CN112112657B - New construction method for digging and building inclined shaft of coal mine - Google Patents
New construction method for digging and building inclined shaft of coal mine Download PDFInfo
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- CN112112657B CN112112657B CN202011024792.8A CN202011024792A CN112112657B CN 112112657 B CN112112657 B CN 112112657B CN 202011024792 A CN202011024792 A CN 202011024792A CN 112112657 B CN112112657 B CN 112112657B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/02—Driving inclined tunnels or galleries
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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
- E21D11/006—Lining anchored in the rock
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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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- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21F1/00—Ventilation of mines or tunnels; Distribution of ventilating currents
- E21F1/006—Ventilation at the working face of galleries or tunnels
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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
- E21F16/00—Drainage
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- Geochemistry & Mineralogy (AREA)
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- Structural Engineering (AREA)
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Abstract
The invention discloses a new construction method for digging and building a shaft of an inclined shaft of a coal mine, which divides the digging and digging of the inclined shaft along the length direction into a first construction section, a second construction section and a third construction section in sequence; the first construction section and the second construction section are both constructed in a third construction section to create an entry well section; the total length of the inclined shaft is 5304.937m, and the downward inclination angle is 5.6 degrees; the new construction method comprises the following steps: s1, surveying and determining engineering geological conditions and hydrogeological conditions of the first construction section; the surrounding rock category of the second construction section is surface soil without gas but with disadvantages of sea, sand bed and natural drainage; s2, determining a first applicable construction method according to the engineering geological condition and the hydrogeological condition of the first construction section; the second construction section and the third construction section are analogized in the same way; and judging according to geological features and the excavating direction of the inclined shaft, and realizing smooth and safe opening of the whole length of the inclined shaft by adopting different construction methods and different water treatment modes.
Description
Technical Field
The invention relates to the technical field of coal mine excavation, in particular to a novel digging and building method for a coal mine inclined shaft.
Background
The inclined shaft of the coal mine is an inclined roadway directly leading to the earth surface, is called a main inclined shaft which is mainly used for bearing a coal lifting task and bears an air inlet task and also serves as a safety outlet, the inclined shaft of the coal mine is completely arranged underground, the influence and the problem caused by an underground rock stratum and a water-bearing stratum are required to be overcome, generally speaking, the landform terrain where the inclined shaft is located is not beneficial to natural drainage, and the rock stratum is complex in mixing and has soft-hard rock.
According to the characteristics of underground water and water power in northwest areas of China, surrounding rocks and water barriers which need to pass through an inclined shaft are mainly medium-thickness mud rocks which are relatively stable in the Jurassic stable group, mud rocks which are relatively stable in the Zodiac group and water barriers, the stable group strata mainly comprise the mud rocks which are distributed at intervals with different thicknesses with sandstone aquifers, the mud rocks are relatively thick, the sandstone is relatively thin and water-rich is weak, and the inclined shaft is a relatively good water barrier between a coal-series stratum and a water-rich rock aquifer in a well field and has great significance for coal mining. The mud rocks with the thickness of 10-40 m exist in the direct water collection group and the Yanan group and are water-resisting layers among confined aquifers of the coal-based strata, namely, the mud rocks penetrate through the aquifers in the coal mine development process, main water filling channels of a shaft are loose layer pores, structural joint fractures developing in the strata, and pores of medium and coarse-grained strata, and water inflow and water seepage of surrounding rock pore fractures are used as main water filling modes.
1. The main embodiment is that along with the increase of the tunneling length, the water quantity collected to the head of the water leakage on the wall of the well bore behind the tunneling machine is gradually increased. If the water leakage at the rear of the tunneling machine cannot be drained in time, the water can flow to the front of the cutter head along the bottom plate ditch, so that the tunneling construction is influenced;
2. in addition, the excavation part of the inclined shaft wellhead is generally small in loose layer thickness, and the excavation dust is large, so that the construction is influenced; the excavation progress of the front end of the inclined shaft is faster than the shaft opening of the inclined shaft, so the requirement on support is higher, so that the selection of a proper tunneling mode according to the characteristics of a rock stratum is particularly important for a long-distance inclined shaft, in the shaft tunneling process, water-containing surrounding rocks are inevitably damaged to different degrees, and partial water guide channels are exposed.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a new construction method for digging and building a shaft of a coal mine inclined shaft, which is used for realizing smooth and safe opening of the whole length of the inclined shaft by judging according to geological features and the digging direction of the inclined shaft and adopting different construction methods and different water treatment modes.
In order to achieve the purpose, the invention adopts a new construction method for excavating and building a shaft of a coal mine inclined shaft, wherein the new construction method divides the excavation and excavation of the inclined shaft along the length direction into a first construction section, a second construction section and a third construction section in sequence; the first construction section and the second construction section are both constructed in a third construction section to create an entry well section; in the embodiment, the total length of the inclined shaft is 5304.937m, the downward inclination angle is 5.6 degrees, wherein the first construction section is 351.678m, the second construction section is 150.719m, and the third construction section is 4802.54 m;
the new construction method comprises the following steps:
s1, surveying and determining engineering geological conditions and hydrogeological conditions of the first construction section; the surrounding rock category of the second construction section is surface soil without gas but with disadvantages of sea, sand bed and natural drainage;
s2, determining a first applicable construction method according to the engineering geological condition and the hydrogeological condition of the first construction section;
s3, surveying and determining engineering geological conditions and hydrogeological conditions of the second construction section; the surrounding rock category of the second construction section is that the laminar weathering bedrock has low compressive strength, no gas, water-bearing layer and unfavorable natural drainage;
s4, determining a second applicable construction method according to the engineering geological condition and the hydrogeological condition of the second construction section;
s5, surveying and determining engineering geological conditions and hydrogeological conditions of a third construction section; the surrounding rock category of the third construction section is IV-V, and the compressive strength is high; no gas but has aquifer and unfavorable natural drainage;
s6, determining a third applicable construction method according to the engineering geological condition and the hydrogeological condition of the third construction section;
the first applicable construction method, the second applicable construction method and the third applicable construction method are different.
