CN108915690A - Prevent the new method of shaft wall water burst in the driving of vertical shaft water-bearing layer - Google Patents
Prevent the new method of shaft wall water burst in the driving of vertical shaft water-bearing layer Download PDFInfo
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- CN108915690A CN108915690A CN201810737000.8A CN201810737000A CN108915690A CN 108915690 A CN108915690 A CN 108915690A CN 201810737000 A CN201810737000 A CN 201810737000A CN 108915690 A CN108915690 A CN 108915690A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 190
- 238000000034 method Methods 0.000 title claims abstract description 48
- 238000002347 injection Methods 0.000 claims abstract description 41
- 239000007924 injection Substances 0.000 claims abstract description 41
- 238000007569 slipcasting Methods 0.000 claims abstract description 41
- 239000002002 slurry Substances 0.000 claims abstract description 30
- 239000011440 grout Substances 0.000 claims abstract description 19
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims abstract description 5
- 239000011435 rock Substances 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 238000011161 development Methods 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 5
- 239000004115 Sodium Silicate Substances 0.000 claims description 4
- 230000004888 barrier function Effects 0.000 claims description 4
- 238000009792 diffusion process Methods 0.000 claims description 4
- 238000011010 flushing procedure Methods 0.000 claims description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 4
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000002474 experimental method Methods 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 230000001052 transient effect Effects 0.000 claims description 3
- 230000009977 dual effect Effects 0.000 claims description 2
- 239000004744 fabric Substances 0.000 claims 1
- 239000011521 glass Substances 0.000 claims 1
- 238000010276 construction Methods 0.000 description 10
- 230000008014 freezing Effects 0.000 description 8
- 238000007710 freezing Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 7
- 239000000463 material Substances 0.000 description 6
- MUBZPKHOEPUJKR-UHFFFAOYSA-N Oxalic acid Chemical compound OC(=O)C(O)=O MUBZPKHOEPUJKR-UHFFFAOYSA-N 0.000 description 3
- 239000004567 concrete Substances 0.000 description 3
- 230000007423 decrease Effects 0.000 description 3
- 238000005728 strengthening Methods 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011109 contamination Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- QLURSWHJVYRJKB-UHFFFAOYSA-N formaldehyde;urea Chemical compound O=C.NC(N)=O.NC(N)=O QLURSWHJVYRJKB-UHFFFAOYSA-N 0.000 description 1
- 238000003306 harvesting Methods 0.000 description 1
- 210000003128 head Anatomy 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 230000006698 induction Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 231100000252 nontoxic Toxicity 0.000 description 1
- 230000003000 nontoxic effect Effects 0.000 description 1
- 235000006408 oxalic acid Nutrition 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
- 238000003809 water extraction 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses the new methods for preventing shaft wall water burst in a kind of driving of vertical shaft water-bearing layer, pour grout cover (4), set up workbench (5) on the grout cover (4) poured；From grout cover (4), Drilling injected hole (3), water injection hole (2) and suction eye (9), suction eye (9) are arranged in the upstream of water flow field (10) diagonally downward, outward on workbench (5)；Water injection hole (2) is filled the water, is drawn water to suction eye (9), then carries out slip casting from injected hole (3).The present invention controls and is distributed to the water flow field and hydraulic pressure in slip casting region, so that slurries be made uniformly to be diffused into slip casting region, reduce slurries running pulp phenomenon, while suitably reducing grouting pressure, while reducing grouting cost by drawing water and draining.
Description
Technical field
The invention belongs to shaft wall grouting for water plugging technical fields, and in particular to prevention is perpendicular in a kind of driving of vertical shaft water-bearing layer
The grouting strengthening method of well borehole wall water burst.
Background technique
In deep shaft construction, since mine surrounding rock body often meets permeable water guide layer, underground accumulates a large amount of cracks deposited
Water can constantly be oozed out with work surface, and full pit shaft has percolating water under serious conditions, especially at several tomographies that pit shaft passes through
There is concentration water burst, and water yield is big, hydraulic pressure is high.If pit shaft water burst cannot be blocked effectively, prominent watered-out well thing is easily led to
Therefore.There are two types of methods for common vertical shaft water-bearing layer piercing technique：
First method is " freezing+slip casting " method.Freezing process be widely used in mine construction, foundation, hydraulic engineering,
In the engineering constructions such as underground railway, subfluvial tunnel, freezing process is chiefly used in the cutting of vertical in mine construction, is also used for otherly
The caving ground of lower engineering or aqueous profuse fractured rock construction.But this method not only needs a large amount of energy freezing shaft wall
Surrounding country rock, and after freezing releasing, structural stability decline in frozen region is right so as to cause the decline of borehole wall surrounding Surrounding Rock Strength
Under deep shaft high temperature, high pressure, heavily stressed complex environment, such method cost is costly.
