CN113153212B - Vertical shaft high-water-pressure stratum grouting device and construction method - Google Patents
Vertical shaft high-water-pressure stratum grouting device and construction method Download PDFInfo
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- CN113153212B CN113153212B CN202110486080.6A CN202110486080A CN113153212B CN 113153212 B CN113153212 B CN 113153212B CN 202110486080 A CN202110486080 A CN 202110486080A CN 113153212 B CN113153212 B CN 113153212B
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 252
- 239000011440 grout Substances 0.000 claims abstract description 149
- 238000001914 filtration Methods 0.000 claims abstract description 117
- 239000011435 rock Substances 0.000 claims abstract description 70
- 239000002002 slurry Substances 0.000 claims abstract description 9
- 238000007599 discharging Methods 0.000 claims abstract description 7
- 239000007788 liquid Substances 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 238000005422 blasting Methods 0.000 claims description 12
- 239000004575 stone Substances 0.000 claims description 11
- 239000000843 powder Substances 0.000 claims description 10
- 230000008569 process Effects 0.000 claims description 9
- 238000005520 cutting process Methods 0.000 claims description 6
- 239000000835 fiber Substances 0.000 claims description 6
- 229910052500 inorganic mineral Inorganic materials 0.000 claims description 6
- 239000011707 mineral Substances 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 239000010881 fly ash Substances 0.000 claims description 5
- 238000007664 blowing Methods 0.000 claims description 4
- 238000003825 pressing Methods 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 230000009471 action Effects 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 230000000149 penetrating effect Effects 0.000 claims 1
- 239000010878 waste rock Substances 0.000 claims 1
- 238000006073 displacement reaction Methods 0.000 abstract description 5
- 239000000463 material Substances 0.000 description 11
- 238000007569 slipcasting Methods 0.000 description 7
- 238000001125 extrusion Methods 0.000 description 4
- 230000005641 tunneling Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 3
- 239000010931 gold Substances 0.000 description 3
- 229910052737 gold Inorganic materials 0.000 description 3
- 239000002245 particle Substances 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000036571 hydration Effects 0.000 description 2
- 238000006703 hydration reaction Methods 0.000 description 2
- 230000002706 hydrostatic effect Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000010883 coal ash Substances 0.000 description 1
- 239000000571 coke Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
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- 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
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- Geology (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A vertical shaft high-water-pressure stratum grouting device and a construction method relate to the technical field of grouting construction, the grouting device is arranged at the bottom of a vertical shaft and comprises: the grout stopping rock cap is concave-concave arc-shaped; the water filtering layer is arranged above the grout stopping rock cap and is used for filtering and discharging liquid at the bottom of the vertical shaft; the pulp stopping pad is arranged above the water filtering layer, and the upper surface and the lower surface of the pulp stopping pad are smooth; the upper end of the orifice pipe is higher than the upper surface of the grout stopping pad, and the lower end of the orifice pipe extends into the well wall; and the pressure relief hole is formed in the side wall of the bottom of the shaft and can be communicated with the side wall and the inside of the shaft wall. The invention can effectively prevent the phenomena of water leakage, slurry leakage, integral displacement and the like of the slurry stop pad during high-pressure grouting, and can prevent the damage of high-pressure grouting to the upper well wall.
Description
Technical Field
The invention relates to the technical field of grouting construction, in particular to a vertical shaft high-water-pressure stratum grouting device and a construction method.
Background
In recent years, with the increase of the construction depth of a vertical shaft, under the influence of an external environment with disturbance of three highs and one highs, the physical and mechanical properties of a rock body at a deep part are greatly different from those at a shallow part. The deep rock mass is converted from an elastic state to an elastic-plastic state or even a visco-elastic-plastic state, and deep surrounding rock cracks develop. Meanwhile, the deep pore water pressure is increased, and some stratums even have super pore water pressure. Therefore, the problems of large water burst, water inrush, wall caving and the like are caused, the main engineering problem in the construction period of the deep shaft is solved, and the life and property safety of people and the shaft construction progress are seriously influenced.