As a further optimization of the above scheme, the first applicable construction method in step S2 is specifically as follows:
s201, draining water into a ground sedimentation tank by using a plurality of submersible pumps in cooperation with welded pipes so as to drain sea water at a wellhead position of a first construction section;
s202, excavating in an excavating mode in a first construction section, checking and determining a near well point coordinate and a well mouth coordinate before excavating in the first construction section, and releasing an excavating base line at a shaft opening point coordinate position;
s203, pouring near well points and the center line of a shaft by using concrete, arranging a steel bar support coated with red and white paint for protection, preventing mechanical equipment from impacting measuring points, and periodically checking and rechecking by measuring personnel after positioning marks of all the measuring points are verified to ensure the accuracy of the measuring points;
s204, performing precipitation construction before excavation, arranging a plurality of multi-pipe self-priming pumps in a step mode in an excavation region, excavating a 500 x 600mm intercepting ditch at a position 30m in the ascending direction of a well head for water diversion, excavating construction precipitation wells at 300m of a first construction section to form a precipitation funnel ring together, pumping water through the self-priming pumps to reduce the water level of the construction precipitation wells, and blocking a water path of the first construction section;
s205, the excavation mode of the first construction section is open excavation and smooth operation, earth is excavated horizontally and vertically in a layered mode from top to bottom, foundation soil in the excavation depth of the upper portion is fine sand, so that the length of excavation sections is not more than 10m, the layered excavation thickness of a fine sand layer is not more than 1.0m, and the excavation thickness of sandstone at the lower portion can be increased by one time and is not more than 3.0 m. The width and the gradient of the pit bottom are checked while digging, and if the width and the gradient are insufficient, the pit bottom is trimmed in time;
the foundation pit excavation is vertical layered and symmetrical balanced excavation, firstly excavating soil in the middle of the foundation pit, then excavating soil at the periphery of the foundation pit, reserving a 300mm thick soil layer for mechanical excavation and manually excavating to avoid excessive disturbance on the soil at the bottom of the pit, and sealing the bottom of the foundation pit after excavation;
s206, after the first construction section is excavated, slope releasing treatment is carried out on the side slope, friction nails and net-jet supports are adopted, a well wall is poured, stone mortar and concrete bottom paving construction is carried out on the bottom surface, and the first construction section is poured and backfilled after the third construction section is started to form a double-layer reinforced concrete support;
the section of the first construction section is a straight wall semicircular arch, and the bottom surface of the first construction section is an inverted bottom arch.
As a further optimization of the above solution, the second applicable construction method in step S4 is specifically as follows:
s401, tunneling by a fully-mechanized excavating machine, constructing by a step method, loosening initial surrounding rocks, having poor stability, gradually enlarging the length of a step when the coefficient of the tunneling surrounding rocks is increased along with the expansion of the tunneling surrounding rocks, discharging slag to the ground by a belt conveyor, and transporting gangue by ground equipment;
s402, supporting is carried out along with tunneling, a temporary supporting mode is that I-steel supports and a back plate are carried out, a concrete precast block is laid on an inverted arch of the back plate, concrete is filled, the thickness of pavement concrete is 200mm, and a drainage ditch is arranged on the right side of the second construction section;
s403, in the second construction section, a relay drainage pit is dug every 100m, a catch drain is arranged on the bottom surface of the second construction section, a water pump is arranged in the relay drainage pit, and the drainage flow is 100m3The lift is 100m, the working surface can discharge water to the relay drainage nest by using a diaphragm pump, and the water is discharged to a ground sedimentation tank through a drainage pipeline and finally discharged to a specified position of a mine;
the section of the second construction section is a straight wall semicircular arch, and the bottom surface of the second construction section is an inverted arch precast block filled with concrete and is in an inverted arch shape.
As a further optimization of the above solution, the third applicable construction method in step S6 is specifically as follows:
s601, completing operations such as TBM assembly, stepping mechanism assembly, cutter head assembly and the like on the ground through a gantry crane and a matched truck crane;
s602, after the TBM is assembled on the ground, paving four steel rails at a passing section (a first construction section and a second construction section), wherein the steel rails are 43kg/m, the gauge of the rails is 900mm, the TBM is stopped by stepping to a position 1.0m away from a tunneling face through a roller, removing the roller, debugging and preparing for operation;
s603, starting a tunneling cycle, resetting and tightening the supporting system, and adjusting the direction and the posture of the TBM to enable the cutter head shield to contact with the rock to support the surrounding rock; the cutter head rotates, the propulsion oil cylinder starts to propel the cutter head forwards, the propulsion stroke is finished, the cutter head stops rotating, steps are changed, the position and the posture of the TBM are adjusted, and a new tunneling cycle is started;
simultaneously, slag discharging operation and supporting operation are carried out simultaneously;
in the third construction section, a temporary water sump is arranged, a water pump is arranged in the water sump, and the water discharge flow is 100m3The lift is 100m, and the sewage is discharged to a specified sewage discharge point through a discharge pipeline;
arranging transverse intercepting ditches in the third construction section every 200m, wherein the gradient is not less than 3% so as to intercept and converge water into the ditches, then the water flows into the temporary water sump through the ditches, and sewage in the temporary water sump is discharged to a ground sedimentation tank;
the section of the third construction section is circular.
