CN109083682A - A kind of construction method of mine working antiseepage high intensity fire dam - Google Patents
A kind of construction method of mine working antiseepage high intensity fire dam Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 239000004567 concrete Substances 0.000 claims abstract description 60
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 43
- 239000011449 brick Substances 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 15
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- 239000003245 coal Substances 0.000 claims description 11
- 244000144985 peep Species 0.000 claims description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 239000011398 Portland cement Substances 0.000 claims description 6
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- 229910052742 iron Inorganic materials 0.000 claims description 5
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- 239000011378 shotcrete Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000032258 transport Effects 0.000 description 2
- NAWXUBYGYWOOIX-SFHVURJKSA-N (2s)-2-[[4-[2-(2,4-diaminoquinazolin-6-yl)ethyl]benzoyl]amino]-4-methylidenepentanedioic acid Chemical compound C1=CC2=NC(N)=NC(N)=C2C=C1CCC1=CC=C(C(=O)N[C@@H](CC(=C)C(O)=O)C(O)=O)C=C1 NAWXUBYGYWOOIX-SFHVURJKSA-N 0.000 description 1
- 241000272814 Anser sp. Species 0.000 description 1
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Classifications
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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
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/103—Dams, e.g. for ventilation
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- Mining & Mineral Resources (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
一种矿山巷道防渗高强度密闭墙的施工方法，属于矿山水害保护措施领域；方法：1)对密闭地点顶底板及两帮掏槽，并清理现场废料；2)确定“三孔”的位置及尺寸；3)搭建砖墙，并在混凝土墙的掏槽内安设锚杆构建起钢筋骨架；4)墙体构筑前进行堵孔，然后采用“直升导管法”进行混凝土墙的浇筑直至墙体浇筑完成，墙体构筑好后进行喷浆；本发明结合大坝的防渗混凝土墙施工工艺，通过安装井下防渗水高强度密闭装置，提供了一种能够在透水时期实现密闭，且施工方便、渗水量小、安全性高、可靠性好的防渗高强度密闭墙，该密闭墙西永“砖墙+充填层+混凝土墙”的复合墙体结构，解决了井下遇到突水事故需要构建防水密闭墙时水会渗透的问题。A construction method for anti-seepage and high-strength airtight walls of mine roadways, which belongs to the field of mine water damage protection measures; method: 1) cut grooves on the roof, floor and two sides of the airtight site, and clean up waste materials on site; 2) determine the position of "three holes" 3) Build a brick wall, and install anchor rods in the cutouts of the concrete wall to build a steel skeleton; 4) Plug the holes before building the wall, and then use the "straight-up conduit method" to pour the concrete wall until The pouring of the wall is completed, and the grouting is carried out after the wall is constructed; the present invention combines the anti-seepage concrete wall construction technology of the dam, and provides a kind of anti-seepage water high-strength airtight device that can realize airtightness during the water-permeable period, and Convenience in construction, low water seepage, high safety, and good reliability. Seepage-proof high-strength airtight wall. The airtight wall has a composite wall structure of "brick wall + filling layer + concrete wall", which solves the problem of water inrush accidents in underground mines. The problem of water penetration when it is necessary to construct a waterproof and airtight wall.
Description
Technical field
The invention belongs to mine water damage safeguard measure field, in particular to a kind of mine working antiseepage high intensity fire dam
Construction method.
