CN107345483A - A kind of newly-built antiseepage mine shaft and preparation method thereof - Google Patents
A kind of newly-built antiseepage mine shaft and preparation method thereof Download PDFInfo
- Publication number
- CN107345483A CN107345483A CN201710719873.1A CN201710719873A CN107345483A CN 107345483 A CN107345483 A CN 107345483A CN 201710719873 A CN201710719873 A CN 201710719873A CN 107345483 A CN107345483 A CN 107345483A
- Authority
- CN
- China
- Prior art keywords
- tube wall
- injected hole
- outer tube
- freezing
- water
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000002360 preparation method Methods 0.000 title claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 94
- 238000010276 construction Methods 0.000 claims abstract description 81
- 230000008014 freezing Effects 0.000 claims abstract description 76
- 238000007710 freezing Methods 0.000 claims abstract description 76
- 239000011435 rock Substances 0.000 claims abstract description 47
- 229910052802 copper Inorganic materials 0.000 claims abstract description 34
- 239000010949 copper Substances 0.000 claims abstract description 34
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 27
- 238000001746 injection moulding Methods 0.000 claims abstract description 23
- 239000000463 material Substances 0.000 claims abstract description 22
- 239000004567 concrete Substances 0.000 claims description 33
- 230000002093 peripheral effect Effects 0.000 claims description 24
- 230000004888 barrier function Effects 0.000 claims description 23
- 238000007569 slipcasting Methods 0.000 claims description 18
- 238000005336 cracking Methods 0.000 claims description 13
- 239000002002 slurry Substances 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 10
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 5
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 210000001258 synovial membrane Anatomy 0.000 claims description 3
- 210000002966 serum Anatomy 0.000 claims description 2
- 229920002472 Starch Polymers 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 239000008107 starch Substances 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 10
- 230000008595 infiltration Effects 0.000 abstract description 4
- 238000001764 infiltration Methods 0.000 abstract description 4
- 238000011017 operating method Methods 0.000 abstract description 3
- 239000003245 coal Substances 0.000 description 6
- 239000000654 additive Substances 0.000 description 4
- 230000000996 additive effect Effects 0.000 description 4
- 239000004574 high-performance concrete Substances 0.000 description 4
- 239000000203 mixture Substances 0.000 description 4
- 238000004140 cleaning Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- VGGSQFUCUMXWEO-UHFFFAOYSA-N Ethene Chemical compound C=C VGGSQFUCUMXWEO-UHFFFAOYSA-N 0.000 description 2
- 239000005977 Ethylene Substances 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 238000010257 thawing Methods 0.000 description 2
- 239000004698 Polyethylene Substances 0.000 description 1
- 239000002253 acid Substances 0.000 description 1
- 150000007513 acids Chemical class 0.000 description 1
- 230000003487 anti-permeability effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 230000001112 coagulating effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000686 essence Substances 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000006260 foam Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000037361 pathway Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- -1 polyethylene Polymers 0.000 description 1
- 229920000573 polyethylene Polymers 0.000 description 1
- 230000010410 reperfusion Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
- E21D1/12—Preparation of the ground by freezing
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Chemical & Material Sciences (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Ceramic Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention provides a kind of newly-built antiseepage mine shaft and preparation method thereof, and pit shaft includes outer tube wall and inner tube wall；Gap is provided between inner tube wall and outer tube wall, is filled in gap location using water proof material；What is be spaced on the depth direction of outer tube wall connects stubble seam provided with multiple horizontal constructions, and connects stubble in multiple constructions and sew on and be respectively provided with copper seal；Pit shaft sequentially passes through freezing top soil, freezing basement rock section and non-freeze section from up to down.The present invention use step-like borehole wall injection molding die build the construction that wall obtains and connects stubble seam also for step-like, and the construction, which connects stubble and stitched, can extend infiltration lane, raising impermeability.The present invention connects stubble and sewed in construction is provided with the copper seal of arc shape, and the water-stagnating effect of the copper seal is fine, can effectively stop that the water of soil layer is flowed into pit shaft.Effectively solves the problems, such as pit shaft percolating water using a variety of closure processing modes, mine shaft of the invention is simple in construction, good seepage-proof property, and antiseepage operating method is succinctly easy to operate.
Description
Technical field
The present invention relates to coal mine construction technical field, and in particular to a kind of newly-built antiseepage mine shaft and preparation method thereof.
Background technology
Percolating water phenomenon can occur after being thawed at present using the frost wall of freeze-wellboring technology Newly-built Coal Mine pit shaft, sternly
Even water fathering accident can occur for weight, not only threaten the life security of down-hole miner, and bring to coal mining enterprise huge
Economic loss, therefore be highly desirable from source find radical cure pit shaft percolating water method.
Mine shaft outer wall thing digs the method built using segmentation, and construction is inevitably present in work progress and connects stubble seam,
This penetrates into underground water into pit shaft provides obvious passage.Therefore how to effectively improve construction connects borehole wall coagulation at stubble seam
The impermeability of soil is the key for preventing pit shaft percolating water.
Accordingly, it is desirable to provide a kind of improved technology scheme for above-mentioned prior art deficiency.
The content of the invention
The purpose of the present invention is to overcome the above-mentioned pit shaft of Newly-built Coal Mine in the prior art that percolating water accident easily occurs so as to make
A kind of the problems such as being lost into miner's life security problem and business economic, there is provided newly-built antiseepage mine shaft and preparation method thereof.
To achieve these goals, the present invention provides following technical scheme：
A kind of newly-built antiseepage mine shaft, the pit shaft include outer tube wall and inner tube wall；The inner tube wall and the outer barrel
Gap is provided between wall, is filled in the gap location using water proof material；Between on the depth direction of the outer tube wall
Every multiple horizontal constructions that are provided with connect stubble seam, and connect stubble in multiple constructions and sew on and be respectively provided with copper seal；
The pit shaft sequentially passes through freezing top soil, freezing basement rock section and non-freeze section from up to down.
In newly-built antiseepage mine shaft as described above, it is preferable that the construction connect stubble seam be shaped as it is step-like；It is described
Copper seal is shaped as arc shape, and the opening of the copper seal of the arc shape is towards the outward flange direction of the outer tube wall.