The working face pre-grouting is an effective way for plugging cracks and improving the strength of rock mass. However, the large aquifer gushing caused by the deep high pore water pressure poses a challenge to the traditional grouting process. Under the external environment of high ground stress and high water pressure at the deep part, if the grouting pressure is small, the diffusion range of the grout is limited, and the effect of expected consolidation of surrounding rock and blocking of a water-bearing stratum cannot be achieved; if the grouting pressure is too high and exceeds the compressive strength of the grout stop pad, the grout can cause the grout stop pad to leak water, move and crack, and even cause the upper well wall structure to crack.
The pre-grouting pressure of the working surface is 2-4 times of hydrostatic pressure generally, when the depth of a stratum exceeds 1500m, the grouting pressure is at least 30MPa, and the hydrostatic pressure is added, so that the pressure borne by the grout stop pad is more than 45MPa. The designed thickness of the grout stop pad is in direct proportion to the grouting pressure, the grouting pressure is increased, the designed thickness of the grout stop pad is inevitably increased, heat released by hydration of large-volume concrete is difficult to dissipate, the temperature difference between the inside and the outside of the concrete is increased, the concrete is caused to generate temperature cracks and volume change, and the grout stop pad cannot play a role in sealing water gushing of a water-bearing layer. Therefore, when grouting is carried out on the working face of the high-water-pressure stratum of the deep vertical shaft, a construction method which can effectively seal the aquifer without increasing the thickness of a grout stop pad is needed.
Disclosure of Invention
The invention provides a grouting device for a high-water-pressure stratum of a vertical shaft and a construction method, which can effectively prevent the phenomena of water leakage, slurry leakage, integral displacement and the like of a slurry stop pad during high-pressure grouting and can prevent the damage of high-pressure grouting to the wall of an upper-layer shaft.
In order to achieve the purpose, the invention adopts the technical scheme that:
according to a first aspect of the invention, there is provided a grouting device for a high water pressure stratum of a vertical shaft, the grouting device being arranged at the bottom of the vertical shaft, comprising:
the grout stopping rock cap is concave-concave arc-shaped;
the water filtering layer is arranged above the grout stopping rock cap and is used for filtering and discharging liquid at the bottom of the vertical shaft;
the pulp stopping pad is arranged above the water filtering layer, and the upper surface and the lower surface of the pulp stopping pad are smooth;
the upper end of the orifice pipe is higher than the upper surface of the grout stopping pad, and the lower end of the orifice pipe extends into the well wall;
and the pressure relief hole is formed in the side wall of the bottom of the shaft and can be communicated with the side wall and the inside of the shaft wall.
Further, the orifice tube includes:
a reinforcing orifice pipe which penetrates the grout stop pad;
and the grouting orifice pipe sequentially penetrates through the grout stopping pad, the water filtering layer and the grout stopping rock cap from top to bottom.
Further, the filtered layer comprises:
the water filtering tank is cylindrical and is arranged at the center of the surface of the grout stopping rock cap;
the water pump is arranged in the center of the water filtering tank;
the lower end of the water delivery pipe is connected with the water pump, and the upper end of the water delivery pipe is higher than the grout stopping pad;
and the gravel is arranged around the water filter tank, and the upper surface of the gravel is flush with the upper surface of the water filter tank.
Furthermore, water filtering holes are formed in the periphery of the water filtering box, and a water filtering net is arranged in each water filtering hole.
Furthermore, a plurality of reinforcing steel bars are fixed on the outer side of the water conveying pipe along the circumferential direction, and the distance between the reinforcing steel bars is larger than 1m.
Furthermore, a water filtering groove is formed in the surface of the grout stopping rock cap, and the water filtering groove is semicircular.
According to a second aspect of the invention, a method for grouting a vertical shaft high water pressure stratum is provided, wherein the method is used for constructing the grouting device, and comprises the following steps:
s1: advancing water exploration, and determining the position of a water-bearing layer of the surrounding rock and the water inflow amount;
s2: according to the water layer position of the surrounding rock and the water inflow, constructing a grout stopping rock cap, laying a water filtering layer and pouring a grout stopping pad in sequence:
s3: embedding the orifice pipe and reinforcing the grout stop pad and the water filtering layer;
s4: and after the steps are completed, constructing a pressure relief hole in the side wall of the bottom of the vertical shaft.