Background technique
With being continuously increased for China's mining depth, shallow-layer coal resources have tended to be exhausted, the mine when exploiting lower part coal
Well just will receive the threat of top coal water in gob area.Water in gob area amount is larger, once gushing water occurs can be in the short period
It inside bursts into underground, causes to flood well accident.In order to prevent the generation of this accident, water dam and water-proof sealing are generally taken in underground
The measure of wall.And water-proof sealing wall is mainly disposed in the related tunnel between goaf water storage multiplexing area and normal production exploiting field
At the mine refuge chamber of underground.The present invention be directed to the water-proof sealing walls of goaf construction, since goaf water body acts on entirely
Resistance to compression and shearing strength on water-proof sealing wall are slow by what is in the tolerance range of wall main body force structure, be primarily subjected to
The hydrostatic pressure in goaf is injected, the intensity of wall must reach 1.3MPa.In practice, water in gob area is penetrated by wall
It is equally the big hidden danger in underground one in tunnel.So hidden danger and problem that the present invention is solved for these needs, develop a kind of anti-
The construction method for seeping high-intensitive fire dam improves the barrier properties of mine dam and supports shock proof intensity, adopts to shaft production
The safe working in area, the safety in tunnel play the role of vital.
Present water-proof sealing wall is largely divided into stalk formula and two kinds of slotting formula in the form of.Both mine dams exist
It is functionally no difference, is provided to prevent gushing water from threatening to mine safety, regardless of being set in goaf or mine refuge chamber
Set closed, the fire dam of two kinds of forms can be realized.But the water-proof sealing wall of both forms in material property, technique, set
Standby, efficiency and obturation effect etc. respectively have its advantage and disadvantage.
(1) stalk formula: the advantages of stalk formula water-proof sealing wall, is that its structure is simple, does not need slotting, saves engineering
Expense shortens the construction period.But since its structure is single, the bearing strength of wall is mainly to lean on the shearing resistance of anchor pole and wall,
Intensity is smaller.Secondly stalk formula fire dam when gushing water is big or encounters high pressure water and can leak more than the wall, barrier properties compared with
Difference.
(2) slotting formula: slotting formula water-proof sealing wall can be helped before fire dam pours prior to two with roof and floor slotting, make wall
Gap reduces between country rock, and barrier properties are more preferable, and strength of wall body is bigger.High pressure water is reduced by the leakage of wall and is washed away close
The danger closed.
Hydrogeological disaster is coped in mine laneway at present, it is both high in order to establish out intensity after determining fire dam form
The fire dam of water-impervious again, being innovated and improved in the construction methods such as concreting process and material selection just seems outstanding
It is important.
Summary of the invention
In view of the deficiencies of the prior art, the present invention provides a kind of construction parties of mine working antiseepage high intensity fire dam
Method, to meet above-mentioned purpose, the impervious concrete wall construction technology of present invention combination dam is high-strength by installation underground water-impervious
Obturator is spent, providing one kind can be closed in the realization of permeable period, and structure is simple, easy for construction, water percolating capacity is small, safety
Property high, good reliability antiseepage high intensity fire dam.
A kind of construction method of mine working antiseepage high intensity fire dam, the specific steps are as follows:
Step 1, slotting:
To the top in closed place, bottom plate and two help carry out slotting, respectively the first, second, third and fourth slotting, wherein second,
Three, four slottings are adjacent slotting, can be merged into a slotting, wherein toe cut depth is not less than 300mm, inverted draw cut
Depth is no less than 500mm；Two help slotting until touching coal petrography to guarantee adjoining rock stability；
Step 2, position and the size in " three holes " are determined:
The position of selected " three holes " (measure hole, peep hole, dewatering orifice), " three holes " are all installed in wall center line position
It sets, dewatering orifice is arranged away from the position 300~350mm of bottom plate, peep hole is located at top plate to the middle of bottom plate, and measure hole is set up
At away from 280~320mm of top plate, and guarantee it in slotting, the diameter in measure hole is not less than 100mm, peep hole and dewatering orifice