In newly-built antiseepage mine shaft as described above, it is preferable that the freezing top soil and the freezing basement rock section,
Deep injected hole is provided with a certain distance from above and below the boundary line of the freezing basement rock section and the non-freeze section；
The freezing top soil is alternately distributed and formed by multiple water barriers and multiple water-bearing layers；The water barrier and the friendship in the water-bearing layer
Deep injected hole is provided with a certain distance from above and below boundary line；In the water barrier and the water-bearing layer
Construction is provided with the depth direction of the outer tube wall and connects stubble seam；In the depth of the outer tube wall in the freezing basement rock section
Construction is provided with direction and connects stubble seam.
In newly-built antiseepage mine shaft as described above, it is preferable that also include：The construction in the water-bearing layer connects
Shallow injected hole and deep injected hole are respectively arranged with a certain distance from the top and bottom of stubble seam；In the freezing basement rock section
The construction is respectively arranged with shallow injected hole and deep injected hole at a certain distance from connecing the top and bottom of stubble seam.
In newly-built antiseepage mine shaft as described above, it is preferable that the length of the deep injected hole is from the inner tube wall
Inward flange start until extend to the outer tube wall outer peripheral outside distance；The length of the shallow injected hole is from institute
The inward flange for stating inner tube wall starts until extending to the distance of the outer peripheral outside of the inner tube wall.
In newly-built antiseepage mine shaft as described above, it is preferable that set between the inner tube wall and the outer tube wall
The width range in the gap is 5cm-10cm；The deep injected hole extends to the length of the outer peripheral outside of the outer tube wall
For 50cm-100cm；The length that the shallow injected hole extends to the outer peripheral outside of the inner tube wall is 3cm-5cm；Described
In water-bearing layer and the freezing basement rock section, on the basis of the construction connects stubble seam, the upper end 20cm- of stubble seam is met apart from the construction
The shallow injected hole is provided with 30cm, is connect apart from the construction and is provided with the deep slip casting at the lower end 20cm-30cm of stubble seam
Hole.
A kind of preparation method of newly-built antiseepage mine shaft, the preparation method comprise the following steps：
1) wall material preparation steps are built：The concrete for making high-strength high impermeability of concrete for preventing from cracking builds wall material as the pit shaft
Material；
2) outer tube wall cast step：The concrete of the high-strength high impermeability of concrete for preventing from cracking is cast for the outer tube wall of the pit shaft；
Wherein it is preferred to step-like borehole wall injection molding die is used in the outer tube wall cast step, each borehole wall
The height of injection molding die is the high height of a section of outer tube wall；The outer tube wall is made up of multiple described section of height；
Preferably, the intersection between described section of different height connects stubble seam for the construction, is connect in the construction at stubble seam
Pre-plugged copper seal；
Preferably, in the freezing top soil and freezing basement rock section, the freezing basement rock section and non-freeze section
Boundary line above and below at a certain distance from pre- buried depth injected hole；In the boundary in the water barrier and the water-bearing layer
Pre- buried depth injected hole at a certain distance from above and below line；The construction in the water-bearing layer connects the upper end of stubble seam
With shallow injected hole and deep injected hole are embedded with a certain distance from lower end respectively；The construction in the freezing basement rock section connects
Shallow injected hole and deep injected hole are embedded with respectively at a certain distance from the top and bottom of stubble seam；The length of the deep injected hole is
Up to the distance of the outer peripheral outside that extends to the outer tube wall since the inward flange of the inner tube wall；The shallow injected hole
Length be the distance since the inward flange of the inner tube wall up to the outer peripheral outside that extends to the inner tube wall；
3) inner tube wall cast and gap filling step：In being carried out at a certain distance from the inward flange close to the outer tube wall
Barrel pours, and makes gap be present between the outer tube wall and the inner tube wall, is filled out in the gap location using water proof material
Fill；
Preferably, it is described to be cast for disposable synovial membrane and pour；
4) deep injected hole and shallow injected hole slip casting step：Slip casting is carried out to the deep injected hole and shallow injected hole, so as to seal
Close all hydraulic connection passages；
Wherein it is preferred to the opportunity for carrying out slip casting to the deep injected hole is：Freezing Station is stopped after freezing 120d-180d；To institute
State shallow injected hole and carry out opportunity of slip casting and be：Freezing Station is stopped after freezing 120d-180d.
In preparation method as described above, it is preferable that described to build in wall material preparation steps in step 1), the height
The seepage-resistant grade of the concrete of strong high impermeability of concrete for preventing from cracking reaches more than P12, water-cement ratio in the concrete of the high-strength high impermeability of concrete for preventing from cracking
For 0.22-0.25, sand coarse aggregate ratio 35%-40%；It is described in the deep injected hole and shallow injected hole slip casting step in step 4)
The slurries of deep injected hole injection are cement mortar；The slurries of the shallow injected hole injection are cement and the mixed serum of waterglass.
In preparation method as described above, it is preferable that in step 3), the inner tube wall cast and gap filling step
In, the width range in the gap set between the inner tube wall and the outer tube wall is 5cm-10cm；In step 2), institute
State in outer tube wall cast step, the length that the deep injected hole extends to the outer peripheral outside of the outer tube wall is 50cm-
100cm；The length that the shallow injected hole extends to the outer peripheral outside of the inner tube wall is 3cm-5cm；In the water-bearing layer
In the freezing basement rock section, on the basis of the construction connects stubble seam, the upper end 20cm-30cm that stubble seam is connect apart from the construction is pre-
The shallow injected hole is embedded with, the lower end 20cm-30cm that stubble seam is connect apart from the construction is embedded with the deep injected hole.
In preparation method as described above, it is preferable that in step 2), in the outer tube wall cast step, the step
The borehole wall injection molding die of shape includes side wall and the bottom surface being vertically arranged；
The bottom surface is step-like bottom surface, and the step-like bottom surface is followed successively by first level bottom surface, vertical plane from top to bottom
With the second horizontal bottom；The left side of the first level bottom surface is connected with the lower section of left side side wall, the first level bottom surface
Right side is connected with the top of the vertical plane, and the lower section of the vertical plane is connected with the left side of second horizontal bottom, described
The right side of second horizontal bottom and the lower section of right sidewall connect；It is less than apart from the height of the left side side wall of horizontal plane described
The height of right sidewall.