As a further optimization of the above solution, in step S603, the supporting operation includes:
drilling a hole by an air drill and jacking an anchor rod, connecting the anchor rod with a pipeline, and grouting through the pipeline;
if the water inflow is small, the water inflow is less than 6.3m3When the pressure is 1.5 times of the hydrostatic pressure of the water outlet point during grouting, the range of the air drill drilling is the water outlet point, the drilling direction is along the water flow direction, the drilling holes are arranged along the water direction of the section of the third construction section, the hole depth is 2m, top holes and corner holes are respectively arranged;
if the water inflow is large-scale, the water inflow is more than 6.3m3When the pressure is in the range of more than ten hours, drilling an advanced grouting hole to perform curtain grouting, wherein the longitudinal range and the radial range of the grouting are 30m, and the diffusion radius of the grout is 2 m; grouting final pressure is 4-8 MPa;
and if the soft surrounding rock geology is encountered, arranging a pipe shed along the crown arch of the third construction section within 120 degrees, drilling by a drilling machine, enabling the elevation angle to be 7 degrees, jacking the shed pipe and grouting.
As a further optimization of the scheme, a plurality of avoidance chambers and a middle driving chamber are arranged at intervals along the length direction of the inclined shaft; the spacing between each refuge chamber was 40m and the spacing between each intermediate drive chamber was 650 m.
As a further optimization of the above scheme, the excavation method of the avoidance chamber comprises the following steps: and excavating by using the excavator, wherein the surface soil section is a cast-in-place concrete arch support, the bedrock section is supported by adopting anchor net spraying, the paved bottom is concrete, and the cross section of the shelter chamber is in a straight wall semi-circular arch shape.
As a further optimization of the above scheme, the excavation method of the middle driving chamber comprises the following steps: the excavator excavates, the surface soil section is a cast-in-place concrete arch support, the bedrock section adopts an anchor net cable spraying support, the section is a straight wall semi-circular arch section, and a drainage ditch is arranged on the side edge of the bottom surface of the section.
As a further optimization of the scheme, a temporary water sump is arranged between every two connecting roadways of the inclined shaft, the temporary water sump is a straight-wall semicircular arch, the clear length and width are 4m, the clear height is 4.5m, the height of the straight wall is 2.5m, a 12mm brick-laid water-stop wall is arranged on a bin body of the temporary water sump, and the supporting mode is anchor net cable-jet supporting.
As a further optimization of the above scheme, the new construction method further comprises: step S7, long-distance ventilation and dust removal, which comprises the following steps:
s701, when the length of the inclined shaft is not more than 2500m, arranging a press-in type local ventilator on the ground, and supplying fresh air to a tunneling working surface by matching with a colloid air cylinder;
s702, when the length of the inclined shaft exceeds 2500m, moving the press-in type local ventilator to 2500m inside the inclined shaft and matching with a rubber air cylinder to continuously supply fresh air to a tunneling working face;
the ventilation route is that a ground local ventilator is arranged in the inclined shaft until the working face in the inclined shaft faces, and the working face turns to an air duct in the inclined shaft from the working face to be discharged to the ground; and the air pressure and the air volume are calculated according to the formula: q ═ abrnKq.
The invention relates to a new construction method for digging and building a coal mine inclined shaft, which has the following beneficial effects:
1. judging according to geological features and the excavation direction of the inclined shaft, and dividing excavation and excavation of the inclined shaft along the length direction into a first construction section, a second construction section and a third construction section in sequence by adopting different construction methods and different water treatment modes; the first construction section and the second construction section are both constructed in the third construction section to create an entry well section, so that a favorable premise is provided for the efficient implementation of a subsequent third applicable construction method; the first construction section is a well mouth part of the inclined shaft and belongs to an easy-to-dig part, so a first applicable construction method is selected for proper excavation, drainage and support modes, the second construction section is a front part of the inclined shaft and belongs to a medium-difficulty excavation part, so the method which is different from the first applicable construction method is selected, the third construction section is the rest part of the inclined shaft and belongs to a high-difficulty excavation part, and the method which is different from the first applicable construction method and the second applicable construction method is selected for excavation.
2. The invention relates to a novel construction method for digging and building a coal mine inclined shaft, which comprises a water drainage step in a first applicable construction method, a second applicable construction method and a third applicable construction method, wherein water burst treatment comprises two measures of drainage and plugging, drainage is carried out for the purpose of collecting and intensively draining water burst in each construction section, and plugging is carried out for the purpose of plugging a water burst point.