Diameter is not less than 25mm, and 2~3 conduits are arranged in top plate slotting position and go deep into, the spacing between adjacent catheter is not more than 3.5m；
Step 3, brick wall and concrete walls framework of steel reinforcement are built:
Construct wall in slotting, wall is brick wall or concrete walls, piles up wall using brick, and when construction, hacking is wanted
It soaks；When piling up, adjacent perps will be staggered, and transverse joint is horizontal, marshalling；The wall heart is successively tamped with mortar, notch and to connect top tight
Real, skirt must be plastered and be smeared to brick wall body, and polishing compacting, free from flaw, again seam and hollow joint, plastering thickness is not less than 2cm, skirt width
Not less than 0.2m；4 anchor poles are inlayed in concrete closed wall surrounding slotting respectively, and all install anchor pole in four, tunnel orientation,
Steel mesh is laid on anchor pole, steel mesh and anchor pole interface point are mutually lapped, and are tightened, fastened with iron wire；
Step 4, concreting:
(1) before pouring: putting people one in conduit and lead note plug, cement mortar is injected into conduit, by means of the weight of cement mortar
Power will lead note plug and be depressed into bottom hole, and the mud in pipe is easily discharged out of the hole later；
(2) it pours: being poured using " direct pipe method ", continuously the delivering concrete into conduit, successively perfusion is tamped,
Accomplish seam of not leaving a blank tightly, the depth in conduit base opening Transducers Embedded in Concrete is 1~6m, fixes pipe laying to prevent mud and waits for wall
Inner concrete face pour it is flat after, then it is balanced rise, the concrete surface rate of climb is no less than 2m/h, and concrete surface is high at adjacent catheter
Difference should control within 0.5m, continuous placing, until back, will connect reality with top side when binding；
(3) after pouring: per pass wall construction is intended to whitewash to surrounding after terminating, and is sprayed with the no less than skirt of 100mm
Side, shotcrete thickness are not less than 100mm, it is ensured that the barrier properties around fire dam, then cleaning rebound material is completed until seeing real bottom
Water-proof sealing wall is constructed.
A kind of construction method of above-mentioned mine working antiseepage high intensity fire dam, in which:
In the step 1, by former and later two slottings, preceding brick wall is piled up in preceding slotting, piled up in rear slotting concrete walls and
Brick wall afterwards；When slotting that all electric conductors are all off, the coal on surface, spoil and the other waste materials dug out will be received as early as possible
It picks up completely, transports in time, job location must not be piled up.
In the step 2, the position selection in " three holes " needs concrete condition under Reference well.
In the step 3, to guarantee that metope is vertical with tunnel, necessary bracing wire, mortar tamp full, mortar joint when constructing closed
Size is not more than 10mm, uniformity.
In the step 4 (1), before pouring, the shape of conduit, the quality of connector, weld seam should be gone through, excessive deformation and
The conduit of damage cannot use, and guide post plug is the ball or wooden shot of diameter 2mm smaller than catheter diameter.
In the step 4 (2), when pouring, shallow sequence after first depth should be followed, i.e., since most deep conduit, by deeply to
Shallowly, it successively pours, in casting process, needs to have remembered concrete surface uptrace, prevent plugging, pipe laying, conduit spillage and mud
The accident of blending occurs.
In the step 4 (2), concrete is mixed by low-heat portland cement, flyash, water-reducing agent and air entraining agent,
Specific surface area is 210~240m2/ kg, wherein portland cement: flyash: water-reducing agent: air entraining agent=240:160:2:12 subtracts
Aqua is poly carboxylic acid series water reducer of new generation.
In the step 4 (3), three holes must be subjected to temporary plugging when construction, prevent sundries from entering in pipeline；Receive pipe
The material of temporary plugging pipeline is removed in time before road, it is ensured that " three holes " pipeline is unimpeded.
A kind of construction method of above-mentioned mine working antiseepage high intensity fire dam, major technique thinking are as follows:
Water dam is arranged in general underground, but water leak accident once occurs, and water dam does not have closed effect to water body,
In view of the present invention needs the high-intensitive and good fire dam of infiltration, so the form of selection slotting formula water-proof sealing wall.
It is poured using " direct pipe method ", so concrete wall is goed deep into measure hole, to guarantee its barrier properties, settable 2~3
Conduit gos deep into, and since the cut-off wall concrete slump is generally 18~22cm, dilation angle is 1.5~2m, therefore adjacent leads
Spacing between pipe is not preferably greater than 3.5m, and such casting method ensure that the intensity and barrier properties of concrete.