Second of grouting strengthening method is direct slip casting.The method has good applicability in superficial part, but in deep height
Running pulp and the larger problem of grouting pump type selecting are easy to produce under pressure-bearing bottom.And existing grouting and sealing technique is mostly with traditional
Slip casting slurry is wanted based on ordinary cement slurries, and cement grout can only block big crack conduit pipe since partial size is larger,
Microfissure still cannot be blocked effectively, if mine shaft depth is big, and the borehole wall does not use impervious concrete, then due to hydrostatic pressing
The higher water that will lead to of power is constantly oozed out from wall-rock crack, is then seeped on the borehole wall by the capillary porosity of borehole wall concrete.For
Solve the problems, such as to want the direct slip casting method of slip casting slurry exist based on ordinary cement slurries, 2015.04 publish《Mining industry dress
It is standby》On " application of the chemical grouting in processing shaft wall water burst " delivered in a text, using selecting national approved product urea
Urea formaldehyde, oxalic acid solution and nontoxic, harmless, free of contamination ep-type material nanometer filling agent can be solved effectively as injecting paste material
The microfissure that certainly common injecting paste material can not block, reaches slip casting effect.But the injecting paste material is expensive, and construction cost is high.
Summary of the invention
That the purpose of the present invention is to construction costs of the existing technology is high, be easy to cause freezing shaft wall rupture and
The problems such as being easy to produce running pulp, and the new method for preventing shaft wall water burst in a kind of driving of vertical shaft water-bearing layer is provided.
Above-mentioned purpose to realize the present invention prevents the new of shaft wall water burst in a kind of driving of vertical shaft water-bearing layer of the present invention
Method is realized using following technique, step：
The new method for preventing shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention, is containing water barrier first
The downward excavating shaft in position forms the cast-in-situ steel reinforced concrete borehole wall, and uses following technique, step：
The first step：Advance geology exploration and forecast are carried out to vertical shaft using Transient Electromagnetic Apparatus, hydrology bore mode, grasped perpendicular
The engineering geology and hydrogeology of well；
Second step：Grout cover is poured at the development end apart from aqueous 5~8m of the crushed zone distance of high pressure-bearing；
Third step：Workbench is set up on the grout cover poured；On workbench diagonally downward, outward from grout cover
Drilling injected hole, water injection hole and suction eye, the quantity of injected hole are 3~6, and the water injection hole and suction eye are distributed in water flow
On the same streamline of field, the angle between water injection hole and suction eye is 30~75 °；The injected hole is evenly distributed on suction eye
Inside the adjustable flow field of water injection hole；The suction eye is arranged in the upstream of water flow field；
4th step：Flood-pot experiment is carried out to water injection hole, water-bearing layer water absorption rate, aquifer water pressure parameter is obtained, is set for slip casting
It counts Scheme Choice and foundation is provided；Then water injection hole is filled the water, is drawn water to suction eye, to will grouting and reinforcing Gao Cheng
It presses aqueous crushed zone to be rinsed, expands rock gap, to be easy to slurries diffusion；
5th step：After the completion of flushing, slip casting is carried out from injected hole, draws water from suction eye, carries out pressure water from water injection hole,
After slurries reach design concentration in suction eye, stopping draws water from suction eye and from water filling pore pressure water, continues to carry out from injected hole
Slip casting, and concentration of slurry in water injection hole is monitored, reach design concentration to concentration of slurry in water injection hole and continues 5~10 points
Zhong Hou stops slip casting, then carries out washing pipe to grouting pipeline；Cement-sodium silicate double liquid is used when slip casting；
6th step：After grout cures, using electrical prospecting apparatus or the geology detecting equipment with similar performance is to grouting quality
It is checked, after the slip casting effect for reaching design, just can be carried out the excavation of grouting and reinforcing area development end；
It is step by step rapid to repeat the above-mentioned first step, second step, third step, the 4th step, the 5th step, the 6th, until passing through high pressure-bearing
Aqueous crushed zone.