Drawings
FIG. 1 is a schematic cross-sectional view of a first construction stage of the present invention;
FIG. 2 is a schematic cross-sectional view of a second construction stage of the present invention;
FIG. 3 is a schematic cross-sectional view of a third construction stage of the present invention;
fig. 4 is a schematic cross-sectional view of the avoidance chamber of the present invention;
FIG. 5 is a schematic top plan view of the central drive chamber of the present invention;
fig. 6 is a schematic cross-sectional view of a central drive chamber of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings and examples. It should be understood, however, that the description herein of specific embodiments is only intended to illustrate the invention and not to limit the scope of the invention.
It should be noted that when an element is referred to as being "disposed on," or provided with "another element, it can be directly on the other element or intervening elements may also be present, when an element is referred to as being" connected, "or coupled to another element, it can be directly on the other element or intervening elements may be present, and" fixedly coupled "means that the element is fixedly coupled in many ways, which are not intended to be within the scope of the present disclosure, the terms" vertical, "" horizontal, "" left, "" right, "and the like are used herein for illustrative purposes only and are not intended to be a single embodiment.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs, and the terms used herein in the specification are for the purpose of describing particular embodiments only and are not intended to limit the present invention, and the term "and/or" as used herein includes any and all combinations of one or more of the associated listed items;
referring to the attached drawings 1-6 in the specification, the invention provides a technical scheme: a new construction method for digging and building a shaft of an inclined shaft of a coal mine is characterized in that the excavation and the tunneling of the inclined shaft along the length direction are sequentially divided into a first construction section, a second construction section and a third construction section; the first construction section and the second construction section are both constructed in a third construction section to create an entry well section;
the new construction method comprises the following steps: s1, surveying and determining engineering geological conditions and hydrogeological conditions of the first construction section; the surrounding rock category of the first construction section is surface soil without gas but with disadvantages of sea, sand bed and natural drainage;
s2, determining a first applicable construction method according to the engineering geological condition and the hydrogeological condition of the first construction section; the first applicable construction method in step S2 is specifically as follows:
s201, draining water into a ground sedimentation tank by using a plurality of submersible pumps in cooperation with welded pipes so as to drain sea water at a wellhead position of a first construction section;
s202, excavating in an excavating mode in a first construction section, checking and determining a near well point coordinate and a well mouth coordinate before excavating in the first construction section, and releasing an excavating base line at a shaft opening point coordinate position;
s203, pouring near well points and the center line of a shaft by using concrete, arranging a steel bar support coated with red and white paint for protection, preventing mechanical equipment from impacting measuring points, and periodically checking and rechecking by measuring personnel after positioning marks of all the measuring points are verified to ensure the accuracy of the measuring points;
s204, performing precipitation construction before excavation, arranging a plurality of multi-pipe self-priming pumps in a step mode in an excavation region, excavating a 500 x 600mm intercepting ditch at a position 30m in the ascending direction of a well head for water diversion, excavating construction precipitation wells at 300m of a first construction section to form a precipitation funnel ring together, pumping water through the self-priming pumps to reduce the water level of the construction precipitation wells, and blocking a water path of the first construction section;
s205, the excavation mode of the first construction section is open excavation and smooth operation, earth is excavated horizontally and vertically in a layered mode from top to bottom, foundation soil in the excavation depth of the upper portion is fine sand, so that the length of excavation sections is not more than 10m, the layered excavation thickness of a fine sand layer is not more than 1.0m, and the excavation thickness of sandstone at the lower portion can be increased by one time and is not more than 3.0 m. The width and the gradient of the pit bottom are checked while digging, and if the width and the gradient are insufficient, the pit bottom is trimmed in time;
the foundation pit excavation is vertical layered and symmetrical balanced excavation, firstly excavating soil in the middle of the foundation pit, then excavating soil at the periphery of the foundation pit, reserving a 300mm thick soil layer for mechanical excavation and manually excavating to avoid excessive disturbance on the soil at the bottom of the pit, and sealing the bottom of the foundation pit after excavation;
when an anhydrous sandy soil layer is excavated, the excavator adopts forward excavation, and if the downward construction meets the condition that water flow is gathered at the interface of a sand clay layer, the water is difficult to drain and the foundation soil of the bottom plate is difficult to ensure not to be disturbed, the excavation is stopped; the main inclined shaft hidden tunnel is backwards excavated in a layered mode towards a wellhead direction, during construction, the unearthed soil in a shaft is turned upwards by 2-3 excavators in a relay mode and is transported away by a dump truck;
s206, after the first construction section is excavated, slope releasing treatment is carried out on the side slope, friction nails and net-jet supports are adopted, a well wall is poured, stone mortar and concrete bottom paving construction is carried out on the bottom surface, and the first construction section is poured and backfilled after the third construction section is started to form a double-layer reinforced concrete support;
the section of the first construction section is a straight wall semicircular arch, and the bottom surface of the first construction section is an inverted bottom arch.
The concrete pouring backfill method comprises the following steps: after the TBM heading machine enters a third construction section, carrying out arch construction; firstly, leveling the open channel bottom, cleaning a bottom plate according to the middle and waist lines, laying a guide rail, then carrying out template construction, wherein the concrete arch inner mold adopts a hydraulic self-propelled template trolley, and the outer mold adopts a metal block template. After the template is fixed, the internal mold is coated with a release agent, and then steel bars are bound; the backfilling needs to be symmetrical and uniform layer by layer and tamped layer by layer. The height range of 1m on both sides of the well wall is tamped by adopting 'pseudo-ginseng' lime soil in layers, the upper part of the well wall is tamped by adopting loess in layers, the paving thickness of the layered soil is 300mm, and the compaction degree is not lower than 95%. Impurities cannot be obtained in the backfill soil, and the water content meets the specified requirements.
