°, and a throw of 5.2 m. The fault strike impact range is 32 m and
the dip impact range is 109 m. This has a great impact on the safe mining of the working face.
[0042] Concentrated hole distribution is performed by using a roadway wall drill field where a
belt transporter roadway has been constructed, and static pressure pre-grouting outside the
impact range of bearing pressure is performed. First curtain grouting is performed within the
impact range of the fault c to form a good slurry leakage preventing layer; then shallow holes,
medium-length holes and deep holes are constructed in the roadway wall drill field to perform
advanced pre-grouting reinforcement of the fault fracture zone.
[0043] As shown in FIGs. 4 and 5, the height of the roadway is 3.4 m. Two rows of curtain
grouting holes are arranged within the impact range of the fault, and the grouting holes are in
three-flower hole arrangement. The first row of curtain grouting holes are located at the
roadway shoulder position, and the elevation angle of the grouting holes is 30°. In the first row of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is 6 m. The second row of grouting holes are 1.5 m below the roadway shoulder position and are constructed perpendicular to the coal wall. In the second row of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is also 6 m, and the staggered spacing between the second row of grouting holes and the first row of grouting holes in the drilling arrangement direction is 3 m. 11 curtain grouting holes are disposed in total according to the foregoing grouting hole arrangement mode. The two rows of curtain grouting holes have a hole depth of 4 m. During construction of the curtain grouting holes, the grouting holes have a diameter of 42 mm. An inorganic composite grouting material is injected, and the grouting pressure is controlled at 5 MPa.
[0044] In this embodiment, the fault c is subjected to advanced grouting reinforcement
treatment in the belt transporter roadway of the coal mining working face a, and the impact of the
fault on the mining of the working face is reduced. In case of faults or geological abnormal areas
in the working face, the fault fracture zone has been subjected to grouting treatment in advance,
and the coal-rock mass of the fault fracture zone is reinforced, so that the discontinuous
coal-rock mass is cemented into a continuous and complete high-strength bearing body.
Therefore, when the working face exposes the fault, the phenomena of rib spalling and roof fall in
the working face are reduced, and the impact on the safe production of the working face is
greatly reduced.
[0045] In this embodiment, the step-by-step and progressive idea is adopted during
advanced grouting reinforcement treatment. The curtain grouting forms a barrier layer on the
roadway wall part. This can prevent slurry leakage at the roadway wall position during shallow
hole grouting, medium-length hole grouting and deep hole grouting. Shallow hole grouting can
form a barrier layer outside the curtain slurry leakage preventing layer. This can prevent slurry
leakage in the shallow hole range during medium-length hole grouting and deep hole grouting,
reinforce the coal-rock mass in the shallow hole range, and improve the mechanical properties of
the coal-rock mass. The medium-length hole grouting can provide a barrier layer for deep hole grouting, which prevents slurry leakage within the medium-depth hole range during deep hole grouting. The curtain grouting, the shallow hole grouting, medium-depth hole grouting and deep hole grouting cooperate with each other to cement originally soft and broken coal-rock mass under the bonding effect of slurry. This improves the overall mechanical properties and reduces the impact of the fault on the mining of the coal mining working face a.
[0046] FIG. 3 is a plane graph of the fault c as well as a plane graph of the working face a. In
this embodiment, in the process of progressive grouting, after the curtain grouting is completed,
because the dip impact range of the fault c on the plane graph is 109 m, when the centralized
hole distribution mode is adopted in the drill field, the distance in the vertical mining direction
between projections of final holes of adjacent grouting holes on the plane is 15 m. Therefore, 7
grouting holes are arranged in the roadway wall drill field. The intersection position of each
grouting hole and the fault c corresponds to a predicted cross-sectional view in the dip direction,
as shown in projection lines of grouting holes 1#-7# on the plane in FIG. 3. Shallow hole,
medium-length hole and deep hole grouting hole parameters are designed according to the
plane graph of the working face a and the predicted cross-sectional view of 7 faults c in the dip
direction. The specific grouting hole layout parameters are shown in Table 1 below.
[0047] It should be supplemented that, in this embodiment, drilled holes are grouting holes
with diameters of D94 mm, and an inorganic composite grouting material is injected.