In the cement-sodium silicate double liquid that the 5th step uses, the ratio of mud of cement grout is 1.8: 1~1: 0.6, is mixed
Adding waterglass is 1.5%~3.5%.
Since high pressure-bearing broken rock gap hydraulic pressure is larger, overdrainage will lead to formation damage.Therefore, the above-mentioned 4th
In step, the hydraulic pressure when being drawn water from suction eye is reduced to the 1/4 of the aqueous crushed zone corresponding position aquifer water pressure of high pressure-bearing
When~1/2, the hydraulic pressure that draws water is kept to terminate to drawing water.
It under normal circumstances, is that the aqueous crushed zone corresponding position of high pressure-bearing is aqueous from the pressure of water filling, pressure water in water injection hole
1.8~2.8 times of layer hydraulic pressure are advisable.Too small water filling, pressure water pressure, it is difficult to play the aqueous crushed zone of high pressure-bearing is carried out it is good
Flushing effect；Excessive water filling, pressure water pressure, will definitely increase equipment and construction operation cost.
The new method for preventing shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention is controlled by drawing water and draining
It makes and is distributed to the water flow field and hydraulic pressure in slip casting region, so that slurries be made uniformly to be diffused into slip casting region, reduce slurries running pulp
Phenomenon, while suitably reducing grouting pressure.
The new method for preventing shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention, has the advantages that：
(1) this method is filled the water while drawing water by suitably increasing suction eye, decline aquifer water pressure will not
It is too fast, while the head that draws water is controlled, make aquifer water pressure keep in the reasonable scope, ensure that water-bearing with high pressure crushed zone
Stability.
(2) this method adjusts a certain range of high aqueous crushed zone water flow field of pressure-bearing by suction eye and water injection hole,
Induction slurries take the lead in spreading to water flow upstream, then spread to the slip casting area in water flow downstream, reduce the running pulp during slip casting
Phenomenon spreads slurries uniformly in slip casting area.
(3) the present invention overcomes " freezing+slip casting " method construction cost height and existing " grouting and reinforcing method " in deep Gao Cheng
Running pulp and the larger problem of grouting pump type selecting, strong applicability are easy to produce under pressure bottom.
(4) present invention is by adjusting the aqueous crushed zone water flow field of the high pressure-bearing in deep and water pressure, not only can be to avoid
Caused by freezing process the problem of Sidewall Surrounding Rock structural instability, while can suitably reduce grouting pressure, thus reduce slip casting at
This.
(5) overcome that " chemical grouting method " injecting paste material is expensive, construction cost is high, is possible to bring environmental pollution etc.
Problem.
(6) cement-waterglass dual slurry is used, which has following features:Gel time can be at several seconds to several
It adjusts, and can accurately control within the scope of ten minutes；Slurries Seed harvest compression strength, tensile strength are high, and calculus rate is up to 100%；
Material source is abundant, and cheap, grouting cost is low, and River Bank Stability is convenient, to underground water and environmental nonpollution；Slurry viscosity
Low, good flowing properties, the property infused is strong, compares the geological condition for being suitble to this vertical shaft.
Detailed description of the invention
Fig. 1 is that the vertical shaft for the new method for preventing shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention induces slip casting
Reinforce diagrammatic cross-section；
Fig. 2 is water flow field schematic diagram after slip casting of the present invention, i.e. the A-A direction view of Fig. 1；
Fig. 3 is the high aqueous crushed zone water flow schematic diagram of pressure-bearing under native state, i.e. the B-B direction view of Fig. 1；
Fig. 4 is the present invention using water flow field schematic diagram after developing technique；
Appended drawing reference is：1-high aqueous the crushed zone of pressure-bearing；2-water injection holes；3-injected holes；4-grout covers；5-work
Platform；6-grouting and reinforcing areas；7-cast-in-situ steel reinforced concrete the boreholes wall；8-water barriers；9-suction eyes；10-water flow fields；
11- vertical shaft.