Further, the S2 specifically includes:
s21: blasting the grout stop pad to pour the section of the surrounding rock according to the position of the water-bearing layer of the surrounding rock and the water inflow amount;
s22: after blasting is finished, a concave circular arc-shaped grout stopping rock cap is dug at the bottom of the well;
s23: cutting a water filtering groove on the surface of the grout stopping cap along the radial direction of the shaft;
s24: a water filtering tank is fixed at the center of the grout stopping rock cap, and a water pump and a water pipe are arranged at the center of the water filtering tank;
s25: paving broken stones around the water filtering tank, and enabling the upper surface of the broken stones to be flush with the upper surface of the water filtering tank;
s26: and pouring a grout stop pad above the gravel.
Further, the S26 specifically includes:
pouring the grout stopping pad layer by layer from bottom to top by utilizing concrete doped with fly ash, mineral powder and steel fibers;
the pouring thickness of each layer is 0.5-1m, and a flat plate type concrete vibrator is adopted for vibration in the pouring process.
Further, burying slip casting orifice pipe in S3 still includes:
after one of the orifice pipes is buried, blowing off rock powder in the orifice pipe and grouting; and performing a water pressing test on the grouted orifice pipe, and continuing to construct other orifice pipes after the water pressing test is qualified until all the orifice pipes are constructed.
Compared with the prior art, the vertical shaft high-water-pressure stratum grouting device and the construction method have the following advantages:
the grouting construction method can be applied to grouting construction of the working face of the deep metal mine vertical shaft, and comprises the steps of constructing an arc-shaped grout stopping cap by utilizing the ultra-ahead water (the depth of the ultra-ahead water is not less than 50 m) of a shallow hole drilling machine, drilling a water filtering groove on the grout stopping cap, pouring a grout stopping pad on the arc-shaped grout stopping cap to form a grout stopping layer, constructing a pressure relief hole in a well wall during the reinforcing period of the grout stopping pad and the water filtering layer, and finally performing grouting on the working face by adopting a double-hole symmetrical clockwise alternate drilling and grouting mode. The water filtering tank cut above the grout stopping rock cap can guide the water discharged from the well wall and the well bottom into the water filtering tank to the maximum extent; the grout stopping rock cap and the concrete grout stopping pad are utilized to form a grout stopping layer, so that the stress area of the concrete grout stopping pad is increased, the possibility that the concrete grout stopping pad is broken due to the concentration of extrusion stress of grout is avoided, and the phenomena of water leakage, grout leakage, integral displacement and the like of the concrete grout stopping pad during high-pressure grouting are prevented; the pressure relief hole of the construction well wall prevents the damage of high-pressure grouting to the upper well wall.
Drawings
The accompanying drawings are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention, and together with the description serve to explain the invention and not to limit the invention.
In the drawings:
FIG. 1 is a schematic diagram of a vertical shaft high-water-pressure stratum grouting device according to the invention;
fig. 2 is a top view of the vertical shaft high-water pressure stratum grouting device of the invention;
fig. 3 is a schematic diagram of the arrangement of the water filtering tank of the vertical shaft high-water pressure stratum grouting device.
Wherein, 1-well wall; 2-a pressure relief hole; 3-a water delivery pipe; 4-a grout stop pad; 5-grouting an orifice pipe; 6-reinforcing the orifice pipe; 7-a water pump; 8-water filtration layer; 9-grout stopping rock cap; 10-a water filtering tank; 11-a water filtering tank.
Detailed Description
Reference will now be made in detail to the exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present invention. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the invention, as detailed in the appended claims.
The terms first, second and the like in the description and in the claims of the present invention are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used is interchangeable under appropriate circumstances such that the embodiments of the invention described herein are, for example, capable of operation in sequences other than those illustrated or otherwise described herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
A plurality, including two or more.
And/or, it should be understood that, as used herein, the term "and/or" is merely one type of association that describes an associated object, meaning that three types of relationships may exist. For example, a and/or B, may represent: a exists alone, A and B exist simultaneously, and B exists alone.