S3, surveying and determining engineering geological conditions and hydrogeological conditions of the second construction section; the surrounding rock category of the second construction section is that the laminar weathering bedrock has low compressive strength, no gas, water-bearing layer and unfavorable natural drainage;
s4, determining a second applicable construction method according to the engineering geological condition and the hydrogeological condition of the second construction section; the second applicable construction method in step S4 is specifically as follows:
s401, tunneling by a fully-mechanized excavating machine, constructing by a step method, loosening initial surrounding rocks, having poor stability, gradually enlarging the length of a step when the coefficient of the tunneling surrounding rocks is increased along with the expansion of the tunneling surrounding rocks, discharging slag to the ground by a belt conveyor, and transporting gangue by ground equipment;
s402, supporting is carried out along with tunneling, a temporary supporting mode is that I-steel supports and a back plate are carried out, a concrete precast block is laid on an inverted arch of the back plate, concrete is filled, the thickness of pavement concrete is 200mm, and a drainage ditch is arranged on the right side of the second construction section;
s403, in the second construction section, a relay drainage pit is dug every 100m, a catch drain is arranged on the bottom surface of the second construction section, a water pump is arranged in the relay drainage pit, and the drainage flow is 100m3H, the lift is 100m, the working surface can discharge water to the relay water discharging pit by using a diaphragm pumpAnd the water discharge pipeline is discharged to a ground sedimentation tank and finally to a specified position of a mine.
Furthermore, when the upper step is constructed, the rock is cut by the roadheader through rotating the cutting head, and the cutting teeth on the cutting head are used for stripping the rock from the parent body. The fully mechanized excavating section is tunneled by an EBZ-260 type tunneling machine, the feed per cycle is 800mm during field tunneling, when the fully mechanized excavating machine is used for cutting rocks, the cutting sequence is from top to bottom, the groove is firstly pulled from the top plate of the roadway and then the rock is repeatedly cut to the bottom of the upper step. In order to ensure the engineering quality and facilitate mastering the specification of a roadway, the roadway is oriented by a laser direction indicator, the roadway is tunneled forwards by a fully-mechanized excavating machine, the error of the eye distance of the contour line of the roadway is preferably smaller than 50mm, the periphery of the roadway is not underexcavated, the average linear overexcavation value is smaller than 100mm, and when rock is cut, gangue falls onto a collecting head of a shovel plate of the fully-mechanized excavating machine, a disc harrow claw arranged on the collecting head continuously operates, the gangue is loaded into a middle conveyor of the fully-mechanized excavating machine, a DSJ1000 belt conveyor is then matched to transport the gangue to the ground, a loader is used for loading the gangue on the ground, and a dump truck is used for transporting the gangue;
and after the tunneling of the upper step is finished, the supporting is carried out, the construction of the lower step is carried out after the supporting, the method is the same as that of the upper step, the concrete pouring is carried out after the construction of the lower step, and then the next tunneling cycle is carried out.
The section of the second construction section is a straight wall semicircular arch, and the bottom surface of the second construction section is an inverted arch precast block filled with concrete and is in an inverted arch shape.
S5, surveying and determining engineering geological conditions and hydrogeological conditions of a third construction section; the surrounding rock category of the third construction section is IV-V, and the compressive strength is high; no gas but has aquifer and unfavorable natural drainage;
s6, determining a third applicable construction method according to the engineering geological condition and the hydrogeological condition of the third construction section; the first applicable construction method, the second applicable construction method, and the third applicable construction method are different from each other, and the third applicable construction method in step S6 is specifically as follows:
s601, completing operations such as TBM assembly, stepping mechanism assembly, cutter head assembly and the like on the ground through a gantry crane and a matched truck crane;
s602, after the TBM is assembled on the ground, four steel rails are laid on a passing section (a first construction section and a second construction section), the steel rails are 43kg/m, the rail distance is 900mm, the TBM is stopped by stepping to a position 1.0m away from the tunneling face through a roller, the roller is removed, and the TBM is debugged and prepared for operation.
S603, starting a tunneling cycle, resetting and tightening the supporting system, and adjusting the direction and the posture of the TBM to enable the cutter head shield to contact with the rock to support the surrounding rock; the cutter head rotates, the propulsion oil cylinder starts to propel the cutter head forwards, the propulsion stroke is finished, the cutter head stops rotating, steps are changed, the position and the posture of the TBM are adjusted, and a new tunneling cycle is started; the TBM approaches to the tunnel face at a starting propelling speed of 20-25%, when the tunnel is tunneled for 3-5cm, the TBM is gradually increased at a speed of 5-10%, and the propelling speed is continuously increased for 15s every time of increasing until the ideal propelling speed is reached; during tunneling, slag discharging operation and supporting operation are simultaneously carried out, the concrete slag discharging operation is that a bucket on a cutter disc shovels stone slag from the bottom of the tunnel, the stone slag is discharged on a main belt conveyor through a slag chute in the cutter disc → is transferred to a rear matched belt conveyor → inclines to a continuous belt conveyor in the tunnel → a tunnel outer skin belt conveyor → a slag discarding field; the support operation is the combined support of anchor rods, reinforcing mesh, steel arch frames and steel plates and the concrete spraying operation.