Specific embodiment
To further describe the present invention, with reference to the accompanying drawings and examples to pre- in a kind of driving of vertical shaft water-bearing layer of the present invention
The new method of anti-shaft wall water burst is described in further details.
The vertical shaft for the new method for preventing shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention as shown in Figure 1 lures
It leads grouting and reinforcing diagrammatic cross-section to find out, prevents the new method of shaft wall water burst in a kind of vertical shaft water-bearing layer driving of the present invention,
Using following technique, step：
The new method for preventing shaft wall water burst in a kind of driving of vertical shaft water-bearing layer of the present invention, according to ore body distribution characteristics and
Local hydrological geological conditions select vertical shaft installation location, in the downward excavating shaft in the position containing water barrier, form cast in place reinforced bar
Concrete walling, and use following technique, step：
The first step：Advance geology exploration and forecast are carried out to vertical shaft 11 using Transient Electromagnetic Apparatus, hydrology bore mode, grasped
The engineering geology and hydrogeology of vertical shaft 11.
Second step：Grout cover 4 is poured at the development end of 5~8m of distance apart from the aqueous crushed zone 1 of high pressure-bearing.
Third step：Workbench 5 is set up on the grout cover 4 poured；On workbench 5 from grout cover 4 diagonally downward,
Outside Drilling injected hole 3, water injection hole 2 and suction eye 9, the quantity of injected hole 3 are 3~6, the water injection hole 2 and suction eye 9
It is distributed on the same streamline of water flow field, the angle between water injection hole and suction eye is 30~75 °；The injected hole 3 is uniform
It is distributed in inside suction eye 9 and the adjustable flow field of water injection hole 2；The suction eye 9 is arranged in the upstream of water flow field 10, described
Suction eye 9 is arranged in water flow field upstream, and when slowly drawing water, low hydraulic pressure area is formed around it, to make to inject from injected hole
Slurries can quickly be spread along the direction that water flow gradient declines, by water flow upstream to slip casting aqueous broken zone into
Row is anti-blocking, to reduce the running pulp phenomenon in subsequent water flow downstream, while slip casting is suitably reduced under the premise of ensuring rock stability
Pressure.
4th step：Flood-pot experiment is carried out to water injection hole 2, water-bearing layer water absorption rate, aquifer water pressure parameter is obtained, is set for slip casting
It counts Scheme Choice and foundation is provided；Then water injection hole 2 is filled the water, is drawn water to suction eye 9, the water filling from water injection hole 2
Pressure is 1.8~2.8 times of the aqueous 1 corresponding position aquifer water pressure of crushed zone of high pressure-bearing, by water filling to will grouting and reinforcing
The aqueous crushed zone 1 of high pressure-bearing be rinsed, expand rock gap, be easy to slurries diffusion；When being drawn water from suction eye 9
Hydraulic pressure when being reduced to the 1/4~1/2 of the aqueous 1 corresponding position aquifer water pressure of crushed zone of high pressure-bearing, keep the hydraulic pressure that draws water to arrive
It draws water end.
5th step：After the completion of flushing, slip casting is carried out from injected hole 3, draws water from suction eye 9, is pressed from water injection hole 2
Water, after slurries reach design concentration in suction eye 9, stopping draws water from suction eye 9 and presses water from water injection hole 2, continues from slip casting
Hole 3 carries out slip casting, and is monitored to concentration of slurry in water injection hole 2, reaches design concentration to concentration of slurry in water injection hole 2 and holds
Continuous 5~after ten minutes, stop slip casting, then grouting pipeline is carried out to wash pipe；Cement-sodium silicate double liquid, water are used when slip casting
The ratio of mud of slurry liquid is 1.8: 1~1: 0.6, and adding waterglass is 1.5%~3.5%.
6th step：After grout cures, using electrical prospecting apparatus or the geology detecting equipment with similar performance is to grouting quality
It is checked, after the slip casting effect for reaching design, just can be carried out the excavation of 6 development end of grouting and reinforcing area.
It is step by step rapid to repeat the above-mentioned first step, second step, third step, the 4th step, the 5th step, the 6th, until passing through high pressure-bearing
Aqueous crushed zone 1.