[0048] The horizontal distance between grouting holes on the projection plane is determined
by the plane graph of the working face a. It is required that the horizontal projections of the
grouting holes exceed the fault plane by 2-3 m, that is, the final holes of the grouting holes pass
through the fault plane by 2-3 m. When the final holes of grouting holes pass through the fault
plane by 2-3 m, the grouting range of the grouting hole can effectively reinforce the broken
coal-rock mass at the fault. When the final holes of grouting holes pass through the fault plane by
more than 3 m, although the broken coal-rock mass at the fault can be strengthened more
effectively, the drilling engineering quantity increases and the use amount of the grouting
material increases. When the final holes of grouting holes pass through the fault plane by less than 2 m, the cementing strength of broken coal-rock mass at the fault plane is insufficient. This affects the improvement of mechanical properties of the coal-rock mass and obviously reduces the grouting reinforcement effect.
[0049] Besides, according to the plane graph of the working face a, the included angle
between each grouting hole and the direction of the roadway is measured. The direction
opposite to the mining direction is set as the positive direction, and measurement results of the
included angle are correspondingly recorded in Table 1. The grouting hole length and the
grouting hole inclination are designed by using the predicted cross-sectional view of the fault c in
the dip direction. It is required to determine the inclination of the grouting hole under the premise
that the distance of the final hole position of each grouting hole above the fault coal-rock
interface conforms to the design specification, and finally the grouting hole length is determined
according to the trigonometric function relationship. It should be noted that the design of the
grouting hole length and the grouting hole inclination, and the process of deducing the grouting
hole length according to the trigonometric function relationship are direct applications of the prior
art. Those skilled in the art should obviously know the specific operations, and thus they are not
described in detail.
[0050] During shallow hole grouting, the final hole of the grouting hole is located 2.1-2.5 m
above the coal-rock interface. During medium-length hole drilling, the final hole of the grouting
hole is located 3.1-4.4 m above the coal-rock interface. During deep hole drilling, the final hole of
the grouting hole is located 5.1-6.4 m above the coal-rock interface. Through the setting of the
grouting hole position under different conditions, the impact caused by drill rod drooping during
construction of the grouting hole is offset, so that the final hole of the grouting hole is located
within the fault impact range. After a lot of practice, it is proved that if set to be excessively long,
the final hole of the grouting hole is deviated above the impact range of the fault; and if set to be
excessively short, the final hole of the grouting hole is deviated below the impact range of the
fault. The final hole position setting beyond the foregoing set ranges affects the grouting
reinforcement effect.
[0051] The grouting pressure and the grouting hole sealing length are calculated reasonably
by calculating the slurry diffusion distance and diffusion form by a numerical simulation research
method. According to the engineering geological conditions of the working face a, a numerical
calculation model is established to calculate the diffusion distance of slurry under different
grouting pressures and grouting hole sealing lengths, and the suitable grouting pressures and
grouting hole sealing lengths are optimized and obtained and correspondingly recorded in Table
1. It needs to be further supplemented that the foregoing numerical simulation research method
adopts numerical analysis software such as COMSOL Multiphysics, and can simulate and obtain
specific results by combining the existing coal-rock and fault and other parameters given above.
This is a conventional means to those skilled in the art. Therefore, the software analysis process
is not specifically recorded and described, and the analysis results are listed directly.
[0052] In this embodiment, the opening positions of shallow holes, medium-length holes and
deep holes are 1.5 m away from the roof position. This facilitates operation by a drilling rig and
facilitates construction by operators to improve the efficiency of grouting hole construction.
Table 1 Layout parameters of grouting holes of the fault c Grouting Grouting Distance Grouting Grouting Included The final hole The final hole Grouting Grouting hole No. hole between the hole hole angle with of the grouting of the grouting pressure/ hole type opening length/m inclination/ the hole passes hole located MPa sealing position 0 roadway through the above the length/m and the strike fault plane coal-rock direction roof/m by/m interface by/m
1# Shallow 1.5 29 4.2 16.53 3 2.1 10 10 hole
2# Shallow 1.5 38 3.8 36.86 3 2.5 10 15 hole
3# Medium 1.5 50 3.6 48.05 3 3.1 15 15 -length hole
4# Medium 1.5 63 4.0 54.74 3 4.4 15 20 -length hole
5# Medium 1.5 77 2.5 59.28 3 3.4 15 20 -length hole
6# Deep 1.5 91 3.2 62.40 3 5.1 20 20 hole
7# Deep 1.5 106 3.5 64.71 3 6.4 20 25 hole
[0053] In this embodiment, the grouting sequence is as follows: Shallow hole grouting is
performed first on the basis of curtain grouting; medium-length hole grouting is performed after
the shallow hole grouting is completed; and finally deep hole grouting is performed after the
medium-length hole grouting is completed. The foregoing integral grouting process is a method
for advanced static treatment of a working face.