Please refer to tables 1-3, wherein table 1 is a section feature table of the first construction period, table 2 is a section feature table of the second construction period, and table 3 is a section feature table of the third construction period.
| Serial number | Name of item | Overview of the |
| 1 | Cross-sectional shape | Straight wall semi-circular arch and inverted bottom arch |
| 2 | Class of surrounding rock | Surface soil |
| 3 | Form of support | Double-layer reinforced concrete arch support |
| 4 | Cross sectional area | Cleaning: 25.0m2(ii) a Digging: 41m2 |
| 5 | Size of excavation | Width: 7000 mm; high: 6600mm |
| 6 | Situation of support | Thickness 500mm, strength class C40 |
| 7 | Floor condition | Paving the bottom with rubbles and mortar, wherein the thickness is 600 mm; the thickness of the terrace concrete is 300mm, and the strength is C20 |
1.1 Table 1;
table 2;
1.2
table 3;
in the third construction section, a temporary water sump is arranged, a water pump is arranged in the water sump, and the water discharge flow is 100m2And h, the lift is 100m, the water is discharged to a specified sewage drainage point through a drainage pipeline, when the water is constructed to a fourth connection lane, a BAQ100-150/90KW type water pump is installed, and then the water is discharged to a temporary water sump of a second connection lane through a phi 159mm drainage pipeline. Circulating in this way, each two connecting roadways are respectively provided with one fixed centrifugal pump for graded drainage until the shaft construction is finished. And transverse intercepting ditches are arranged in the third construction section every 200m, the gradient is not less than 3 percent, so that water is intercepted and converged into the ditches, and then flows into the temporary water sump through the ditches. Sewage is arranged to the ground sedimentation tank in the interim sump, the section of third construction section is circular.
In the step S603, the supporting operation comprises the steps of drilling a hole by using an air drill and jacking an anchor rod, connecting the anchor rod with a pipeline, and grouting through the pipeline; if the water inflow is small, the water inflow is less than 6.3m3When the pressure is 1.5 times of the hydrostatic pressure of the water outlet point during grouting, the range of the air drill drilling is the water outlet point, the drilling direction is along the water flow direction, the drilling holes are arranged along the water direction of the section of the third construction section, the hole depth is 2m, top holes and corner holes are respectively arranged; if the water inflow is large-scale, the water inflow is more than 6.3m3When the pressure is in the range of more than ten hours, drilling an advanced grouting hole to perform curtain grouting, wherein the longitudinal range and the radial range of the grouting are 30m, and the diffusion radius of the grout is 2 m; grouting final pressure is 4-8 MPa; and if the soft surrounding rock geology is encountered, arranging a pipe shed along the crown arch of the third construction section within 120 degrees, drilling by a drilling machine, enabling the elevation angle to be 7 degrees, jacking the shed pipe and grouting.
A plurality of shelter chambers and a middle driving chamber are arranged at intervals along the length direction of the inclined shaft; the distance between each refuge chamber is 40m, the distance between each middle driving chamber is 650m, and the excavating method of the refuge chambers comprises the following steps: excavating by using the excavator, wherein the surface soil section is a cast-in-place concrete arch support, the bedrock section is supported by adopting anchor net spraying, the paved bottom is concrete, the cross section of the shelter chamber is in the shape of a straight wall semi-circular arch, the clear width is 1.5m, and the clear height of the straight wall is 1.1 m. The surface soil section of the shelter chamber is supported by a cast-in-place concrete brickwork with the thickness of 200mm and the strength grade of C30, and the bedrock section of the shelter chamber is supported by an anchor net spraying with the thickness of 100mm and the strength grade of C20. The thickness of the bottom concrete is 100m, the strength grade is C20, the thickness of the bottom concrete of the shelter chamber is 100m, the strength grade is C20, and the excavating method of the middle driving chamber comprises the following steps: the excavator excavates, the surface soil section is a cast-in-place concrete arch support, the bedrock section adopts an anchor net cable spraying support, the section is a straight wall semi-circular arch section, and a drainage ditch is arranged on the side edge of the bottom surface of the section. The net width of the middle driving chamber is 6m, the net height is 7.5m, anchor net cable spraying and arch building supporting are adopted, the row spacing between anchor rods is 900mm and 900mm, the specification of an anchor cable is phi 17.8 multiplied by 7300mm steel stranded wires, and the row spacing is 1800mm multiplied by 2700 mm; the method comprises the following steps of rhombic arrangement, sprayed concrete thickness of 150mm, strength grade of C20, arch laying of C30 concrete, bottom laying of concrete thickness of 150mm, one drainage ditch in a channel, setting of a temporary water sump between every two contact roadways of the inclined shaft, straight-wall semicircular arch of the temporary water sump, 4m of net length width, 4.5m of net height and 2.5m of straight wall height, setting of a 12mm brick water-stop wall on a cabin body of the temporary water sump, supporting of anchor net cable spraying support, enabling supporting parameters to be consistent with roadway parameters, and setting of a lifting anchor rod on a water sump top plate, wherein the height of the water sump outside is not less than 1.2m of fence.