As shown in fig. 1 and 2, the invention provides a grouting device for a high water pressure stratum of a vertical shaft, which is arranged at the bottom of the vertical shaft and comprises:
the grout stopping cap 9 is concave-arc-shaped, so that well wall and well bottom outlet water can be guided into the water filtering box 10 to the maximum extent, a good external environment is created for pouring the grout pad 4, meanwhile, the concave-arc-shaped grout stopping cap 9 increases the stress area of the grout stopping cap 9, prevents the grout stopping cap 9 from generating a stress concentration phenomenon due to high-pressure grout extrusion, and increases the pressure bearing effect of the grout stopping cap 9;
the water filtering layer 8 is arranged above the grout stopping rock cap 9 and is used for filtering and discharging liquid at the bottom of the vertical shaft;
the grout stopping pad 4 is arranged above the water filtering layer 8 and is used for being combined with the arc-shaped grout stopping rock cap 9 to form a grout stopping layer, and the grout stopping layer bears the action of high confined water and grouting pressure, so that injected grout can be injected into cracks of a water-bearing layer;
the upper end of the orifice pipe is higher than the upper surface of the grout stopping pad 4, and the lower end of the orifice pipe extends into the well wall;
the pressure relief hole 2 is arranged on the vertical shaft wall 1 and used for preventing the damage to the upper layer shaft wall 1 caused by the upward movement of slurry during high-pressure grouting;
the orifice tube includes:
and the grouting orifice pipe 5 sequentially penetrates through the grout stopping pad 4, the water filtering layer 8 and the grout stopping rock cap 9 from top to bottom, is used for providing guidance for drilling of a grouting hole and simultaneously prevents the grouting pipe from being flushed out during grouting.
And a reinforcing orifice pipe 6 which penetrates through the grout stop pad 4 and is used for providing guidance for drilling of a grouting hole of the reinforcing grout stop pad 4 and preventing the grouting pipe from being rushed out during grouting.
The filtered layer 8 includes:
the water filtering tank 10 is cylindrical, and a water pump 7 is arranged in the center of the water filtering tank 10;
the water delivery pipe 3 is arranged in the center of the water filtering layer 8, the upper end of the water delivery pipe 3 is higher than the grout stopping pad 4, and the lower end of the water delivery pipe 3 is connected with the water pump 7;
and crushed stones which are arranged around the water filter tank 10, and the upper surfaces of the crushed stones are flush with the upper surface of the water filter tank 10.
The periphery of the water filtering box 10 is provided with water filtering holes, and a water filtering net is arranged in the water filtering holes.
A plurality of steel bars are fixed on the outer side of the water delivery pipe 3 along the circumferential direction, and the distance between the steel bars is more than 1m.
The surface of the grout stopping cap 9 is also provided with a water filtering groove 11, and the water filtering groove 11 is semicircular.
The invention also provides a high-pressure grouting construction method for the high-water-pressure stratum of the deep vertical shaft, which specifically comprises the following steps:
step 1, mastering the geological and hydrogeological profile of a vertical shaft according to the hole exploration data of the vertical shaft, making a preliminary judgment on the position of a water-bearing stratum of the vertical shaft, and determining the position of the water-bearing stratum and the water inflow amount by using the advanced water exploration (the advanced water exploration depth is not less than 50 m) of a down-the-hole drill;
2.1 blasting grout stop pad pouring section surrounding rock: after the step 1 is finished, stopping tunneling, performing smooth blasting on the surrounding rock of the grouting stop pad pouring section to reduce the disturbance of the surrounding rock, discharging waste rocks after blasting, and cleaning the bottom downwards;
2.2 constructing a circular arc grout stop rock cap 9: after the step 2.1 is finished, cutting an arc-shaped working face at the bottom of the well, wherein the height of most of the brush is 1m higher than the center of the arc;
2.3 construction of the water filtering tank 11: after the step 2.2 is finished, cutting a water filtering groove 11 from the center of the arc-shaped grout stopping rock cap 9 along the radial direction of the shaft by using an air pick, wherein the water filtering groove 11 is semicircular and has the diameter of 400-800mm;
2.4 installing a water filtering device: the water filtering device consists of a water pipe 3 and a water filtering tank 10, wherein the water filtering tank 10 is fixed at the center of the arc-shaped working surface, the water filtering tank 10 is welded with the water pipe 3, and the water pipe 3 is a seamless steel pipe;
2.5 laying a water filtering layer 8: paving broken stones with the diameter of 30-50mm on the arc-shaped surface of the grout stopping rock cap 9;
2.6 pouring a grout stop pad 4: steel fiber, fly ash, mineral powder and the like are doped into the concrete;
and 4, reinforcing the pulp stopping pad 4 and the water filtering layer 8: after the slurry stop pad is maintained for 10 days in the step 2.6, 4 reinforcing orifice pipes 6 are arranged along the circumference of the shaft and used for reinforcing the slurry stop pad 4 and the water filter layer 8, the initial positions of the reinforcing orifice pipes 6 are all 0.5m away from the well wall, and the final hole position exceeds the rough diameter in the radial direction;
and 6, performing high-pressure grouting on the working surface.