Effect investigation:
[0054] The fault c in Embodiment 1 is subjected to grouting reinforcement of the fault fracture
zone. After grouting, during the exposure of the fault c in the working face a in Embodiment 1, the
phenomena of roof breakage and rib spalling in the working face are obviously reduced, and
there are no more than 5 consecutive hydraulic supports. The roof at the rib spalling position is
relatively complete, which has little impact on mining. The working face a basically smoothly
passes through the fault c.
[0055] Through grouting reinforcement of the fault c, the broken surrounding rock mass is
well cemented together. The roof integrity is good. There is basically no large-scale rib spalling
or roof fall phenomenon. Roof fall accidents are effectively prevented, and the stability of
surrounding rock is well controlled. Besides, this method improves the working environment of
the working face, enhances safety when the fully-mechanized working face passes through the
fault, improves the enthusiasm of workers in production, and creates favorable conditions for
safe and efficient mining of the working face a.
Embodiment 2
[0056] In this embodiment, the mining of the working face d of a mine is taken as the
engineering background. The coal seam situation of the working face d is as follows: f coal,
bright coal which is black and powdery and has glass luster and soft property, locally containing
dirt band (mudstone) with an average thickness of 0.5-0.8 m, with an average thickness of 4.5 m
and an average inclination angle of 8-10°, belonging to stable coal seams. The inclined direction
average length of the working face d is 149 m, and a fault e is developed at the position 142 m
away from the cutting hole, and is a normal fault with a strike of 208°, a inclined direction of 119,
an inclination angle of 50° and a throw of 3.0 m. The fault e has a strike impact range of 30 m and
a dip impact range of 130 m, which has great impact on the safe mining of the working face, as
shown in FIG. 6.
[0057] The mode of parallel hole distribution in the airway is adopted, and static pressure
pre-grouting outside the impact range of advanced bearing pressure is performed. The curtain
grouting is performed within the impact range of the fault e first; then shallow holes,
medium-length holes and deep holes are constructed in sequence in the airway, and the
advanced pre-reinforcement grouting of the fault fracture zone is performed; and in-plane
shallow hole grouting of the working face is performed after the working face d exposes the fault
e.
[0058] As shown in FIG. 7, the height of the roadway is 4.5 m. Three rows of curtain grouting
holes are arranged within the impact range of the fault e, and the grouting holes are in five-flower
hole arrangement. The first row of curtain grouting holes are located at the roadway shoulder
position, and the elevation angle of the grouting holes is 30. In the first row of grouting holes, the
spacing between two adjacent grouting holes in the drilling arrangement direction is 6 m. The
second row of grouting holes are 1 m below the roadway shoulder position and are constructed
perpendicular to the coal wall. In the second row of grouting holes, the spacing between two
adjacent grouting holes in the drilling arrangement direction is also 6 m, and the staggered
spacing between the second row of grouting holes and the first row of grouting holes in the
drilling arrangement direction is 3 m. The third row of grouting holes are 1.5 m away from the
second row of grouting holes and are constructed perpendicular to the coal wall. In the third row
of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement
direction is also 6 m, and the staggered spacing between the third row of grouting holes and the
second row of grouting holes in the drilling arrangement direction is 3 m. Sixteen curtain grouting
holes are arranged in total according to the foregoing mode. Three rows of curtain grouting holes
each have a depth of 4 m. The grouting holes each have a diameter of 42 mm during
construction of the curtain grouting holes. An inorganic composite grouting material is injected,
and the grouting pressure is controlled at about 5 MPa.
[0059] After curtain grouting is completed, according to the plane graph of the working face d,
it can be seen that the development range of the fault e in the strike direction of the working face
is about 15.3 m, and the spacing between adjacent parallel grouting holes is designed to be 8 m.
Therefore, three parallel grouting holes with diameters of D94 mm are arranged in the airway,
and an inorganic composite grouting material is injected. The opening position is 1.5 m from the
roadway roof, and the final hole of the grouting hole passes through the fault plane by 3 m.
[0060] The design principle of drilling parameters for shallow holes, medium-length holes and
deep holes in Embodiment 2 is the same as that in Embodiment 1, and the layout parameters of
grouting holes of the fault e are shown in Table 2.