It is prepared using the cut-off wall concrete casting craft in hydraulic engineering with concrete material and is applied to underground airtight wall
Construction technology on.It first draws water in tunnel to be onstructed, then in concreting out of, portion of side is dug out in advance groove body
It protrudes into measure pipe and connects conduit and protrude into walling body to be poured, such form of construction work can be very good to prevent from having in the process of walling
The intrusion of water；In view of the intensity and barrier properties of wall, use intensity is higher on material, the better mixing material of anti-permeability
Material, the high intensity and barrier properties of fire dam are realized from these two aspects, in hydraulic engineering in seepage control of dam wall concrete material
Material is applied to underground airtight, it is made to obtain better sealing effect
A kind of construction method of above-mentioned mine working antiseepage high intensity fire dam has the beneficial effect that compared with prior art
The impervious concrete wall construction technology of present invention combination dam passes through the high-intensitive closed dress of installation underground water-impervious
Set, provide one kind can permeable period realize it is closed, and structure is simple, easy for construction, water percolating capacity is small, it is highly-safe, can
The antiseepage high intensity fire dam good by property, solving underground and encountering water when water inrush accident needs to construct water-proof sealing wall can permeate
Problem, the closed wall construction are the composite wall body structure of " brick wall+filling layer+concrete walls ", and do not have between wall and coal side
Gap, avoids the disadvantage of the barrier properties deficiency of stalk formula fire dam, and more mature concreting technique has been applied to well
Lower fire dam, makes coal mine concreting technique all increase from quality and success rate, ensure that barrier properties and high intensity
It is required that.
Detailed description of the invention
Fig. 1 water-proof sealing wall side view of the present invention, the first wall of 1-, the second wall of 2-, 3- third wall, the 4th wall of 4-
Body, 5- consolidate power folder net, 6- filling layer, 7- back, 8- roadway floor, the dewatering orifice 9-, 10- peep hole, 11- measure hole.
Fig. 2 concrete walls of the present invention consolidate power folder web frame schematic diagram, 12- anchor pole.
Fig. 3 concrete walls of the present invention pour constructed profile.
Fig. 4 water-proof sealing wall force structure schematic diagram of the present invention.
Specific embodiment
Below in conjunction with the specific embodiment of certain mine, technical solution of the present invention is described.
The goaf of water storage is mainly 31104~31116 working face of a panel under certain mine, and ponding absolute altitude 1098.7m is put down
Equal depth of accumulated water 5.2m, 387.3 ten thousand m of water accumulating volume3, need the northern outermost 31116-2 working face in a panel and main entry it
Between auxiliary fortune tunnel, withdraw in tunnel and connection roadway with the present invention setting water-proof sealing wall.It will by 5 water-proof sealing walls of setting
Goaf water storage is closed, drift section 5.0m × 3.7m.
The side view of the water-proof sealing wall of the present invention in embodiment as illustrated in FIG. 1, including the first wall 1, the second wall
Body 2, third wall 3, the 4th wall 4, Gu power presss from both sides net 5, filling layer 6, back 7, roadway floor 8, dewatering orifice 9, peep hole
10, measure hole 11；Wherein, the first wall 1, the second wall 2, the 4th wall 4 be brick wall, third wall 3 be concrete walls, first
It is filling layer 6 between wall 1 and the second wall 2, solid power is set inside third wall 3 and presss from both sides net 5.
Concrete is mixed by low-heat portland cement, flyash, water-reducing agent and air entraining agent in embodiment, specific surface area
For 210~240m2/ kg, wherein portland cement: flyash: water-reducing agent: air entraining agent=240:160:2:12, water-reducing agent are new
Generation poly carboxylic acid series water reducer.