The method aims at the high water pressure stratum of the deep shaft, and the water inflow of a single hole of the water detection hole exceeds 80m 3 H, the water head height exceeds 0.6m, and the grouting pressure reaches 30MPa.
Before step 2.4, the water filtering tank of step 2.3 is constructed at the bottom of the well, and the water filtering tank 11 can guide the well wall and the bottom of the well to the inside of the water filtering tank 10 to the maximum extent;
during high-pressure grouting, the grout stop layer formed by combining the arc-shaped grout stop rock cap 9 and the concrete grout stop pad 4 at the upper part increases the stress area of the grout stop pad, avoids the possibility that the concrete grout stop pad is broken due to the concentration of extrusion stress of grout, and simultaneously prevents the phenomena of water leakage, grout leakage, integral displacement and the like of the grout stop pad during high-pressure grouting;
step 2.4, the water filtering tank 10 is cylindrical, the top cover of the water filtering tank 10 is a thick steel plate, water filtering holes are drilled on the periphery of the water tank, and a water filtering net is welded on the periphery of the water tank;
step 2.4, the smooth steel bars are welded outside the water delivery pipe 3, the distance between the steel bars is more than 1m, the connection strength of the steel pipe and the concrete is enhanced, the water leakage along the water filtering device is reduced,
step 2.5, covering the upper part of the water filtering layer 8 with air cylinder cloth, and separating the water filtering layer 8 from the grout stop pad 4, so that on one hand, cement paste and sand are prevented from leaking into the water filtering layer 8 when concrete is poured, and on the other hand, the grout stop pad 4 is prevented from being locally washed after the water level of the water filtering layer 8 rises;
step 2.5, the particle size of crushed stones of the water filtering layer 8 is 30-50mm, a water flow channel among the crushed stones with large particle sizes is increased, and the speed of water flowing out of a well wall and a water outlet point in the well bottom to the water filtering tank 10 is increased;
and 2.7, when the grout stopping pad is poured, pouring in layers, pushing each layer of pouring from one side to the other side in sequence, and vibrating by adopting a flat plate type concrete vibrator. The fly ash, mineral powder and the like are added into the concrete to reduce the consumption of cement and reduce the hydration heat; the steel fiber is doped, so that the toughness of the concrete can be improved, and the tensile strength of the concrete grout stop pad can be improved.
in the step 3, when the orifice pipe is pre-buried, the grouting material is a BY12-IA type early-setting early-strength high-strength grouting material and a BY12-7 type special grouting material for a gas seal hole. The water-material ratio of the two materials is 0.27:1 to 0.3:1.
after the construction of the orifice pipe is finished, blowing rock powder in the orifice completely by using a pressure fan, putting two grouting materials into a mixer, injecting the grouting materials in the mixer into the orifice pipe by using a grouting machine, performing a pressurized water test after the grouting materials in the orifice pipe are solidified, and continuing to construct other drill holes after the pressurized water is qualified until all the orifice pipes are constructed;
Examples
The designed depth of a certain gold mine auxiliary well is 8.3m in diameter of a shaft, and the section is a circular section.