Compared with immediate prior art, technical scheme provided by the invention has following excellent effect：
Mine shaft is simple in construction in technical scheme provided by the invention, good seepage-proof property, and antiseepage operating method is succinct
It is easy to operate.The present invention use step-like borehole wall injection molding die build the construction that wall obtains and connect stubble and stitched also to be step-like, this
Step-like construction, which connects stubble seam, can extend infiltration lane, improve impervious.The present invention connects stubble and sewed in construction is additionally provided with arc
The copper seal of shape, the water-stagnating effect of the copper seal is fine, can effectively stop that the water of soil layer is flowed into pit shaft.Including the present invention
Gap is provided between barrel and outer tube wall, the gap is filled with water proof material, the present invention be additionally provided with deep injected hole and
Shallow injected hole, effectively between all hydraulic connection passages outside the outward flange of closure outer tube wall, inner tube wall and outer tube wall
All hydraulic connection passages.The present invention effectively solves the problems, such as pit shaft percolating water using a variety of closure processing modes.
Brief description of the drawings
A kind of Fig. 1 overall structure diagrams of newly-built antiseepage mine shaft provided in an embodiment of the present invention；
Fig. 2 is the structural representation of water barrier in Fig. 1；
Fig. 3 is the structural representation in water-bearing layer in Fig. 1；
Fig. 4 is the structural representation of freezing basement rock section in Fig. 1；
Fig. 5, a kind of structural representation of borehole wall injection molding die provided in an embodiment of the present invention；
In figure：1- outer tube walls；2- inner tube walls；3- water barriers；4- water-bearing layers；5- constructions connect stubble seam；6- copper seals；7- is deep
Injected hole；The shallow injected holes of 8-；9- freezing top soils；10- freezing basement rock sections；The non-freeze sections of 11-；12- gaps；13- borehole wall injection moldings
Mould；131- first levels bottom surface；132- vertical planes；The horizontal bottoms of 133- second；134- side walls；14- wellbore centre lines.
Embodiment
The technical scheme in the embodiment of the present invention will be clearly and completely described below, it is clear that described implementation
Example is only the part of the embodiment of the present invention, rather than whole embodiments.It is general based on the embodiment in the present invention, this area
The every other embodiment that logical technical staff is obtained, belongs to the scope of protection of the invention.
Describe the present invention in detail below with reference to the accompanying drawings and in conjunction with the embodiments.It should be noted that in the feelings not conflicted
Under condition, the feature in embodiment and embodiment in the present invention can be mutually combined.
In the description of the invention, term " longitudinal direction ", " transverse direction ", " on ", " under ", "front", "rear", "left", "right", " perpendicular
Directly ", the orientation of the instruction such as " level ", " top ", " bottom " or position relationship are based on orientation shown in the drawings or position relationship, are only
For the ease of the description present invention rather than require that the present invention must be therefore it is not intended that right with specific azimuth configuration and operation
The limitation of the present invention.The term " connected " that is used in the present invention, " connection " should be interpreted broadly, for example, it may be fixedly connected,
Can also be detachably connected；Can be joined directly together, can also be indirectly connected by intermediate member, for the common of this area
For technical staff, the concrete meaning of above-mentioned term can be understood as the case may be.
As shown in Fig. 1~Fig. 5, the specific embodiment of the invention provides a kind of newly-built antiseepage mine shaft, and pit shaft includes outer barrel
Wall 1 and inner tube wall 2；Gap 12 is provided between inner tube wall 2 and outer tube wall 1, is filled at gap 12 using water proof material；
The multiple horizontal constructions that are provided with being spaced on the depth direction of outer tube wall 1 connect stubble seam 5, and are connect in multiple constructions on stubble seam 5
Respectively it is provided with copper seal 6；Pit shaft sequentially passes through freezing top soil 9, freezing basement rock section 10 and non-freeze section from up to down
11。
In a particular embodiment of the present invention, construction connect stubble seam 5 be shaped as it is step-like, the step-like construction connect stubble seam
5 can extend infiltration lane, improve impervious.
In a particular embodiment of the present invention, copper seal 6 is shaped as arc shape, the copper seal 6 of the arc shape
For opening towards the outward flange direction of outer tube wall 1, the water-stagnating effect of the copper seal 6 of the arc shape is fine, can effectively stop soil layer
Water flow into pit shaft in.
Further preferably, the water proof material in the embodiment of the present invention is cystosepiment；More preferably ethylene closed cell steeps
Foam plate, the ethylene closed cell cystosepiment oil resistant, the high-quality water-proof sheet material of resistance to acids and bases.
In a particular embodiment of the present invention, do not freeze in freezing top soil 9 and freezing basement rock section 10, freezing basement rock section 10 and
Deep injected hole 7 is provided with a certain distance from tying above and below the boundary line of section 11.Freezing top soil 9 is by multiple water proofs
Layer 3 and multiple water-bearing layers 4 are alternately distributed composition；At a certain distance from above and below water barrier 3 and the boundary line in water-bearing layer 4
It is provided with deep injected hole 7.Positioned at freezing top soil 9, i.e., on the depth direction of the outer tube wall 1 in water barrier 3 and water-bearing layer 4
It is provided with construction and connects stubble seam 5；Construction, which is provided with, on the depth direction of the outer tube wall 1 in freezing basement rock section 10 connects stubble
Seam 5.
In a particular embodiment of the present invention, the depth direction of outer tube wall 1 refer to from ground gradually to freezing top soil 9,
The direction that freezing basement rock section 10 and non-freeze section 11 extend, and what is be spaced on the depth direction of outer tube wall 1 is provided with multiple apply
Work connects stubble seam 5, and multiple constructions connect stubble seam 5 and laterally set.