Embodiment
The embodiment of the present invention proposes the specific steps for being previously mentioned the fire dam construction of coal mine:
A kind of construction method of mine working antiseepage high intensity fire dam, the specific steps are as follows:
Step 1, slotting:
To the top plate 7 in tunnel, bottom plate 8 and two help carry out slotting, respectively the first, second, third and fourth slotting, wherein second,
Three, four slottings are adjacent slotting, can be merged into a slotting, and each slotting is arranged in parallel, and each slotting includes inverted draw cut, side
Slot and kerve, inverted draw cut are located at back 7, and kerve is located at roadway floor 8, and end cut is located at tunnel two sides, wherein toe cut is deep
Degree is not less than 300mm, and inverted draw cut depth is no less than 500mm, the wide 0.3m of inverted draw cut, the wide 0.2m of kerve, the wide 0.5m of end cut, and groove width
It is mating with width of wall body, fix wall, when slotting is all off (metal mesh, iron wire) by all electric conductors, digs out
Coal, spoil and other waste materials on surface will be cleaned up as early as possible, transport in time, must not pile up job location.
Step 2, position and the size in " three holes " are determined:
The position of selected " three holes " (measure hole 11, peep hole 10, dewatering orifice 9), " three holes " are all installed in wall center
Dewatering orifice 9 is arranged away from the position bottom plate 350mm line position, and peep hole 10 is located at top plate to the middle of bottom plate, and measure hole is set
It stands at away from top plate 300mm, and guarantees it in slotting, the diameter in measure hole 11 is 110mm, and peep hole and 10 dewatering orifices 9 are straight
Diameter is 40mm, and 2 conduits are arranged in top plate slotting position and go deep into, and the spacing between adjacent catheter is not more than 3.5m, makes constructing
When seepage rate be preferably minimized；
Step 3, brick wall and concrete walls framework of steel reinforcement are built:
First wall 1 is located at the first slotting, and the second wall 2 is located at the second slotting, and third wall 3 is located at third slotting, the
Four walls 4 are located at the 4th slotting, and the first wall 1 is 0.5m brick wall, and the second wall 2 is 0.37m brick wall, and third wall 3 is 1m's
Concrete walls, the 4th wall 4 are 0.75m brick wall, are filling layer 6 between the first wall 1 and the second wall 2；For guarantee metope with
Tunnel is vertical, when constructing closed must bracing wire successively to pile up the first wall 1, the second wall 2, the 4th wall 4 closed, brick wall uses
Qualified red machine brick is selected, hacking will soak；When piling up, adjacent perps will be staggered, and transverse joint is horizontal, marshalling；The wall heart is successively used
Mortar tamps, and mortar fills full, mortar joint uniformity, is not more than 10mm, notch and connects that top is tight, and brick wall body must be plastered and be smeared
Skirt, polishing compacting, free from flaw, again seam and hollow joint, plastering thickness are not less than 2cm, and skirt width is not less than 0.2m, such as Fig. 2 institute
Show, the end cut of third slotting, inverted draw cut, kerve slot bottom in the middle part of construct respectively row's anchor pole 12, anchor pole 12 is along third slotting
Circumferentially distributed, adjacent anchor pole 12 is spaced about 1 ± 0.1m, and also constructing respectively on four corner locations of the second slotting has anchor pole
12, reinforcing bar and anchor pole 12 are bundled to form concrete steel tendons skeleton using iron wire, steel mesh and 12 interface point of anchor pole are mutually lapped,
Lap-joint uses iron wire bundled fixed, forms solid power and presss from both sides net 5, Gu power folder net 5 is arranged inside third wall 3, Gu power folder net 5 wraps
Concrete steel tendons skeleton and reinforced mesh are included, concrete steel tendons skeleton is formed by reinforcing bar and anchor pole bundled fixed, reinforced mesh peace
In concrete steel tendons skeleton, Gu after power folder net 5 installs, it can casting concrete Bone Wall；
Step 4, concreting:
(1) before pouring: going through the shape of conduit, the quality of connector, weld seam, the conduit of excessive deformation and damage cannot
It uses, the ball of one diameter 2mm smaller than catheter diameter of people is put in conduit, cement mortar is injected into conduit, borrow cement bonded sand
The gravity of slurry will lead note plug and be depressed into bottom hole, and mud in pipe is easily discharged out of the hole.