The new construction method further comprises the following steps: step S7, long-distance ventilation and dust removal, which comprises the following steps: s701, when the length of the inclined shaft is not more than 2500m, arranging a press-in type local ventilator on the ground, and supplying fresh air to a tunneling working surface by matching with a colloid air cylinder; s702, when the length of the inclined shaft exceeds 2500m, moving the press-in type local ventilator to 2500m inside the inclined shaft and matching with a rubber air cylinder to continuously supply fresh air to a tunneling working face; the ventilation route is that a ground local ventilator is arranged in the inclined shaft until the working face in the inclined shaft faces, and the working face turns to an air duct in the inclined shaft from the working face to be discharged to the ground; and the air pressure and the air volume are calculated according to the formula: q abrnKq, total air consumption of Q, m3Min; a pipeline air leakage coefficient; b wind power mechanical wear eliminationA factor of increasing the amount of depletion ; r plateau correction coefficient, the coefficient increases by 1% every 100m increase in altitude; n is the same type of wind machine use coefficient; k using coefficients of the rock drill and the air pick simultaneously; q air consumption of pneumatic tool, m3/min。
It should be understood that the present invention is not limited to the particular embodiments described herein, but is intended to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims.
Claims (8)
1. A new construction method for digging and building a shaft of a coal mine inclined shaft is characterized in that,
the new construction method divides the excavation and the tunneling of the inclined shaft along the length direction into a first construction section, a second construction section and a third construction section in sequence; the first construction section and the second construction section are both constructed in a third construction section to create an entry well section;
the new construction method comprises the following steps:
s1, surveying and determining engineering geological conditions and hydrogeological conditions of the first construction section; the surrounding rock category of the first construction section is surface soil without gas but with disadvantages of sea, sand bed and natural drainage;
s2, determining a first applicable construction method according to the engineering geological condition and the hydrogeological condition of the first construction section;
s3, surveying and determining engineering geological conditions and hydrogeological conditions of the second construction section; the surrounding rock category of the second construction section is that the laminar weathering bedrock has low compressive strength, no gas, water-bearing layer and unfavorable natural drainage;
s4, determining a second applicable construction method according to the engineering geological condition and the hydrogeological condition of the second construction section;
s5, surveying and determining engineering geological conditions and hydrogeological conditions of a third construction section; the surrounding rock category of the third construction section is IV-V, and the compressive strength is high; no gas but has aquifer and unfavorable natural drainage;
s6, determining a third applicable construction method according to the engineering geological condition and the hydrogeological condition of the third construction section;
the first applicable construction method, the second applicable construction method and the third applicable construction method are different;
the first applicable construction method in step S2 is specifically as follows:
s201, draining water into a ground sedimentation tank by using a plurality of submersible pumps in cooperation with welded pipes so as to drain sea water at a wellhead position of a first construction section;
s202, excavating in an excavating mode in a first construction section, checking and determining a near well point coordinate and a well mouth coordinate before excavating in the first construction section, and releasing an excavating base line at a shaft opening point coordinate position;
s203, pouring near well points and the center line of a shaft by using concrete, arranging a steel bar support coated with red and white paint for protection, preventing mechanical equipment from impacting measuring points, and periodically checking and rechecking by measuring personnel after positioning marks of all the measuring points are verified;
s204, performing precipitation construction before excavation, arranging a plurality of multi-pipe self-priming pumps in a step mode in an excavation region, excavating a 500 x 600mm intercepting ditch at a position 30m in the ascending direction of a well head for water diversion, excavating construction precipitation wells at 300m of a first construction section to form a precipitation funnel ring together, pumping water through the self-priming pumps to reduce the water level of the construction precipitation wells, and blocking a water path of the first construction section;
s205, the excavation mode of the first construction section is open excavation and smooth operation, earthwork is excavated horizontally and vertically in a layered mode from top to bottom, foundation soil in the excavation depth of the upper portion is fine sand, so that the length of excavation sections is not more than 10m, and the layered excavation thickness of a fine sand layer is not more than 1.0 m;
the foundation pit excavation is vertical layered and symmetrical balanced excavation, firstly excavating soil in the middle of the foundation pit, then excavating soil at the periphery of the foundation pit, reserving a 300mm thick soil layer for mechanical excavation and manually excavating to avoid excessive disturbance on the soil at the bottom of the pit, and sealing the bottom of the foundation pit after excavation;
s206, after the first construction section is excavated, slope releasing treatment is carried out on the side slope, friction nails and net-jet supports are adopted, a well wall is poured, stone mortar and concrete bottom paving construction is carried out on the bottom surface, and the first construction section is poured and backfilled after the third construction section is started to form a double-layer reinforced concrete support;
the section of the first construction section is a straight wall semicircular arch, and the bottom surface of the first construction section is an inverted bottom arch.
2. The new construction method for digging and building the inclined shaft of the coal mine according to claim 1,
the second applicable construction method in step S4 is specifically as follows:
s401, tunneling by a fully-mechanized excavating machine, constructing by a step method, loosening initial surrounding rocks, having poor stability, gradually enlarging the length of a step when the coefficient of the tunneling surrounding rocks is increased along with the expansion of the tunneling surrounding rocks, discharging slag to the ground by a belt conveyor, and transporting gangue by ground equipment;
s402, supporting is carried out along with tunneling, a temporary supporting mode is that I-steel supports and a back plate are carried out, a concrete precast block is laid on an inverted arch of the back plate, concrete is filled, the thickness of pavement concrete is 200mm, and a drainage ditch is arranged on the right side of the second construction section;
s403, digging a relay drainage pit every 100m in the second construction section, arranging a cut-off ditch on the bottom surface of the second construction section, arranging a water pump in the relay drainage pit, carrying out a dry-method cultivation at a drainage flow rate of 100 m/h and a lift of 100m, and discharging water to the relay drainage pit on a working surface by using a diaphragm pump, a ground sedimentation tank by using a drainage pipeline and finally a specified position of a mine;
the section of the second construction section is a straight wall semicircular arch, and the bottom surface of the second construction section is an inverted arch precast block filled with concrete and is in an inverted arch shape.