It is further preferred that the thickness of pit shaft inner tube wall 2 from top to bottom gradually increases, the thickness is more than or equal to outer tube wall 1
Thickness.The thickness for the inner tube wall 2 being preferably located in freezing basement rock section 10 is more than the thickness of outer tube wall 1, outer tube wall 1 and interior
The planform of barrel 2 is the shape extended straight down.More preferably, the outer tube wall 1 of water-bearing layer 4 and freezing basement rock section 10
It is the barrel of vertical-type with inner tube wall 2.The outer tube wall 1 of water barrier 3 is inclined barrel, the inner edge of the inner tube wall 2 of water barrier 3
The wall that edge is the wall of vertical-type, outward flange is apsacline.
In a particular embodiment of the present invention, in addition to：Construction in water-bearing layer 4 connects the top and bottom of stubble seam 5
At a certain distance from be respectively arranged with shallow injected hole 8 and deep injected hole 7；Construction in freezing basement rock section 10 connects the upper end of stubble seam 5
With shallow injected hole 8 and deep injected hole 7 are respectively arranged with a certain distance from lower end.The length of deep injected hole 7 is from inner tube wall 2
Inward flange starts until extending to the distance of the outer peripheral outside of outer tube wall 1.The length of shallow injected hole 8 is from inner tube wall 2
Inward flange starts until extending to the distance of the outer peripheral outside of inner tube wall 2.
It is further preferred that water-bearing layer 4 includes the first water-bearing layer, the second water-bearing layer and the 3rd water-bearing layer.Water barrier 3 includes
First water-bearing layer, the second water-bearing layer and the 3rd water-bearing layer.Sequentially pass through the first water barrier, first aqueous from up to down from pit shaft
Layer, the second water barrier, the second water-bearing layer, the 3rd water barrier, the 3rd water-bearing layer, freezing basement rock section 10, non-freeze section 11.
In a particular embodiment of the present invention, further preferably, the gap 12 set between inner tube wall 2 and outer tube wall 1
Width range is 5cm-10cm.The length that deep injected hole 7 extends to the outer peripheral outside of outer tube wall 1 is 50cm-100cm.It is shallow
The length that injected hole 8 extends to the outer peripheral outside of inner tube wall 2 is 3cm-5cm.In water-bearing layer 4 and freezing basement rock section 10,
On the basis of construction connects stubble seam 5, distance construction connects and is provided with shallow injected hole 8, distance construction at the upper end 20cm-30cm of stubble seam 5
Connect and be provided with deep injected hole 7 at the lower end 20cm-30cm of stubble seam 5.
For a further understanding of the apparatus structure of the Newly-built Coal Mine pit shaft of the present invention, the present invention is to newly-built antiseepage mine shaft
Preparation method be illustrated, the Newly-built Coal Mine pit shaft preparation method comprises the following steps：
1) wall material preparation is built：
Make compactness height, concrete the building as pit shaft for the high-strength high impermeability of concrete for preventing from cracking that impermeability is good, cracking resistance is good
Wall material is standby, to improve the overall anti-permeability performance of mine shaft.
Wherein, the concrete impervious class requirement of the borehole wall reaches more than P12, and this requires the concrete of high-strength high impermeability of concrete for preventing from cracking
Seepage-resistant grade reach more than P12.Water-cement ratio control is between 0.22-0.25 in concrete mix, sand coarse aggregate ratio 35%-
40%.Additive uses high efficiency composition additive, and the additive is by complex mineral blending material, compensation is shunk and high efficiency water reducing agent group
Into；River sand clay content must not exceed 1.5%, and tackles coarse-fine aggregate before pouring and rinse well and dry using clear water.
Preferably, the high-strength high-performance concrete includes raw material：Cement：Additive：Water：River sand：Stone, above-mentioned raw materials
Between ratio of weight and number be：2.827:1.019:1:4.054:7.208.
2) outer tube wall is poured into a mould：The concrete of above-mentioned high-strength high impermeability of concrete for preventing from cracking is cast for the outer tube wall of pit shaft, concrete operations
It is as follows：
When high-strength high-performance concrete in step 1) is poured into the outer tube wall 1 of pit shaft, it is mould to be step-like to use
Borehole wall injection molding die 13；The height of one borehole wall injection molding die 13 for outer tube wall 1 the high height of a section, the outer tube wall 1 by
Multiple sections high composition.Intersection between different section height connects stubble seam 5 for construction, and pre-plugged sealing copper at stubble seam 5 is connect in construction
Piece 6.
The concrete of the high-strength high impermeability of concrete for preventing from cracking made in step 1) is transported to using boom hoisting (such as cage)
At the working face of pit shaft, then concrete is poured into being placed in the borehole wall injection molding die 13 of section eminence by delivery pipe；
Worker carries out vibration compacting, has poured a section height every time, a high height of section is the height of a mould, reaches mixed
After the standard curing requirement for coagulating soil, borehole wall injection molding die 13 is moved to next section of high opening position, repeated the above steps under
One section height carries out building wall work.The process probably needs 1-2 days.
Wherein, the work that pours of outer tube wall 1 is to pour multiple sections of height successively from top to bottom to prepare outer tube wall 1, i.e., first
Borehole wall injection molding die 13 is first placed on first section eminence, the high-strength high-performance concrete of use, which pours, completes first section height
Build wall work, borehole wall injection molding die 13 is then moved down into second section eminence, the high-strength high-performance concrete of use
Pour complete second section it is high build wall work, repeat the above steps, until completing all sections high of outer tube wall 1 builds wall work
Make.Or the work that pours of outer tube wall 1 is to pour multiple sections of height simultaneously to prepare outer tube wall 1, the upper and lower well poured at the same time
The contact surface of wall injection molding die 13 is removed laitance, bristle, watering processing.
In this step, the wall of building that work is different sections high of completion that pours of outer tube wall 1 works, in pouring for outer tube wall 1
Cheng Zhongying keeps the surface cleaning of copper seal 6, and the water-stagnating effect of copper seal 6 is improved with this.