Table 2 Layout parameters of grouting holes of the fault e Grouting Grouting Distance Grouting Grouting Included The final hole The final hole Grouting Grouting hole No. holetype between the hole hole angle with of the grouting of the grouting pressure/ hole inclination opening length/m the roadway hole passes hole located MPa sealing position strike through the abovethe length/m directions and the fault plane coal-rock roof/rn by/m interface by/m
l# Shallow 1.5 23.4 0 90 3 3 10 10 hole
2# Medium- 1.5 72.6 -4.1 90 3 4 15 20 length hole
3# Deep 1.5 120.3 -5 90 3 6.5 20 25 hole
[0061] After the working face d exposes the fault e, in-plane shallow hole grouting of the
working face is implemented in the range of 15-32 m downward from the tail of a conveyor, and
an inorganic composite grouting material is injected. Three rows of grouting holes are adopted,
and the grouting holes are in five-flower hole arrangement. The first row of grouting holes are
located at the position of the telescopic beam of a support and constructed at an elevation angle
of 30°C relative to the horizontal plane. The second row is located 1 m below the telescopic
beam of the support and constructed perpendicular to the coal wall. The third row is located 1.5
m below the second row of grouting holes and constructed perpendicular to the coal wall. In each
row of grouting holes, the spacing between two adjacent grouting holes in the drilling
arrangement direction is 6 m, and the grouting hole depth is 4 m. A total of 11 in-plane shallow
hole grouting holes are arranged according to the foregoing mode. The grouting sequence is to
construct the grouting holes in the lower row first, and construct the grouting holes in the upper
row step by step after the construction is completed. The pressure during grouting is controlled
at about 3 MPa, and the specific layout is shown in FIG. 8.
[0062] The grouting sequence in this embodiment is as follows: The fault e is first subjected to
curtain grouting outside the impact range of advanced bearing pressure. On this basis, shallow
hole grouting, medium-length hole grouting and deep hole grouting are performed in sequence,
and after the working face exposes the fault e, in-plane shallow hole grouting in the working face is performed; the two are combined to treat the fault fracture zone step by step progressively, and the fault can be treated comprehensively and dynamically without blind corners.
Effect investigation:
[0063] The fault e in Embodiment 2 is subjected to static pressure pre-grouting and in-plane
shallow hole grouting of the working face outside the advanced bearing pressure range. After
the implementation, during the mining period when the working face d passes through the fault e,
there are no more than 4 consecutive consecutive hydraulic supports, and the roof breakage is
obviously improved. No roof fall accident occurs, and the safe mining of the working face d is
realized.
Embodiment 3
[0064] In this embodiment, when the coal mining working face is mined to the impact range of
the advanced bearing pressure, dynamic treatment is performed on the basis of static treatment
of Embodiment 1. The dynamic treatment is flexibly supplemented based on the effects of static
treatment. When there is a large deviation between the static treatment effect and the expected
effect, if necessary, dynamic treatment is used, that is, one or more of three grouting processes,
namely, shallow hole grouting, medium-length hole grouting and deep hole grouting, are used to
perform grouting reinforcement of the fault fracture zone. The design principle of drilling
parameters of shallow holes, medium-length holes and deep holes is the same as that of
Embodiment 1. If there is no deviation or no necessity, it is unnecessary to perform dynamic
treatment on the basis of static treatment.
[0065] The present invention and its embodiments have been schematically described
above, and the description is not restrictive. The accompanying drawing also shows only one
embodiment of the present invention, and the actual structure is not limited thereto. Therefore, if
a person of ordinary skill in the art designs similar structural modes and embodiments without
creativity under the enlightenment without departing from the creation purpose of the present invention, the structural modes and the embodiments should fall within the protection scope of the present invention.
Claims (8)
1. A method for grouting reinforcement of a fault fracture zone of a coal mining working face,
comprising the following steps:
S1: determining of a reinforcement area: determining a grouting reinforcement area
according to the occurrence and development range of the fault in the coal mining working face;
S2: static treatment: performing static pressure pre-grouting outside the bearing pressure
range according to the fault throw, the impact degree and the impact range, wherein the static
pressure pre-grouting is implemented by one or more of four grouting processes: curtain grouting,
shallow hole grouting, medium-length hole grouting and deep hole grouting;
S3: dynamic treatment: when the coal mining working face is mined within the impact
range of the advanced bearing pressure, performing dynamic pressure pre-grouting reinforcement of
the fault fracture zone on the basis of static pressure pre-grouting, wherein the dynamic pressure
pre-grouting is one or more of three grouting processes: shallow hole grouting, medium-length hole
grouting and deep hole grouting; and
S4: local treatment: performing in-plane shallow hole grouting in the working face after the
coal mining working face is mined to expose the fault in the face.
2. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein
in S2, during curtain grouting, when the roadway has a height of 3-3.5 m, two rows of
grouting holes are adopted, and the grouting holes are three-flower holes; the first row of grouting
holes are located at a roadway shoulder position, and the second row of grouting holes are located at
a position 1-1.5 m away from the roadway roof; the spacing between two adjacent grouting holes in
each row of grouting holes in the drilling arrangement direction is 4-6 m; the staggered spacing
between two adjacent rows of grouting holes in the grouting hole arrangement direction is 2-3 m, and
the depths of grouting holes are 3-4 m; the grouting sequence is from bottom to top during the
construction of the two rows of grouting holes; after the grouting of the lower row of grouting holes is
completed, grouting holes located in the roadway shoulder are constructed; the elevation angle of the first row of grouting holes is 20°-30°, and the second row of grouting holes are constructed perpendicular to the coal wall of the roadway; when the roadway height is greater than 3.5 m, three rows of grouting holes are adopted, and the grouting holes are five-flower holes; the first row of grouting holes are located at a roadway shoulder position, the second row of grouting holes are located at a position 1-1.5 m away from the roadway roof, and the third row of grouting holes are located at a position 1-1.5 m away from the second row of grouting holes; in each row of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is 4-6 m; the staggered spacing between two adjacent rows of grouting holes in the grouting hole arrangement direction is 2-3 m, and the depths of grouting holes are 3-4 m; the grouting sequence is from bottom to top during the construction of the three rows of grouting holes; after the grouting of the lower row of grouting holes is completed, the upper row of grouting holes are constructed; the first row of grouting holes have an elevation angle of
°-30°, and the second and third rows of grouting holes are constructed perpendicular to the coal
wall of the roadway;
During curtain grouting, the grouting holes have a pore diameter of D42 mm, and the
grouting pressure is 3-5 MPa.
during curtain grouting, spraying treatment is performed on a roadway wall part.
3. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein
in S2 and S3, the shallow hole grouting process is implemented in a mode of parallel hole
distribution in a belt transporter roadway and an airway, or a mode of concentrated hole distribution
in a belt transporter roadway drill field and an airway drill field, or a combination of the two modes;
during hole distribution, final holes of the grouting holes are 2-3 m above the coal-rock interface, the
final holes pass through the fault plane by 2-3 m, the grouting hole depth is 20-40 m, the grouting
pressure is 5-10 MPa, and the grouting hole sealing length is 10-15 m.
4. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein in S2 and S3, the medium-length hole grouting process is implemented in a mode of parallel hole distribution in a belt transporter roadway and an airway, or a mode of concentrated hole distribution in a belt transporter roadway drill field and an airway drill field, or a combination of the two modes; during hole distribution, final holes of the grouting holes are 3-5 m above the coal-rock interface, the final holes pass through the fault plane by 2-3 m, the grouting hole depth is 40-85 m, the grouting pressure is 10-15 MPa, and the grouting hole sealing length is 15-20 m.
5. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein
in S2 and S3, the deep hole grouting process is implemented in a mode of parallel hole
distribution in a belt transporter roadway and an airway, or a mode of concentrated hole distribution
in a belt transporter roadway drill field and an airway drill field, or a combination of the two modes;
during hole distribution, final holes of the grouting holes are 5-7 m above the coal-rock interface, the
final holes pass through the fault plane by 2-3 m, the grouting hole depth is 85-130 m, the grouting
pressure is 15-20 MPa, and the grouting hole sealing length is 20-25 m.
6. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to any one of claims 3 to 5, wherein
the distance between projections of the final holes of two adjacent grouting holes on the
plane is 5-10 m when the mode of parallel hole distribution in the belt transporter roadway and the
airway is adopted; the distance in the vertical mining direction between the projections of final holes
of two adjacent grouting holes on the plane is 10-15 m when the mode of concentrated hole
distribution in a belt transporter roadway drill field and an airway drill field is adopted; and
during construction of shallow hole grouting, medium-length hole grouting or deep hole
grouting, the hole diameter of the drilling rig is any one of (p 73 mm, p $94 mm and p$ 113 mm.
7. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein
in S4, during in-plane shallow hole grouting construction of the coal mining working face,
when the coal wall height of the working face is 3-3.5 m, two rows of grouting holes are adopted, and the grouting holes are three-flower holes; the first row of grouting holes are located at a position of a telescopic beam of a support and constructed at an elevation angle of 30°C relative to the horizontal plane, the second row is located 1-1.5 m below the telescopic beam of the support and constructed perpendicular to the coal wall, and in each row of grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction is 4-6 m;
When the coal wall height of the working face is greater than 3.5 m, three rows of grouting
holes are adopted, and the grouting holes are five-flower holes; the first row of grouting holes are
located at a position of a telescopic beam of a support and constructed at an elevation angle of 30°C
relative to the horizontal plane, the second row is located 1-1.5 m below the telescopic beam of the
support and constructed perpendicular to the coal wall, the third row is located 1-1.5 m below the
second row of grouting holes and constructed perpendicular to the coal wall, and in each row of
grouting holes, the spacing between two adjacent grouting holes in the drilling arrangement direction
is 4-6 m.
the construction sequence of in-plane shallow hole grouting of the coal mining working
face is from bottom to top; after the grouting of the lower row of grouting holes is completed, the
upper row of grouting holes are constructed; during construction, the grouting hole depth is 4-6 m,
and the grouting pressure is 3-6 MPa.
8. The method for grouting reinforcement of a fault fracture zone of a coal mining working
face according to claim 1, wherein
in S2-S4, the grouting material adopted during grouting is any one of cement slurry,
inorganic composite grouting material, chemical material or other suitable grouting materials or a
combination of thereof.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911364333.1A CN110985058B (en) | 2019-12-26 | 2019-12-26 | Grouting reinforcement method for fault fracture zone of coal face |
| CN201911364333.1 | 2019-12-26 |
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| Publication Number | Publication Date |
|---|---|
| AU2020102057A4 true AU2020102057A4 (en) | 2020-10-08 |
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ID=70077216
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| AU (1) | AU2020102057A4 (en) |
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| CN113217094A (en) * | 2021-03-29 | 2021-08-06 | 内蒙古上海庙矿业有限责任公司 | Weak cementation strong expansion high water-rich soft rock degradation effect control method |
| CN113464144A (en) * | 2021-06-16 | 2021-10-01 | 枣庄矿业(集团)有限责任公司 | Ground grouting process for treating water leakage and cracks of coal mine shaft in Lunan region |
| CN113605913A (en) * | 2021-09-01 | 2021-11-05 | 东莞理工学院 | Rock underground passage construction method |
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| CN111810196B (en) * | 2020-07-15 | 2022-02-11 | 中勘资源勘探科技股份有限公司 | Method for reinforcing broken top plate through ground grouting |
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| CN103089275B (en) * | 2013-01-16 | 2013-12-04 | 山东大学 | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections |
| CN106761841B (en) * | 2017-03-06 | 2018-11-16 | 扬州中矿建筑新材料科技有限公司 | Working face tailgate fractured coal grouting reinforcement method |
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| CN108979590A (en) * | 2018-09-01 | 2018-12-11 | 安徽理工大学 | A kind of surface drilling to coal seam breaking roof grouting and reinforcing method and grouting device |
| CN110017152B (en) * | 2019-03-23 | 2021-08-31 | 新汶矿业集团有限责任公司孙村煤矿 | Underground engineering extremely-broken surrounding rock stepped grouting reinforcement method |
-
2019
- 2019-12-26 CN CN201911364333.1A patent/CN110985058B/en active Active
-
2020
- 2020-08-31 AU AU2020102057A patent/AU2020102057A4/en not_active Ceased
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| CN112983435A (en) * | 2021-03-08 | 2021-06-18 | 中铁十六局集团第三工程有限公司 | Tunnel surge body excavation method |
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| CN113605913A (en) * | 2021-09-01 | 2021-11-05 | 东莞理工学院 | Rock underground passage construction method |
| CN113605913B (en) * | 2021-09-01 | 2024-05-07 | 东莞理工学院 | Rock underground passage construction method |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN110985058A (en) | 2020-04-10 |
| CN110985058B (en) | 2021-03-23 |
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