Step 1, mastering the geological and hydrogeological profiles of a vertical shaft according to geological data of a vertical shaft worker exploration hole, making preliminary judgment on the lithology and the position of a water-bearing stratum of the vertical shaft, and determining the position of the water-bearing stratum and the water inflow amount by utilizing the advanced water exploration (the advanced water exploration depth is not less than 50 m) of a down-the-hole drill; according to the data of exploratory holes, when a gold ore auxiliary well with the height of-1180 m passes through a fracture zone and is subjected to advanced water exploration by a shallow hole drilling machine, the phenomenon that water burst occurs in stratums with the height of-1180-1181 m, the water head height is 0.4m, and the water yield of a single hole is 82.8m is shown 3 And h, the designed grouting pressure is 30MPa.
2.1 blasting grout stop pad pouring section surrounding rock: and (3) after the step (1) is finished, stopping tunneling, performing smooth blasting on the surrounding rock at the pouring section of the grout stop pad, reducing disturbance of the surrounding rock, discharging waste rocks after blasting, and cleaning the bottom downwards.
2.2 constructing a circular arc grout stop rock cap 9: and after the step 2.1 is finished, excavating an arc-shaped working surface at the bottom of the well, wherein most of the brush is 1m higher than the center of the arc-shaped working surface.
2.3 construction of the water filtering tank 11: after the step 2.2 is finished, cutting a water filtering groove 11 from the center of the arc-shaped grout stopping rock cap along the radial direction of the shaft by using an air pick, wherein the water filtering groove 11 is semicircular, and the diameter of the water groove is 400-800mm; so as to lead all the water discharged from the well wall and the bottom outlet point to the water filtering tank, and the arrangement mode of the water filtering tank is shown in figure 3.
2.4 installing a water filtering device: the water filtering device consists of a water pipe 3 and a water filtering tank 10, wherein the water filtering tank 10 is fixed at the center of the circular arc-shaped working surface, and the water filtering tank 10 is welded with the water pipe 3; fixing a water filter box 10 at the center of a well bottom, wherein the water filter box 10 is cylindrical, the diameter multiplied by the height is 1000mm multiplied by 1000mm, the top cover of the water filter box 10 is a steel plate with the thickness of 16mm, a water filter hole with the diameter of 15mm is drilled on the periphery of the water tank, a water filter net with the mesh of 5mm is arranged on the periphery of the water tank, the size of a water pipe 3 is phi 825mm multiplied by 14m, 10 circles of phi 20 smooth steel bars are welded outside the steel pipe, the distance between the steel bars is more than 1000mm, and the water filter box 10 and the water pipe 3 are welded;
2.5 laying a water filtering layer 8: paving broken stones with the diameter of 30-50mm on the arc-shaped surface of the grout stopping rock cap; the water filtering layer 8 is broken stone with the particle size of 30-50mm, and the upper part of the water filtering layer is covered with air duct cloth;
2.6 pouring a grout stop pad 4: steel fiber, fly ash, mineral powder and the like are doped into the concrete; when the grout stopping pad 4 is poured, pouring is carried out in layers, each layer of pouring is pushed to the other side from one side in sequence, a flat plate type concrete vibrator is adopted for vibrating, and meanwhile, steel fibers, coal ash and mineral powder are doped into concrete, so that the tensile strength of the grout stopping pad 4 is improved;
and 4, reinforcing the pulp stopping pad 4 and the water filtering layer 8: after the slurry stop pad is maintained for 10 days in the step 2.6, 4 reinforcing orifice pipes 6 are arranged along the circumference of the shaft, the distance between the 4 reinforcing orifice pipes 6 and the shaft wall is 0.5m, and the final hole position exceeds the diameter of the pierced billet;
when a certain gold ore auxiliary well passes through a high-water-pressure stratum, an arc-shaped grout stopping rock cap is constructed, a water filtering groove is cut in the grout stopping rock cap, a grout stopping pad is poured on the arc-shaped grout stopping rock cap to form a grout stopping layer, a well wall pressure relief hole is constructed during the reinforcing period of the grout stopping pad and the water filtering layer, the high-water-pressure large water burst stratum is grouted and reinforced, a shaft successfully passes through a water-bearing layer of a coke fracture zone, the shaft tunneling efficiency is improved, and the shaft construction period is shortened.