In the top of freezing top soil 9 and the boundary line of freezing basement rock section 10, freezing basement rock section 10 and non-freeze section 11 and
Pre- buried depth injected hole 7 at a certain distance from lower section；It is certain above and below the boundary line in water barrier 3 and water-bearing layer 4
Pre- buried depth injected hole 7 at distance；Construction in water-bearing layer 4 is distinguished in advance at a certain distance from connecing the top and bottom of stubble seam 5
It is embedded with shallow injected hole 8 and deep injected hole 7；Construction in freezing basement rock section 10 connects the certain distance of the top and bottom of stubble seam 5
Place is embedded with shallow injected hole 8 and deep injected hole 7 respectively；The length of deep injected hole 7 is up to prolonging since the inward flange of inner tube wall 2
Extend the certain distance of the outer peripheral outside of outer tube wall 1；The length of shallow injected hole 8 is straight since the inward flange of inner tube wall 2
To the certain distance for the outer peripheral outside for extending to inner tube wall 2.
Wherein, connect stubble seam 5 in construction and handle affairs and first bury copper seal 6, and must fixation, it is ensured that during concreting
Do not occur dislocation movement, at the same concrete in casting process it is ensured that the cleaning of copper seal 6, the surface of copper seal 6 should
Adhere to a large amount of cement grouts, and also its surface should be cleared up in advance when copper seal 6 is crossed in concreting, removing may
Existing cement grout.
Further preferably, the both sides of copper seal 6 are pad pasting in advance, are first used totally when copper seal 6 is poured
Cloth wipes the obvious slurries in surface, is then tearing pad pasting, so more can ensure that surface cleaning, improves copper seal 6
Water-stagnating effect.
3) inner tube wall cast and gap filling：
Complete in the step 2) outer tube wall 1 pour work after, poured at a certain distance from the inward flange close to outer tube wall 1
Inner tube wall 2 is built, makes gap 12 between outer tube wall 1 and inner tube wall 2 be present, (such as polyethylene closes using water proof material at gap 12
Hole cystosepiment) it is filled.
Said process is pouring for inner tube wall 2, and when pouring inner tube wall 2 using being that disposable synovial membrane pours, this is interior
Pouring for barrel 2 is high in the absence of section, thus also connects stubble seam 5 in the absence of construction.
4) deep injected hole 7 and shallow injected hole 8 slip casting：Slip casting is carried out to above-mentioned deep injected hole 7 and shallow injected hole 8, so as to seal
Close all hydraulic connection passages.Concrete operations are as follows：
After the completion of pit shaft pours, the frost wall of freezing top soil 9 and freezing basement rock section 10 have begun to thaw but not yet
It is that the wall-rock crack outside the outward flange of outer tube wall 1 is after Freezing Station stops freezing 120d-180d in the case of thawing completely
When re-forming, deep hole grouting work is carried out to deep injected hole 7：The outside of outer tube wall 1 is injected grout into, so as to block outer barrel
All hydraulic connection passages outside the outward flange of wall 1.
After the completion of pit shaft pours, the frost wall of freezing top soil 9 and freezing basement rock section 10 have begun to thaw but not yet
It is that the gap 12 between inner tube wall 2 and outer tube wall 1 is formed after Freezing Station stops freezing 120d-180d in the case of thawing completely
When, Shallow hole grouting work is carried out to shallow injected hole 8：Inject grout at the gap 12 between inner tube wall 2 and outer tube wall 1, from
And block all hydraulic connection passages between inner tube wall 2 and outer tube wall 1.
In the present invention, different according to time for injecting and slip casting position, the injecting paste material of selection is also different, wherein
Deep injected hole 7 is irrigated based on cement mortar, irrigates shallow injected hole 8 based on the mixing slurry of cement and waterglass.For deep slip casting
Hole 7 and the perfusion of shallow injected hole 8, filled respectively by certain grouting pressure reperfusion serosity from the reserved grouting port at inner tube wall 2
Note the gap in the soil layer of the outer peripheral outside of outer tube wall 1, between inner tube wall 2 and outer tube wall 1.At deep hole grouting hole
In 4 sections of water-bearing layer then slurries injection 4 sections of water-bearing layer stratum, when deep injected hole 7 be in 3 sections of water barrier, then slurries inject water barrier 3
Section stratum, when deep injected hole 7 is in then slurries injection freezing basement rock section 10 stratum of freezing basement rock section 10.
In a particular embodiment of the present invention, further preferably, the gap 12 set between inner tube wall 2 and outer tube wall 1
Width range is 5cm-10cm.The outer peripheral outer length that deep injected hole 7 extends to outer tube wall 1 is 50cm-100cm.Shallow note
The length for the outer peripheral outside that slurry hole 8 extends to inner tube wall 2 is 3cm-5cm.In water-bearing layer 4 and freezing basement rock section 10, with
On the basis of construction connects stubble seam 5, the upper end 20cm-30cm that distance construction connects stubble seam 5 is embedded with shallow injected hole 8, and distance construction connects stubble
The lower end 20cm-30cm of seam 5 is embedded with deep injected hole 7.
It is specially in a particular embodiment of the present invention：As shown in Figure 1, Figure 2 and Figure 3, water barrier 3 has a common boundary with water-bearing layer 4
At line up and down in certain limit (on the basis of intersection：Upper 20cm-30cm, lower 20cm-30cm) all should pre- buried depth injected hole 7,
The deep length of injected hole 7 can directly penetrate the outward flange of pit shaft outer tube wall 1 (rear wall) rear certain distance (with the outside of pit shaft outer tube wall 1
Extend 50cm-100cm on the basis of edge forward).After the completion of pit shaft pours, when having thawed when frost wall but not yet having thawed completely
(typically stopping to freeze 120d-180d in Freezing Station), now wall-rock crack has re-formed after wall, carries out deep hole grouting, after blocking wall
Hydraulic connection passage；This step fills soil layer mesopore so that the soil body is more closely knit to stratum slip casting；The hydraulic connection passage
Underground water contact channel between penetrating passage i.e. between stratum and the borehole wall, and each stratum).