Water flow field schematic diagram is found out after the slip casting of the present invention as described in Fig. 2, the high aqueous crushed zone 1 of pressure-bearing by after slip casting,
The streamline of water flow field 10 gets around grouting and reinforcing area 6.
The high aqueous crushed zone water flow schematic diagram of pressure-bearing is found out under native state as shown in Figure 3, the streamline of water flow field 10
Run through the aqueous crushed zone 1 of high pressure-bearing with rectilinear direction.
The present invention as shown in Figure 4 uses water flow field schematic diagram after developing technique to find out, Drilling injected hole 3, water injection hole 2
And suction eye 9, after being filled the water to water injection hole 2, being drawn water to suction eye 9, the streamline of the water flow field 10 of water injection hole 2 is not only
It is connected by rock gap and suction eye 9, and arranges other low pressure directions into the aqueous crushed zone 1 of high pressure-bearing；Suction eye 9 is not only
It is drawn water from water injection hole 2 by rock gap, and also by rock gap by other high pressure sides in the aqueous crushed zone 1 of high pressure-bearing
To water extraction.Find out that the method for the present invention can be right from the present invention shown in Fig. 4 using water flow field schematic diagram after developing technique
Rock gap in the high aqueous crushed zone 1 of pressure-bearing is rinsed well, the blocking of silt in lashing gap, in favor of slurry
Liquid diffusion, to create conditions to through aqueous 1 slip casting of crushed zone of high pressure-bearing.
The method of the present invention in grouting program by increasing in water injection hole 2 and the aqueous crushed zone 1 of 9 pairs of suction eye high pressure-bearing
Water flow field 10 is adjusted, so that slurries be made uniformly to spread.
Claims (5)
1. preventing the new method of shaft wall water burst in a kind of vertical shaft water-bearing layer driving, first in the position for containing water barrier (8)
Downward excavating shaft (11), forms the cast-in-situ steel reinforced concrete borehole wall (7), it is characterised in that also uses following technique, step：
The first step：Advance geology exploration and forecast are carried out to vertical shaft (11) using Transient Electromagnetic Apparatus, hydrology bore mode, grasped perpendicular
The engineering geology and hydrogeology of well (11)；
Second step：Grout cover (4) are poured at the development end apart from aqueous (1) 5~8m distance of crushed zone of high pressure-bearing；
Third step：Workbench (5) are set up on the grout cover (4) poured；It is tilted on workbench (5) from grout cover (4)
Downwards, Drilling injected hole (3), water injection hole (2) and suction eye (9), the quantity of injected hole (3) are 3~6 outward, the note
Water hole (2) and suction eye (9) are distributed on the same streamline of water flow field, and the angle between water injection hole and suction eye is 30~75 °；
The injected hole (3) is evenly distributed on inside suction eye (9) and water injection hole (2) adjustable flow field；Suction eye (9) cloth
Set the upstream in water flow field (10)；
4th step：Flood-pot experiment is carried out to water injection hole (2), obtains water-bearing layer water absorption rate, aquifer water pressure parameter, is grouting design
Scheme Choice provides foundation；Then water injection hole (2) is filled the water, is drawn water to suction eye (9), to will grouting and reinforcing
The high aqueous crushed zone of pressure-bearing (1) is rinsed, and expands rock gap, to be easy to slurries diffusion；
5th step：After the completion of flushing, slip casting is carried out from injected hole (3), is drawn water from suction eye (9), is carried out from water injection hole (2)
Water is pressed, after slurries reach design concentration in suction eye (9), stopping draws water from suction eye (9) and presses water from water injection hole (2), after
It is continuous to carry out slip casting from injected hole (3), and water injection hole (2) interior concentration of slurry is monitored, it is reached to water injection hole (2) interior concentration of slurry
To design concentration and continue 5~after ten minutes, stop slip casting, then grouting pipeline carried out to wash pipe；Cement-is used when slip casting
Waterglass dual slurry；
6th step：After grout cures, using electrical prospecting apparatus or the geology detecting equipment with similar performance carries out grouting quality
It checks, after the slip casting effect for reaching design, just can be carried out the excavation of grouting and reinforcing area (6) development end；
It is step by step rapid to repeat the above-mentioned first step, second step, third step, the 4th step, the 5th step, the 6th, until aqueous by high pressure-bearing
Crushed zone (1).