(2) it pours: as shown in figure 3, being poured using " direct pipe method " to third wall 3, it then follows after first depth shallowly
Sequentially, i.e., it since most deep conduit, from deep to shallow, successively pours, in casting process, needs to have remembered that concrete surface rises note
Record, the accident for preventing plugging, pipe laying, conduit spillage and mud blending occur, and continuously the delivering concrete into conduit, is successively perfused
It tamps, to accomplish seam of not leaving a blank tightly, the depth in conduit base opening Transducers Embedded in Concrete is 3m, fixes pipe laying to prevent mud and waits for wall
Internal concrete surface pour it is flat after, then it is balanced rise, the concrete surface rate of climb is 3m/h, and concrete surface height difference is answered at adjacent catheter
Within 0.5m, continuous placing fills the filling layer 6 between wall 1 and wall 2 for control, and the first filler is goose
Cobble, packed height 2.7m, after the completion of the filling of the first filler；Using the second filler Ma Lisan, packed height is
1m, until back, will connect reality with top side when binding；
(3) after pouring: three holes must be carried out temporary plugging when construction, prevent sundries from entering in pipeline；Before receiving pipeline
The material of temporary plugging pipeline is removed in time, it is ensured that the unimpeded per pass wall construction of " three holes " pipeline is intended to after terminating to surrounding
It whitewashes, is sprayed with the no less than skirt of 100mm, shotcrete thickness is not less than 100mm, it is ensured that the barrier properties around fire dam, so
Cleaning rebound material afterwards completes constructing for water-proof sealing wall until see real bottom, and three holes must be carried out temporary plugging by when construction, prevents
Only sundries enters in pipeline；The material of temporary plugging pipeline is removed in time before receiving pipeline, it is ensured that " three holes " pipeline is unimpeded.
Since the present embodiment fire dam is primarily subjected to be slowly injected into the hydraulic pressure effect in goaf, therefore the present invention is constructed close
It closes wall and carries out fail-safe analysis, different according to stress property, foundation is analyzed with drag:
Physical model:
1) by effect of water pressure on water-proof sealing wall main body force structure, main body force structure passes through goaf side water storage
Wall transfers the force to the wall and country rock of insertion country rock, the effect which is primarily subjected to along tunnel axis direction
Power is compression, and main body force structure strength of wall body should be greater than goaf water pressure.
2) it when fire dam surrounding is fixed by country rock, along tunnel axis direction, acts on fire dam main body force structure
Active force be mainly shear stress, fire dam main body force structure or country rock shearing strength should be greater than goaf water pressure.
3) the present embodiment underground water-proof sealing wall main body force structure is the concrete walls of 1m thickness, and strength grade of concrete is
C25 calculates the safety water head height that wall can bear by main body force structure compression strength and shearing strength.Water-proof sealing wall
Force structure is as shown in Figure 4.
Mathematical model:
This analyzes the difference according to stress object, in conjunction with established physical model, respectively with water-proof sealing wall main body
Force structure, country rock are research object, founding mathematical models.
1) it is checked according to water-proof sealing wall concrete strength
By water-proof sealing wall concrete strength and the depth parameter E of the water-proof sealing wall of embodiment practice of construction insertion country rock
It determines its safe hydraulic pressure that can be born, can be calculated by formula (1).