As shown in Fig. 2 due to water barrier 3 (clay layer) good water-proof effect itself, therefore need to only be constructed in step and connect stubble seam 5
The embedded copper seal 6 in place can reach preferable waterproof effect (seepage water-carrying capacity is essentially 0 in the borehole wall).It is as shown in figure 3, aqueous
Layer 4 not only needs embedded copper seal 6, also (20cm should be gone up on the basis of connecing at stubble seam in the certain limit of lower end at stubble seam connecing
~30cm；Lower 20cm~30cm) deep injected hole 7 is buried, deep injected hole 7 transversely can directly penetrate the outward flange of pit shaft outer tube wall 1
(rear wall) certain distance (extends forward 50cm~100cm) on the basis of the outward flange of pit shaft outer tube wall 1, after the completion of pit shaft pours,
(typically stop to freeze 120d-180d in Freezing Station) when having thawed when frost wall but not yet having thawed completely, now wall-rock crack after wall
It has been re-formed that, carry out deep hole grouting, blocked hydraulic connection passage after wall.Construction is connect at stubble seam 5 in the certain limit of upper end
(upper 20cm~30cm on the basis of connecing at stubble seam) buries shallow injected hole 8, and shallow injected hole 8 transversely can directly penetrate pit shaft inner cylinder
The rear of the outward flange (rear wall) of wall 2, after the completion of between inner tube wall 2 and outer tube wall 1, equally treating that pit shaft pours, wall
Between space formed when carry out slip casting, with reach closure inside and outside the hydraulic connection passage of barrel 1 purpose.
As shown in Figure 1 and Figure 4, freezing basement rock section 10 and the intersection of water-bearing layer 4 up and down in certain limit (to be at interface
20cm~30cm on benchmark；Lower 20cm~30cm) each embedded deep injected hole 7, deep injected hole 7 transversely can be penetrated directly outside pit shaft
Certain distance (extending 50cm~100cm forward on the basis of the outward flange of pit shaft outer tube wall 1) after the wall of barrel 1, pit shaft pours completion
Afterwards, (typically stop to freeze 120d-180d in Freezing Station) when having thawed when frost wall but not yet having thawed completely, now wall back wall lithofraction
Gap has re-formed, and carries out deep hole grouting, blocks hydraulic connection passage after wall；In freezing basement rock section 10 and non-freeze section 11
Intersection is each in certain limit up and down to bury shallow injected hole 8, and shallow injected hole 8 transversely can directly penetrate the outside of pit shaft inner tube wall 2
Edge (3cm~5cm after wall), after the completion of equally treating that pit shaft pours, slip casting is carried out when space is formed between wall, to reach closure inner/outer tube
The purpose of the hydraulic connection passage of wall 1.And construct to connect in freezing basement rock section 10 and also answer embedded water stop copper sheet 6 at stubble seam 5, and connecing stubble
(lower 20cm~30cm on the basis of stubble is stitched at 5 is connect by construction) in seam lower end certain limit and bury deep injected hole 7, upper end certain limit
Interior (meeting upper 20cm~30cm on the basis of stubble stitches 5 by construction) buries shallow injected hole 8, is connect with reaching thorough plugging construction at stubble seam 5
The purpose of hydraulic connection passage.
Wherein, the borehole wall injection molding die 13 used when pit shaft outer tube wall 1 of the invention pours is special mould.The present invention
Mould be step-like borehole wall injection molding die 13, it is one that the outer tube wall 1 poured with the step-like mould, which makes construction connect stubble seam 5,
Individual forge piece of step type structure.Traditional moulds bottom of the prior art is smooth, so that it is horizontal, nothing that construction, which connects stubble seam 5,
Fluctuations, it is easier to seep water.The special die of the present invention is improved to traditional moulds, and bottom is made into stepped ramp type, so as to
So that it is also step-like that the construction between different sections of height, which connects stubble seam 5,.It should be noted that the step-like well bore wall injection molding die
Only refer to the mould used when pit shaft outer tube wall 1 pours.Flat contact between traditional upper and lower mould is changed to step and connect by the present invention
Touch, increase the permeation pathway of concrete with this, strengthen the impermeability of joint part borehole wall concrete.Poured simultaneously in upper and lower mould
When, laitance, bristle, watering processing should be removed to its contact surface in advance.
Further preferably, as shown in figure 5, step-like borehole wall injection molding die 13 includes side wall 134 and the bottom being vertically arranged
Face.Bottom surface is step-like bottom surface, and the step-like bottom surface is followed successively by first level bottom surface 131, vertical plane 132 and second from top to bottom
Horizontal bottom 133；The left side of first level bottom surface 131 is connected with the lower section of left side side wall 134, the right side of first level bottom surface 131
Side is connected with the top of vertical plane 132, and the lower section of vertical plane 132 is connected with the left side of the second horizontal bottom 133, the second horizontal base
The right side in face 133 is connected with the lower section of right sidewall 134；Height apart from the left side side wall 134 of horizontal plane is less than right sidewall
134 height.More preferably, the present invention in copper seal be arranged on construction connect stubble seam position be and borehole wall injection molding die 13
The corresponding section of the second horizontal bottom 133.
In summary, the present invention has following advantageous effects：
Mine shaft is simple in construction in technical scheme provided by the invention, good seepage-proof property, and antiseepage operating method is succinct
It is easy to operate.The present invention use step-like borehole wall injection molding die build the construction that wall obtains and connect stubble and stitched also to be step-like, this
Step-like construction, which connects stubble seam, can extend infiltration lane, improve impervious.The present invention connects stubble and sewed in construction is additionally provided with arc
The copper seal of shape, the water-stagnating effect of the copper seal is fine, can effectively stop that the water of soil layer is flowed into pit shaft.Including the present invention
Gap is provided between barrel and outer tube wall, the gap is filled with water proof material, the present invention be additionally provided with deep injected hole and
Shallow injected hole, effectively between all hydraulic connection passages outside the outward flange of closure outer tube wall, inner tube wall and outer tube wall
All hydraulic connection passages.The present invention effectively solves the problems, such as pit shaft percolating water using a variety of closure processing modes.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
God and principle within, any modification, equivalent substitution and improvements made etc., accompanying claims protection domain of the present invention it
It is interior.
Claims (10)
1. a kind of newly-built antiseepage mine shaft, it is characterised in that the pit shaft includes outer tube wall and inner tube wall；The inner tube wall and
Gap is provided between the outer tube wall, is filled in the gap location using water proof material；In the depth of the outer tube wall
The multiple horizontal constructions that are provided with being spaced on direction connect stubble seam, and connect stubble in multiple constructions and sew on and be respectively provided with only
Water copper sheet；
The pit shaft sequentially passes through freezing top soil, freezing basement rock section and non-freeze section from up to down.