From the above description, it can be seen that the above-described embodiments of the present invention achieve the following technical effects:
according to the invention, by constructing the arc-shaped grout stopping rock cap and cutting the water filtering groove on the grout stopping rock cap, the well wall and the bottom water can be guided into the water filtering tank to the maximum extent and discharged by using the water pump; the grout stopping pad is poured on the arc-shaped grout stopping rock cap, and the grout stopping layer is formed by the grout stopping rock cap and the concrete grout stopping pad, so that the stress area of the concrete grout stopping pad is increased, the possibility that the concrete grout stopping pad is broken due to the concentration of extrusion stress of grout is avoided, and the phenomena of water leakage, grout leakage, integral displacement and the like of the concrete grout stopping pad during high-pressure grouting are prevented; and constructing a shaft wall pressure relief hole during the reinforcing period of the grout stop pad and the drainage layer, and finally performing working face grouting by adopting a double-hole symmetrical clockwise alternate drilling and grouting mode, so that the damage of the upper layer shaft wall caused by high-pressure grouting is prevented, the water gushing plugging of a high-water-pressure stratum is realized, the shaft tunneling efficiency is improved, the shaft construction period is shortened, and the shaft construction cost is saved.
While the present invention has been described with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, which are illustrative and not restrictive, and it will be apparent to those skilled in the art that various changes and modifications can be made therein without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (3)
1. The construction method for grouting the high water pressure stratum of the vertical shaft is characterized in that the method is used for constructing a grouting device, the grouting device is arranged at the bottom of the vertical shaft, and the construction method comprises the following steps:
the grout stopping rock cap is concave-concave arc-shaped; the well wall and the bottom water are led into the water filtering box to the maximum extent, and a good external environment is created for pouring the grout cushion;
the water filtering layer is arranged above the grout stopping rock cap and is used for filtering and discharging liquid at the bottom of the vertical shaft;
the pulp stopping pad is arranged above the water filtering layer, and the upper surface and the lower surface of the pulp stopping pad are smooth; the grout stopping layer is combined with the grout stopping rock cap to form a grout stopping layer, and the grout stopping layer bears the action of high confined water and grouting pressure, so that the injected grout can be injected into cracks of a water-bearing layer;
the upper end of the orifice pipe is higher than the upper surface of the grout stopping pad, and the lower end of the orifice pipe extends into the well wall;
the pressure relief hole is obliquely downwards and outwards arranged on the side wall of the bottom of the vertical shaft, can communicate the side wall with the interior of the shaft upper and is used for preventing the damage to the upper-layer shaft wall caused by upward movement of slurry during high-pressure grouting;
the orifice tube includes:
a reinforcing orifice pipe penetrating the grout stop pad; the grouting pipe guide device is used for providing guidance for drilling of a grouting hole of the reinforced stop-grouting pad and preventing a grouting pipe from being rushed out during grouting; 4 reinforcing hole pipes are arranged, the distance between the reinforcing hole pipes and the well wall is 0.5m, and the final hole position exceeds the diameter of a pierced billet;
the grouting orifice pipe sequentially penetrates through the grout stopping pad, the water filtering layer and the grout stopping rock cap from top to bottom;
the water filtration layer comprises:
the water filtering tank is cylindrical and is arranged in the center of the surface of the grout stopping rock cap;
the water pump is arranged in the center of the water filtering tank;
the lower end of the water delivery pipe is connected with the water pump, and the upper end of the water delivery pipe is higher than the grout stopping pad;
the gravel is arranged around the water filtering tank, and the upper surface of the gravel is flush with the upper surface of the water filtering tank;
the periphery of the water filtering box is provided with water filtering holes, and a water filtering net is arranged in each water filtering hole;
the surface of the grout stopping rock cap is also provided with a water filtering groove, the water filtering groove is semicircular, and the diameter of the water filtering groove is 400-800mm;
a plurality of steel bars are fixed on the outer side of the water pipe along the circumferential direction, and the distance between the steel bars is more than 1m;
the method comprises the following steps:
s1: advancing water exploration, and determining the position of a water-bearing layer of the surrounding rock and the water inflow amount;
s2: according to the water layer position and the water inflow of the surrounding rock, constructing a grout stopping rock cap, laying a water filtering layer and pouring a grout stopping pad in sequence:
s3: embedding the orifice pipe and reinforcing the grout stop pad and the water filtering layer;
s4: after the steps are completed, constructing a pressure relief hole in the side wall of the bottom of the vertical shaft;
s5: grouting the working face at high pressure; grouting is carried out in a double-hole symmetrical clockwise alternate drilling and grouting mode, drilling and grouting construction is carried out in two groups, the first group of drilling and grouting construction is used for plugging large cracks, the second group of drilling and grouting construction is used for plugging small cracks, and the two groups of drilling and grouting positions are staggered with each other, so that the stability of the surrounding structure in the grouting process can be effectively enhanced; in the drilling process, when the water inflow of the drilled hole is more than 5m 3 At the time of/h, drilling is suspended, grouting is carried out, water is blocked, and the water inflow of the drilled hole is reduced to 5m 3 When the drilling depth is less than the preset drilling depth,;
the S2 specifically comprises:
s21: blasting the grout stop pad to pour the surrounding rock according to the position of the water-bearing layer of the surrounding rock and the water inflow amount; performing smooth blasting on the surrounding rock of the grouting stop pad pouring section, reducing the disturbance of the surrounding rock, discharging waste rock after blasting, and cleaning the bottom downwards;
s22: after blasting is finished, a concave circular arc-shaped grout stop rock cap is dug at the bottom of the well;
s23: cutting a water filtering groove in the center of the grout stopping cap along the radial direction of the shaft so as to lead all the water discharged from the well wall and the bottom water outlet point to a water filtering box;
s24: a water filtering tank is fixed at the center of the grout stopping rock cap, and a water pump and a water delivery pipe are arranged at the center of the water filtering tank; the water filtering tank is cylindrical, the diameter multiplied by the height is 1000mm multiplied by 1000mm, the top cover of the water filtering tank is a steel plate with the thickness of 16mm, water filtering holes with the diameter of 15mm are drilled on the periphery of the water filtering tank, and a water filtering net with the mesh of 5mm is arranged on the periphery of the water tank;
s25: paving broken stones around the water filtering box, and covering the upper part of the water filtering box with air duct cloth; the diameter of the crushed stone is 30-50mm; the upper surface of the gravel is flush with the upper surface of the water filtering box;
s26: and pouring a grout stop pad above the gravel.
2. The method for grouting construction of the vertical shaft high water pressure stratum as claimed in claim 1, wherein the step S26 comprises:
pouring the grout stop pad layer by layer from bottom to top by using concrete doped with fly ash, mineral powder and steel fibers;
the pouring thickness of each layer is 0.5-1m, and a flat plate type concrete vibrator is adopted for vibration in the pouring process.
3. The method for grouting the high hydraulic pressure formation in the vertical shaft according to claim 1, wherein the step of burying the grouting orifice pipe in the S3 further comprises:
after one of the orifice pipes is buried, blowing off rock powder in the orifice pipe and grouting; and performing a water pressing test on the grouted orifice pipe, and continuing to construct other orifice pipes after the water pressing test is qualified until all the orifice pipes are constructed.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110486080.6A CN113153212B (en) | 2021-04-30 | 2021-04-30 | Vertical shaft high-water-pressure stratum grouting device and construction method |
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| CN202110486080.6A CN113153212B (en) | 2021-04-30 | 2021-04-30 | Vertical shaft high-water-pressure stratum grouting device and construction method |
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| CN113153212B true CN113153212B (en) | 2023-04-11 |
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Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| GB191121790A (en) * | 1911-10-03 | 1912-02-22 | Jacques Gevers | Method for Cutting Off a Large Waterflow by Means of Cement-grouting while Sinking a Mine Shaft. |
| CN102108869B (en) * | 2010-12-30 | 2012-09-05 | 山东科技大学 | Grout stop pad construction method for kilometer vertical shaft grouting for water control |
| CN103046932A (en) * | 2012-12-22 | 2013-04-17 | 中冶集团武汉勘察研究院有限公司 | Pre-grouting and water plugging method for permeable layer in vertical shaft |
| CN103696775B (en) * | 2013-12-20 | 2016-02-24 | 中煤第五建设有限公司 | The descending slip casting method of the high many group aquifer segmentations of large section |
| CN108119143B (en) * | 2017-12-20 | 2019-11-15 | 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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