γ0PsS1=γhfcS2 (1)
S1=BH (2)
S2=(B+2E1)×(H+E2+E3)-S1 (3)
In formula, γ0For the important coefficient of structure, 1.2 are taken；PsFor the safe hydraulic pressure that water-proof sealing wall is born, MPa；S1For
Wall end facing water is acted on the gross area, m2 by hydraulic pressure；γhFor concrete reduction coefficient, 0.85 is taken；fcIt is set for concrete crushing strength
Evaluation, MPa；S2For the bearing area of wall and shoulder bed effects, m2；B is tunnel clear span, m；H is tunnel clear height, m；E1For end cut
Depth, m；E2For kerve depth, m；E3For inverted draw cut depth, m.
Safe hydraulic pressure formula can be derived according to formula (1)~formula (3), such as formula (4):
Ps=γhfc[(B+2E1)(H+E2+E3)-S1]/(γ0BH) (4)
By the length of the water-proof sealing wall primary load bearing structure of water-proof sealing wall anti-shear concrete intensity and mine practice of construction
Degree determines its safe hydraulic pressure born, can calculate by formula (5).
γ0PsS1=γhS3[τ] (5)
S3=2 (H+B) L (6)
Safe hydraulic pressure formula can be derived according to formula (5), formula (6), such as formula (7):
Ps=γh[2(H+B)L]×[τ]/(γ0BH) (7)
In formula, L is water-proof sealing wall primary load bearing structure wall length, m；S3It is calculated for lock wall and bears the section of shear, m2；
[τ] is that concrete allows shearing strength, empirical equation:MPa；ftIt is set for concrete tensile strength
Evaluation, MPa.
It is checked according to Surrounding Rock Strength:
By the size of the main force structure of water-proof sealing wall of water-proof sealing walled rock shearing strength and mine practice of construction
Parameter determines its safe hydraulic pressure born, can calculate by formula (8).
γ0γcPsS1=S3τ (8)
S3=2 (H+B) L (9)
In formula, γcInfluence coefficient for slotting construction to country rock, takes 1.6；τ is that rock mass allows shearing strength, and rock mass allows
Shear-resistant strength empirical formula τ=0.060~0.078RMPa；R is rock mass compression strength, R=εa×Rc, RcFor rock pressure resistance
Degree, MPa；εaFor rock cranny coefficient, value condition see the table below 1.
Rock cranny coefficient table
| Joints development degree | Joint agensis | It relatively develops at joint | Joints development | It develops very much at joint |
| Fractured tunnel | >0.75 | 0.45~0.75 | 0.45~0.75 | <0.45 |
According to formula (8), formula (9), safe hydraulic pressure formula can be derived, such as formula (10).
Ps=[2 (H+B) L] × τ/(γ0γcBH) (10)
The water-proof sealing determined according to the actual size of each water-proof sealing wall of live practice of construction and country rock material parameter
The safe hydraulic pressure of wall such as larger than actual hydraulic pressure, then the water-proof sealing wall is reliable, and pressure-bearing is safe.Conversely, be it is unsafe,
Unsafe water-proof sealing wall need to be rectified and improved.
According to the physics of foundation, mathematical model, in conjunction with the embodiments middle coal seam physical and mechanical parameter and underworkings size, core
Calculating the safety water head height that work face goaf water-proof sealing wall is born is 15.8m, and the head height actually born is
3.2m, actual head height are less than safety water head height, illustrate that the present invention constructs the reliability of goaf water-proof sealing wall and holds
Pressure energy power can satisfy the function of Underground well water multiplexing.
Claims (7)
1. a kind of construction method of mine working antiseepage high intensity fire dam, which is characterized in that specific step is as follows:
Step 1, slotting:
To the top in closed place, bottom plate and two help carry out slotting, respectively the first, second, third and fourth slotting, wherein second and third, four
Slotting is adjacent slotting, can be merged into a slotting, wherein toe cut depth is not less than 300mm, and inverted draw cut depth is not
Less than 500mm；Two help slotting until touching coal petrography to guarantee adjoining rock stability；
Step 2, position and the size in " three holes " are determined:
The position of selected " three holes " (measure hole, peep hole, dewatering orifice), " three holes " are all installed in wall position of center line, will
Away from the position 300~350mm of bottom plate, peep hole is located at top plate to the middle of bottom plate for dewatering orifice setting, measure hole be built up in away from
At 280~320mm of top plate, and guarantee it in slotting, the diameter in measure hole is not less than 100mm, peep hole and the bore dia that discharges water
Not less than 25mm, 2~3 conduits are set in top plate slotting position and are goed deep into, the spacing between adjacent catheter is not more than 3.5m；
Step 3, brick wall and concrete walls framework of steel reinforcement are built:
Construct wall in slotting, wall is brick wall or concrete walls, piles up wall using brick, and when construction, hacking will soak；
When piling up, adjacent perps will be staggered, and transverse joint is horizontal, marshalling；The wall heart is successively tamped with mortar, notch and tight, the brick that connects top
Skirt must be plastered and be smeared to wall, and polishing compacting, free from flaw, again seam and hollow joint, for plastering thickness not less than 2cm, skirt width is not small
In 0.2m；4 anchor poles are inlayed in concrete closed wall surrounding slotting respectively, and all install anchor pole in four, tunnel orientation, in anchor
Steel mesh is laid on bar, steel mesh and anchor pole interface point are mutually lapped, and are tightened, fastened with iron wire；
Step 4, concreting:
(1) before pouring: people one is put in conduit and leads note plug, and cement mortar is injected into conduit, it will by means of the gravity of cement mortar
It leads note plug and is depressed into bottom hole, the mud in pipe is easily discharged out of the hole later；
(2) it pours: being poured using " direct pipe method ", continuously the delivering concrete into conduit, successively perfusion is tamped, and to be done
To seam of not leaving a blank tightly, the depth in conduit base opening Transducers Embedded in Concrete is 1~6m, fixes pipe laying to prevent mud and waits for mixing in wall
Solidifying soil face pour it is flat after, then it is balanced rise, the concrete surface rate of climb is no less than 2m/h, and concrete surface height difference is answered at adjacent catheter
Control is within 0.5m, continuous placing, until back, will connect reality with top side when binding；
(3) after pouring: per pass wall construction is intended to whitewash to surrounding after terminating, and is sprayed with the no less than skirt of 100mm, sprays
It starches thickness and is not less than 100mm, it is ensured that the barrier properties around fire dam, then cleaning rebound material completes anti-watertight until seeing real bottom
Close constructing for wall.
2. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 1, by former and later two slottings, preceding brick wall is piled up in preceding slotting, concrete walls and rear brick wall are piled up in rear slotting.
3. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 3, to guarantee that metope is vertical with tunnel, necessary bracing wire when constructing closed, mortar tamps full, and mortar joint size is not more than
10mm, uniformity.
4. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 4 (1), before pouring, the shape of conduit, the quality of connector, weld seam, the conduit of excessive deformation and damage should be gone through
It cannot use, guide post plug is the ball or wooden shot of diameter 2mm smaller than catheter diameter.
5. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 4 (2), when pouring, shallow sequence after first depth should be followed and from deep to shallow, successively poured that is, since most deep conduit
It builds.
6. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 4 (2), concrete is mixed by low-heat portland cement, flyash, water-reducing agent and air entraining agent, and specific surface area is
210~240m2/ kg, wherein portland cement: flyash: water-reducing agent: air entraining agent=240:160:2:12, water-reducing agent are new one
For poly carboxylic acid series water reducer.
7. a kind of construction method of mine working antiseepage high intensity fire dam according to claim 1, which is characterized in that institute
It states in step 4 (3), three holes must be subjected to temporary plugging when construction, prevent sundries from entering in pipeline；In time will before receiving pipeline
The material of temporary plugging pipeline is removed, it is ensured that " three holes " pipeline is unimpeded.
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| CN110863856A (en) * | 2019-12-02 | 2020-03-06 | 江西理工大学 | A kind of access-type cemented filling and sealing wall and its construction method |
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Application publication date: 20181225 |