2. newly-built antiseepage mine shaft as claimed in claim 1, it is characterised in that what the construction connect stubble seam is shaped as step
Shape；
The copper seal is shaped as arc shape, and the opening of the copper seal of the arc shape is towards the outward flange of the outer tube wall
Direction.
3. newly-built antiseepage mine shaft as claimed in claim 1, it is characterised in that in the freezing top soil and described freeze
Depth is provided with a certain distance from above and below the boundary line of rock section, the freezing basement rock section and the non-freeze section
Injected hole；
The freezing top soil is alternately distributed and formed by multiple water barriers and multiple water-bearing layers；The water barrier and the water-bearing layer
Boundary line above and below at a certain distance from be provided with deep injected hole；
Construction is provided with the depth direction of the outer tube wall in the water barrier and the water-bearing layer and connects stubble seam；
Construction is provided with the depth direction of the outer tube wall in the freezing basement rock section and connects stubble seam.
4. newly-built antiseepage mine shaft as claimed in claim 3, it is characterised in that also include：
The construction in the water-bearing layer is respectively arranged with shallow injected hole at a certain distance from connecing the top and bottom of stubble seam
With deep injected hole；
The construction in the freezing basement rock section is respectively arranged with shallow note at a certain distance from connecing the top and bottom of stubble seam
Starch hole and deep injected hole.
5. newly-built antiseepage mine shaft as claimed in claim 4, it is characterised in that the length of the deep injected hole is from described
The inward flange of inner tube wall starts until extending to the distance of the outer peripheral outside of the outer tube wall；
The length of the shallow injected hole is up to the outward flange for extending to the inner tube wall since the inward flange of the inner tube wall
Outside distance.
6. newly-built antiseepage mine shaft as claimed in claim 5, it is characterised in that between the inner tube wall and the outer tube wall
The width range in the gap set is 5cm-10cm；
The length that the deep injected hole extends to the outer peripheral outside of the outer tube wall is 50cm-100cm；
The length that the shallow injected hole extends to the outer peripheral outside of the inner tube wall is 3cm-5cm；
In the water-bearing layer and the freezing basement rock section, on the basis of the construction connects stubble seam, stubble seam is connect apart from the construction
Upper end 20cm-30cm at be provided with the shallow injected hole, apart from it is described construction connect stubble seam lower end 20cm-30cm at be provided with
The deep injected hole.
7. the preparation method of the newly-built antiseepage mine shaft as described in claim 1-6 is any, it is characterised in that the preparation side
Method comprises the following steps：
1) wall material preparation steps are built：The concrete for making high-strength high impermeability of concrete for preventing from cracking builds wall material as the pit shaft；
2) outer tube wall cast step：By the outer tube wall that the filling concrete of the high-strength high impermeability of concrete for preventing from cracking is the pit shaft；
Wherein it is preferred to step-like borehole wall injection molding die is used in the outer tube wall cast step, each borehole wall injection molding
The height of mould is the high height of a section of outer tube wall；The outer tube wall is made up of multiple described section of height；
Preferably, the intersection between described section of different height connects stubble seam for the construction, is connect in the construction advance at stubble seam
Embedded copper seal；
Preferably, in the friendship of the freezing top soil and the freezing basement rock section, the freezing basement rock section and the non-freeze section
Pre- buried depth injected hole at a certain distance from above and below boundary line；Boundary line in the water barrier and the water-bearing layer
Above and below at a certain distance from pre- buried depth injected hole；The construction in the water-bearing layer connects the upper end of stubble seam with
Shallow injected hole and deep injected hole are embedded with respectively at a certain distance from end；The construction in the freezing basement rock section connects stubble seam
Top and bottom at a certain distance from be embedded with shallow injected hole and deep injected hole respectively；The length of the deep injected hole is from institute
The inward flange for stating inner tube wall starts until extending to the distance of the outer peripheral outside of the outer tube wall；The length of the shallow injected hole
Spend for the distance since the inward flange of the inner tube wall up to the outer peripheral outside that extends to the inner tube wall；
3) inner tube wall cast and gap filling step：Inner tube wall is carried out at a certain distance from the inward flange close to the outer tube wall
Pour, make gap be present between the outer tube wall and the inner tube wall, be filled in the gap location using water proof material；
Preferably, it is described to be cast for disposable synovial membrane and pour；
4) deep injected hole and shallow injected hole slip casting step：Slip casting is carried out to the deep injected hole and shallow injected hole, so as to close
There is hydraulic connection passage；
Wherein it is preferred to the opportunity for carrying out slip casting to the deep injected hole is：Freezing Station is stopped after freezing 120d-180d；
The opportunity that slip casting is carried out to the shallow injected hole is：Freezing Station is stopped after freezing 120d-180d.
8. preparation method as claimed in claim 7, it is characterised in that it is described to build in wall material preparation steps in step 1),
The seepage-resistant grade of the concrete of the high-strength high impermeability of concrete for preventing from cracking reaches more than P12, in the concrete of the high-strength high impermeability of concrete for preventing from cracking
Water-cement ratio is 0.22-0.25, sand coarse aggregate ratio 35%-40%；
In step 4), in the deep injected hole and shallow injected hole slip casting step, the slurries of the deep injected hole injection are cement
Slurry；The slurries of the shallow injected hole injection are cement and the mixed serum of waterglass.
9. preparation method as claimed in claim 7, it is characterised in that
In step 3), in the inner tube wall cast and gap filling step, set between the inner tube wall and the outer tube wall
The width range in the gap be 5cm-10cm；
In step 2), in the outer tube wall cast step, the deep injected hole extends to the outer peripheral outer of the outer tube wall
The length in portion is 50cm-100cm；The length that the shallow injected hole extends to the outer peripheral outside of the inner tube wall is 3cm-
5cm；
In the water-bearing layer and the freezing basement rock section, on the basis of the construction connects stubble seam, stubble seam is connect apart from the construction
Upper end 20cm-30cm be embedded with the shallow injected hole, apart from the construction connect stubble seam lower end 20cm-30cm be embedded with it is described
Deep injected hole.