2. preventing the new method of shaft wall water burst in a kind of vertical shaft water-bearing layer driving as described in claim 1, feature exists
In：In the cement-sodium silicate double liquid that the 5th step uses, the ratio of mud of cement grout is 1.8: 1~1: 0.6, adds water glass
Glass is 1.5%~3.5%.
3. preventing the new method of shaft wall water burst, feature in a kind of vertical shaft water-bearing layer driving as claimed in claim 1 or 2
It is：In above-mentioned 4th step, it is corresponding that the hydraulic pressure when being drawn water from suction eye (9) is reduced to the aqueous crushed zone of high pressure-bearing (1)
Position aquifer water pressure 1/4~1/2 when, keep this draw water hydraulic pressure to draw water terminate.
4. preventing the new method of shaft wall water burst in a kind of vertical shaft water-bearing layer driving as claimed in claim 3, feature exists
In：From 1.8~2.8 that the water injection pressure in water injection hole (2) is the aqueous crushed zone of high pressure-bearing (1) corresponding position aquifer water pressure
Times.
5. preventing the new method of shaft wall water burst in a kind of vertical shaft water-bearing layer driving as claimed in claim 4, feature exists
In：The quantity of the injected hole (3) is 4, and 4 injected hole (3) intervals are evenly and symmetrically laid.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810737000.8A CN108915690B (en) | 2018-07-06 | 2018-07-06 | Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810737000.8A CN108915690B (en) | 2018-07-06 | 2018-07-06 | Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108915690A true CN108915690A (en) | 2018-11-30 |
| CN108915690B CN108915690B (en) | 2020-01-17 |
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| CN201810737000.8A Active CN108915690B (en) | 2018-07-06 | 2018-07-06 | Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206018A (en) * | 2019-06-10 | 2019-09-06 | 广西大学 | A kind of induction type grouting construction method |
| CN112031778A (en) * | 2020-09-11 | 2020-12-04 | 北京住总集团有限责任公司 | Construction method for shaft excavation based on multi-angle pre-reinforcement |
| CN113153365A (en) * | 2021-03-16 | 2021-07-23 | 中铁四局集团第五工程有限公司 | Cross tunneling rapid construction method suitable for water-rich ventilation inclined shaft |
| CN114703921A (en) * | 2020-09-11 | 2022-07-05 | 北京住总集团有限责任公司 | Construction method for preventing surge based on temporary bottom sealing structure |
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| CN102011591A (en) * | 2010-11-15 | 2011-04-13 | 中煤第五建设公司第三工程处 | Grouting process for working surface of deep well |
| CN102536269A (en) * | 2010-12-15 | 2012-07-04 | 山东黄金矿业(莱州)有限公司三山岛金矿 | Underground grouting and water-plugging process |
| CN102606175A (en) * | 2012-03-12 | 2012-07-25 | 山东新阳能源有限公司 | Method for plugging confined water in underground coal mine sandstone crack |
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| CN108119143A (en) * | 2017-12-20 | 2018-06-05 | 湖南科技大学 | A kind of vertical shaft working surface cement soluble glass paste combines grouting method with chemical grout double-round curtain |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206018A (en) * | 2019-06-10 | 2019-09-06 | 广西大学 | A kind of induction type grouting construction method |
| CN112031778A (en) * | 2020-09-11 | 2020-12-04 | 北京住总集团有限责任公司 | Construction method for shaft excavation based on multi-angle pre-reinforcement |
| CN114703921A (en) * | 2020-09-11 | 2022-07-05 | 北京住总集团有限责任公司 | Construction method for preventing surge based on temporary bottom sealing structure |
| CN114703921B (en) * | 2020-09-11 | 2024-05-28 | 北京住总集团有限责任公司 | Construction method for preventing surging based on temporary back cover structure |
| CN113153365A (en) * | 2021-03-16 | 2021-07-23 | 中铁四局集团第五工程有限公司 | Cross tunneling rapid construction method suitable for water-rich ventilation inclined shaft |
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| CN108915690B (en) | 2020-01-17 |
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Address after: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee after: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee after: MAANSHAN Mine Research Institute Co.,Ltd. Address before: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee before: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee before: SINOSTEEL MAANSHAN INSTITUTE OF MINING RESEARCH Co.,Ltd. |