3. The new construction method for digging and building the inclined shaft of the coal mine according to claim 1,
the third applicable construction method in step S6 is specifically as follows:
s601, completing TBM assembly, stepping mechanism assembly and cutter head assembly on the ground through a gantry crane and a matching truck crane;
s602, after the TBM is assembled on the ground, four steel rails are laid in a first construction section and a second construction section, the steel rails are 43kg/m, the rail distance is 900mm, the TBM is stopped when the TBM is stepped to a position 1.0m away from a tunneling face through a roller, the roller is removed, and debugging and preparation operation are carried out;
s603, starting a tunneling cycle, resetting and tightening the supporting system, and adjusting the direction and the posture of the TBM to enable the cutter head shield to contact with the rock to support the surrounding rock; the cutter head rotates, the propulsion oil cylinder starts to propel the cutter head forwards, the propulsion stroke is finished, the cutter head stops rotating, steps are changed, the position and the posture of the TBM are adjusted, and a new tunneling cycle is started;
simultaneously, slag discharging operation and supporting operation are carried out simultaneously;
in the third construction period, a temporary water bin is arranged, a water pump is arranged in the water bin, the drainage flow is 100 m/h, the lift is 100m, and the water is drained to a specified sewage drainage point through a drainage pipeline;
arranging transverse intercepting ditches in the third construction section every 200m, wherein the gradient is not less than 3% so as to intercept and converge water into the ditches, then the water flows into the temporary water sump through the ditches, and sewage in the temporary water sump is discharged to a ground sedimentation tank;
the section of the third construction section is circular.
4. The new construction method for digging and building the inclined shaft of the coal mine according to claim 3,
in step S603, the supporting operation is:
drilling a hole by an air drill and jacking an anchor rod, connecting the anchor rod with a pipeline, and grouting through the pipeline;
if small-scale water gushing occurs, namely water inflow is less than 6.3 m/h, the range of the air drill drilling is the water outlet point, the drilling direction is along the water flow direction, the drilling holes are arranged along the water direction of the section of the third construction section, the hole depth is 2m, top holes and corner hole sides are respectively arranged, and the pressure during grouting is 1.5 times of the hydrostatic pressure of the water outlet point;
if large-scale water inflow is met, namely water inflow is greater than 6.3 m/h, drilling an advanced grouting hole for curtain grouting, wherein the longitudinal range and the radial range of grouting are 30m and 5m respectively, and the diffusion radius of grout is 2 m; grouting final pressure is 4-8 MPa;
and if the soft surrounding rock geology is encountered, arranging a pipe shed along the crown arch of the third construction section within 120 degrees, drilling by a drilling machine, enabling the elevation angle to be 7 degrees, jacking the shed pipe and grouting.
5. The new construction method for digging and building the inclined shaft of the coal mine according to claim 4,
a plurality of shelter chambers and a middle driving chamber are arranged at intervals along the length direction of the inclined shaft; the spacing between each refuge chamber was 40m and the spacing between each intermediate drive chamber was 650 m.
6. The new construction method for digging and building the inclined shaft of the coal mine according to claim 5,
the excavation method of the shelter chamber comprises the following steps: and excavating by using the excavator, wherein the surface soil section is a cast-in-place concrete arch support, the bedrock section is supported by adopting anchor net spraying, the paved bottom is concrete, and the cross section of the shelter chamber is in a straight wall semi-circular arch shape.
7. The new construction method for digging and building the inclined shaft of the coal mine according to claim 6,
the excavating method of the middle driving chamber comprises the following steps: the excavator excavates, the surface soil section is a cast-in-place concrete arch support, the bedrock section adopts an anchor net cable spraying support, the section is a straight wall semi-circular arch section, and a drainage ditch is arranged on the side edge of the bottom surface of the section.
8. The new construction method for digging and building the inclined shaft of the coal mine according to claim 7,
a temporary water sump is arranged between every two connecting roadways of the inclined shaft, the temporary water sump is a straight wall semicircular arch, the net length and width are 4m, the net height is 4.5m, the height of the straight wall is 2.5m, a brick-built water-stop wall with the thickness of 12mm is arranged on a bin body of the temporary water sump, and the supporting mode is anchor net cable-jet supporting.
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Application publication date: 20201222 Assignee: CHINA COAL SPECIAL DRILLING ENGINEERING Co.,Ltd. Assignor: China Coal Third Construction (Group) Co.,Ltd. Contract record no.: X2024980003330 Denomination of invention: A new construction method for inclined shaft excavation and masonry in coal mines Granted publication date: 20220419 License type: Common License Record date: 20240327 Application publication date: 20201222 Assignee: CHINA COAL NO.71 ENGINEERING Co.,Ltd. Assignor: China Coal Third Construction (Group) Co.,Ltd. Contract record no.: X2024980003323 Denomination of invention: A new construction method for inclined shaft excavation and masonry in coal mines Granted publication date: 20220419 License type: Common License Record date: 20240327 |