10. preparation method as claimed in claim 7, it is characterised in that in step 2), in the outer tube wall cast step,
The step-like borehole wall injection molding die includes side wall and the bottom surface being vertically arranged；
The bottom surface is step-like bottom surface, and the step-like bottom surface is followed successively by first level bottom surface, vertical plane and from top to bottom
Two horizontal bottoms；The left side of the first level bottom surface is connected with the lower section of left side side wall, the right side of the first level bottom surface
It is connected with the top of the vertical plane, the lower section of the vertical plane is connected with the left side of second horizontal bottom, and described second
The right side of horizontal bottom and the lower section of right sidewall connect；Height apart from the left side side wall of horizontal plane is less than the right side
The height of side wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710719873.1A CN107345483B (en) | 2017-08-21 | 2017-08-21 | Newly-built seepage-proof coal mine shaft and preparation method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710719873.1A CN107345483B (en) | 2017-08-21 | 2017-08-21 | Newly-built seepage-proof coal mine shaft and preparation method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107345483A true CN107345483A (en) | 2017-11-14 |
| CN107345483B CN107345483B (en) | 2023-02-28 |
Family
ID=60256573
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710719873.1A Active CN107345483B (en) | 2017-08-21 | 2017-08-21 | Newly-built seepage-proof coal mine shaft and preparation method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107345483B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108397198A (en) * | 2018-05-16 | 2018-08-14 | 北京中地盾构工程技术研究院有限公司 | Assembly recovery type prestressing force branch protecting assembly for underground shaft |
| CN108915691A (en) * | 2018-06-27 | 2018-11-30 | 北京科技大学 | A kind of water proof anti-seepage concrete single-layer lining construction method under aqueous basement rock environment |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1900484A (en) * | 2006-06-27 | 2007-01-24 | 中国矿业大学 | Single layer well wall with connecting plate and its constructing method |
| JP2011169057A (en) * | 2010-02-19 | 2011-09-01 | Kajima Corp | Method of constructing vertical shaft |
| CN103277120A (en) * | 2013-06-19 | 2013-09-04 | 西安科技大学 | Post-unfreezing water burst prevention method of non-full-depth freezing vertical shaft |
| CN105697019A (en) * | 2016-03-07 | 2016-06-22 | 马钢(集团)控股有限公司 | Vertical shaft wall cast-in-place concrete joint and formwork device and construction method of vertical shaft wall cast-in-place concrete joint |
-
2017
- 2017-08-21 CN CN201710719873.1A patent/CN107345483B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1900484A (en) * | 2006-06-27 | 2007-01-24 | 中国矿业大学 | Single layer well wall with connecting plate and its constructing method |
| JP2011169057A (en) * | 2010-02-19 | 2011-09-01 | Kajima Corp | Method of constructing vertical shaft |
| CN103277120A (en) * | 2013-06-19 | 2013-09-04 | 西安科技大学 | Post-unfreezing water burst prevention method of non-full-depth freezing vertical shaft |
| CN105697019A (en) * | 2016-03-07 | 2016-06-22 | 马钢(集团)控股有限公司 | Vertical shaft wall cast-in-place concrete joint and formwork device and construction method of vertical shaft wall cast-in-place concrete joint |
Non-Patent Citations (1)
| Title |
|---|
| 马其等: "超大井筒壁后注浆防治水施工实践", 《中州煤炭》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108397198A (en) * | 2018-05-16 | 2018-08-14 | 北京中地盾构工程技术研究院有限公司 | Assembly recovery type prestressing force branch protecting assembly for underground shaft |
| CN108915691A (en) * | 2018-06-27 | 2018-11-30 | 北京科技大学 | A kind of water proof anti-seepage concrete single-layer lining construction method under aqueous basement rock environment |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107345483B (en) | 2023-02-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103184734B (en) | A kind of construction method implanting slip casting compound pile | |
| CN107237651A (en) | A kind of multi-level grouting water-tight reinforcement means of coal mine underground reservoir and reservoir dam | |
| CN106381840B (en) | Fracture plugging grouting method under a kind of high pressure moving water state | |
| CN105155541B (en) | A kind of dual slurry closure construction method of catch pit | |
| CN103590425A (en) | Peaty soft soil stratum subway station construction technology | |
| CN108517899A (en) | Mouth high-pressure grouting leak stopping processing method is buried in the leakage drilling of deep basal pit diaphram wall | |
| CN206667278U (en) | Lava crack Tunnel gushing treatment constructing structure | |
| CN106592614B (en) | The method for blocking of leakage point in foundation pit waterproof of man | |
| CN107201908A (en) | A kind of construction method of the regional buried Central drain in tunnel of bitter cold | |
| CN105200881B (en) | The construction method of High-cold regions roadbed freeze-harm Comprehensive Treatment structure | |
| CN106337413A (en) | Water-draining stiff geo-textile bag cement-soil composite pile and construction method thereof | |
| CN204112305U (en) | Existing railway line excavation section weak subgrade is reinforced and is used multi-functional lobby water system | |
| CN102660952A (en) | Controllable clay paste slurry grouting technique | |
| CN102979091B (en) | Method for constructing cement jet grouting pile with fine aggregate concrete core | |
| CN203213101U (en) | Embedding grouting combined pile | |
| CN106522959B (en) | A kind of borehole wall steel construction waterproof connecting plate and its construction technology | |
| CN107345483A (en) | A kind of newly-built antiseepage mine shaft and preparation method thereof | |
| CN105625302B (en) | A kind of variable cross-section strength core enhancing active material composite pile structure and construction method | |
| CN107587502A (en) | A kind of spiral-digging pore pressure pour water soil occlusion curtain pile construction method | |
| CN207080227U (en) | A kind of newly-built antiseepage mine shaft | |
| CN102174818A (en) | Controlled impermeable leaking stoppage grout-extruding water-stopping technology of strong water permeable stratum of quaternary system | |
| CN113445527A (en) | Method for treating leakage of grouting waterproof curtain in underground platform of rail transit | |
| CN110805031B (en) | Cement mixing pile cap and construction method thereof | |
| CN107447754A (en) | The new plant stake technique of prefabricated tubular pile and the pile body formed | |
| CN108149637A (en) | A kind of vertical bank revetment structure and its construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |