CN113236117B - Water control method for southwest corrosion stratum shaft by ground and underground combined grouting - Google Patents
Water control method for southwest corrosion stratum shaft by ground and underground combined grouting Download PDFInfo
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- CN113236117B CN113236117B CN202110540918.5A CN202110540918A CN113236117B CN 113236117 B CN113236117 B CN 113236117B CN 202110540918 A CN202110540918 A CN 202110540918A CN 113236117 B CN113236117 B CN 113236117B
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- 239000002131 composite material Substances 0.000 claims abstract description 23
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- ZDYUUBIMAGBMPY-UHFFFAOYSA-N oxalic acid;hydrate Chemical compound O.OC(=O)C(O)=O ZDYUUBIMAGBMPY-UHFFFAOYSA-N 0.000 claims 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP 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
- E21B33/138—Plastering the borehole wall; Injecting into the formation
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/10—Correction of deflected boreholes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/18—Drilling by liquid or gas jets, with or without entrained pellets
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
- E21D1/16—Preparation of the ground by petrification
Abstract
The invention discloses a water control method for southwest corrosion stratum wellbores by combining ground and underground grouting, which comprises the steps of ground grouting hole layout and drilling operation; ground grouting, namely grouting granular slurry by adopting a small-section high-pump high-pressure grouting pump; arranging and drilling underground grouting holes; and (3) underground grouting, namely grouting chemical grouting by adopting a small-pump high-pressure grouting pump. The ground and underground combined grouting method provided by the invention can effectively block groundwater in a shaft corrosion stratum in southwest area, strengthen a broken stratum and improve the integrity and the integral bearing capacity of surrounding rock. The technology is suitable for preventing and controlling water problems of a vertical shaft in the construction of an erosion stratum mine in southwest areas of China, can realize grouting water shutoff and surrounding rock reinforcement of a high water pressure-composite water guide channel under complex engineering and hydrogeological conditions, and has great engineering application value.
Description
Technical Field
The invention relates to the technical field of water control for a shaft of a mine construction. In particular to a water control method for southwest corrosion stratum wellbores by combining ground and underground grouting.
Background
The grouting water control technology is to fill slurry into the stratum water guide channel by manual high-pressure grouting, and fill and seal the water guide channel after the slurry is deposited and solidified, thereby achieving the purposes of water shutoff and surrounding rock reinforcement. The water guide channels in the southwest corrosion aquifer are composite water guide channels due to geological structure development of faults, fracture zones and the like, and the water guide channels comprise large water guide channels of faults, fracture zones and the like, and also comprise corrosion cracks and dissolved hole type fine water guide channels. Because the southwest corrosion aquifer water guide channel has a complex structure, the conventional grouting technology is difficult to effectively block the water burst of the shaft.
In recent years, in the construction process of mines in southwest areas, the threat that the shafts of the shafts are eroded by water damage of the aquifer is serious, so that development of the aquifer grouting water shutoff technology suitable for the composite water guide channel in southwest areas is important. At present, the conventional ground pre-grouting technology can effectively block stratum of fracture-type water guide channels such as fracture zones and fault zones, and for corrosion pore-type stratum, common particle grouting materials are difficult to effectively inject, so that the ground pre-grouting technology based on the particle grouting materials is difficult to completely meet the water control requirements of corrosion pore-type stratum. The grouting technology of the underground common working face has low efficiency and can not meet the requirement of quick plugging of a large-thickness aquifer.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to provide the method for preventing and controlling water in the southwest corrosion stratum shaft, which can be used for grouting the ground and underground combination of the water-bearing stratum in southwest areas of China, and the method can be used for safely and quickly plugging the shaft water burst by combining the advantages of the ground and underground grouting technology, and meanwhile, the waste of grouting materials is avoided.
In order to solve the technical problems, the invention provides the following technical scheme:
a southwest corrosion stratum shaft water control method of ground and underground combined grouting is characterized by comprising the following steps:
(A) The ground grouting holes are arranged and drilling operation is carried out;
(B) Ground grouting, namely grouting granular slurry by adopting a small-section high-pump high-pressure grouting pump;
(C) Arranging and drilling underground grouting holes;
(D) And (3) underground grouting, namely grouting chemical grouting by adopting a small-pump high-pressure grouting pump.
The water control method for the southwest corrosion stratum shaft of the ground and underground combined grouting comprises the following steps of (A) arranging ground grouting holes: a circle of ground grouting holes are arranged along the vertical shaft, the circumference surrounded by the ground grouting holes is concentric with the vertical shaft, and the diameter of the ground grouting Kong Bukong circle is 2-4 meters larger than the barren diameter of the vertical shaft.
The method for controlling water in southwest corrosion stratum wellbores by combining ground and underground grouting comprises the following steps of (A): the drilling structure is divided into a casing section and a bare hole grouting section;
(A-1) casing section drilling and casing running and casing setting: the bottom of the casing section enters a stable bedrock and is positioned above the top boundary of the water-bearing layer to be blocked; the sleeve section is a straight hole or an S-shaped directional hole; after the casing section is drilled, changing the primary drill bit to drill for 1-2 m continuously, circulating mud, and discharging rock powder in the hole; then, a geological sleeve with the diameter of phi 168-194 mm is put down to a preset depth; the casing section adopts a single-liquid cement slurry fixed pipe, and the solidification time is more than or equal to 48 hours; the aperture of the sleeve section is phi 200-phi 260mm;
the distance between the bottom of the bare hole grouting section and the bottom plate of the corrosion water-bearing layer is more than or equal to 10 meters; the aperture of the bare hole grouting section is phi 100-phi 140mm; the bare hole grouting section adopts clear water for drilling, common bentonite slurry for wall protection is adopted when normal stratum passes through, and PAA slurry for wall protection is adopted when stratum is broken by faults; and (5) observing the drilling speed and the slurry consumption in the drilling process, and analyzing the lithology and the water permeability of the stratum.
The southwest corrosion stratum shaft water control method of the ground and underground combined grouting comprises the following steps of: the bare hole grouting section is divided into a plurality of grouting small sections according to geological conditions, and the section height of each grouting small section is 30-50 m; drilling and grouting are alternately performed, a TSJ-2000 water source drilling machine is adopted as a drilling machine, and a BQ-350 large pump high-pressure grouting pump is adopted as grouting equipment.
The southwest corrosion stratum shaft water control method for ground and underground combined grouting comprises the following steps:
(B-1) pressurized Water test: after grouting small-section pore forming, flushing a drilled hole by clean water, stopping grouting, and performing a pressurized water test after grouting is completed to obtain the initial water permeability of the stratum;
after the pressurized water test is completed, the grouting operation is carried out, and the grouting material is selected as particle slurry;
in the grouting process of (B-3), monitoring the grouting pump quantity and grouting pressure, and adjusting the type of the slurry, the proportioning parameter of the slurry and the grouting times according to the pressure change condition; and adopting a grouting pressure ending standard, wherein the grouting final pressure is 2-2.5 times of the hydrostatic pressure.
The southwest corrosion stratum shaft water control method of the ground and underground combined grouting comprises the steps that the particle slurry is single-liquid cement slurry, clay comprehensive slurry and composite modified cement slurry;
single-fluid cement slurry: the water-cement ratio is 0.75-1.25; the suspension stability can be improved by adding a composite additive according to the pressure change condition, wherein the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5% of the cement mass;
clay comprehensive slurry: the method comprises the steps of preparing clay primary pulp, cement and structural additives; the clay content in the clay primary pulp is more than 30%, and the sand content is less than 5%; the clay primary pulp is prepared by adding water into clay, the specific gravity of the clay primary pulp is 1.10-1.25, the viscosity of a funnel is 18-26 s, the mass of 1L of the clay primary pulp added with cement is 100-300 g, and the volume of 1L of the clay primary pulp added with structural additive is 10-30 mL; the structural additive is water glass, and the Baume degree is 35-42;
composite modified cement slurry: the cement is prepared by adding a modified additive and an accelerator into single-liquid cement slurry; the water-cement ratio of the single-liquid cement slurry base slurry is 1:1, the modified additive is fly ash, and the accelerator is sodium silicate; the dosage of the modified additive and the accelerator is 0.3 to 0.5 percent of the mass of the cement.
In the method for controlling water in southwest corrosion stratum shaft by combining ground and underground grouting, in the step (C), the underground grouting is supplemented according to the condition of residual corrosion pore type water guide channels in the corrosion stratum; the underground grouting holes are arranged into a plurality of grouting sections according to the requirement;
laying underground grouting holes: the underground grouting holes are arranged in a single circle or a double circle along the shaft sinking excavation waste diameter, and the inner circle grouting holes and the outer circle grouting holes are staggered in the double circle arrangement; the diameter of the underground grouting Kong Bukong circle is 2-3 m smaller than the excavation rough diameter of the shaft; the underground grouting holes are straight holes and deflect towards the radial direction far away from the vertical shaft, and the deflection angle between the underground grouting holes and the vertical direction is 3-5 degrees;
drilling operation of underground grouting holes: the depth of the underground grouting hole is 50-70 m, the grouting stopping rock cap section is 20-30 m, and the effective grouting section is 20-40 m; when the underground grouting holes are also used as water detection holes, the hole depth of the underground grouting holes is 70-100 m.
The water control method for the southwest corrosion stratum shaft of the ground and underground combined grouting comprises the following steps of:
drilling a downhole grouting hole by adopting a tunnel drilling machine, drilling a hole at a grouting rock cap section, wherein the hole depth is 3-5 m, then, putting into an orifice pipe and adopting a single-liquid cement slurry solid pipe, installing an orifice blowout preventer on the orifice pipe, and carrying out pressure resistance test on the orifice pipe and the orifice pipe blowout preventer before a subsequent drilling machine, wherein the pressure resistance grade of the orifice blowout preventer is 2 times of the grouting pressure;
drilling a water detection hole: drilling a water exploration hole, drilling by adopting clear water, and closely observing the consumption of the clear water or the water inflow of the drilled hole in the drilling process; if the 4 water detection holes are all free of water, the section does not need to be subjected to underground grouting; if water gushes in the water detection hole, underground grouting is carried out;
(C-3) downhole grouting hole drilling: drilling of multiple downhole grouting holes can be performed simultaneously on a downhole working faceAnd (3) hole jump construction, wherein the water inflow of a drilled hole is closely monitored in the drilling process, and if the water inflow of a single drilled hole exceeds 2m 3 And/h, grouting and water shutoff are needed to be carried out on the drilling holes; the subsequent underground grouting holes are also used as the examination holes for the effect of the preface grouting; in the grouting process of a certain underground grouting hole, other drilling holes need to stop drilling, a drilling tool is lifted, and a blowout preventer valve is closed.
The water control method for the southwest corrosion stratum shaft of the ground and underground combined grouting comprises the following steps of: the underground grouting adopts a small-pump high-pressure grouting pump to perform chemical grouting; the chemical pulp material is prepared from modified urea-formaldehyde resin; the method comprises the following steps:
(D-1) preparing modified urea-formaldehyde resin slurry for underground grouting on the ground, wherein the slurry viscosity of the modified urea-formaldehyde resin slurry is controlled to be 30-50 cP, and the gelation time is 10-120 min; after the preparation of the ground slurry is completed, the ground slurry is conveyed to the underground through a slurry conveying pipe;
(D-2) the underground grouting pump quantity is 8-19L/min, and when the grouting pressure is more than or equal to 3 times of hydrostatic pressure and the stabilizing time is more than 5min, the current grouting can be ended;
and (D-3) after all drilling and grouting of the underground grouting holes (4) are completed, withdrawing the drilling and grouting equipment, waiting for drilling to the position of the next grouting rock cap, and carrying out the next underground grouting cycle.
The southwest corrosion stratum shaft water control method of the ground and underground combined grouting comprises the steps that the modified urea-formaldehyde resin slurry comprises a main agent urea-formaldehyde resin and a curing agent acid solution; the preparation method comprises the following steps: firstly, preparing a main agent: mixing 300kg of urea with 660kg of formaldehyde aqueous solution with mass fraction of 35-40%, and fully stirring; then adding an equal volume of an acidic solution of a curing agent, wherein the acidic solution is an oxalic acid aqueous solution with the mass percent of 3% -10%.
The technical scheme of the invention has the following beneficial technical effects:
the method adopts the granular grouting material to rapidly plug the large water guide channel (such as fault fracture zone, fracture zone and the like) in the corrosion stratum on the ground. And then, in the well sinking process, adopting a downhole grouting technology to supplement grouting, and plugging residual corrosion pore type water guide channels in the corrosion stratum. Through ground and underground combined grouting, composite water guide channels in the corrosion stratum are plugged, the problem that an effective water plugging curtain is difficult to form by the conventional grouting technology is solved, and the advantages of the ground and underground grouting technology are combined, so that the water burst of a shaft can be safely and rapidly plugged, and meanwhile, grouting material waste is avoided.
The invention adopts the ground and underground combined grouting technology to prevent and treat southwest corrosion type aquifer in China. The ground grouting adopts large-scale complete drilling and grouting equipment, so that high-pressure grouting with a large pump can be realized, a large water guide channel in a stratum is filled and plugged, the construction period is short, and the grouting efficiency is high. The underground grouting can realize the combination of water detection and grouting, and is mainly carried out aiming at residual corrosion pore water of the stratum, and the water blocking effect is reliable. The invention can stop the water damage accident of the shaft, realize the safe and rapid well sinking operation in the eroded aquifer, and has important application value and popularization value.
The method comprises the steps of firstly plugging a large-scale main water channel in a corrosion stratum by using ground grouting, and then plugging a solution hole type fine water channel by using underground grouting.
The ground and underground combined grouting method provided by the invention can effectively block groundwater in a shaft corrosion stratum in southwest area, strengthen a broken stratum and improve the integrity and the integral bearing capacity of surrounding rock. The technology is suitable for preventing and controlling water problems of a vertical shaft in the construction of an erosion stratum mine in southwest areas of China, can realize grouting water shutoff and surrounding rock reinforcement of a high water pressure-composite water guide channel under complex engineering and hydrogeological conditions, and has great engineering application value.
Drawings
FIG. 1 is a schematic diagram of a water control method for a southwest corrosion formation shaft of a ground and downhole combined grouting;
FIG. 2 is a schematic cross-sectional view of a floor grouting;
FIG. 3 is a floor grouting borehole plan;
FIG. 4 is a schematic cross-sectional view of downhole grouting;
FIG. 5 is a schematic of a downhole grouting borehole plan.
The reference numerals in the drawings are as follows: 1-a vertical shaft; 2-ground grouting holes; 3-ground grouting Kong Bukong circles of diameters; 4-a downhole grouting hole; 5-a grout stopping rock cap section; 6-1-casing section; 6-2-bare hole grouting section; 6-3-grouting small sections; 8-grouting under well Kong Bukong circles of diameters; 9, excavating a rough diameter of a shaft; 10-erosion of the aquifer, 11-water detection and downhole grouting holes.
Detailed Description
In the southwest corrosion stratum shaft water control method of ground and underground combined grouting in the embodiment shown in fig. 1, a single circle of grouting holes are arranged in ground grouting, 8 ground grouting drilling holes 2 are arranged in total, construction is carried out in two orders, and the diameter 3 of each circle of ground grouting Kong Bukong is larger than the diameter 3.0m of a crude shaft. The number of the underground grouting holes 4 is 20, and the underground grouting holes 4 also serve as water detection holes.
The method specifically comprises the following steps:
(A) The ground grouting holes are arranged and drilling operation is carried out;
as shown in fig. 2, 8 ground grouting drilling holes 2 are uniformly distributed on the ground along the periphery of the vertical shaft 1, and the circle diameter 3 of ground grouting Kong Bukong is larger than the barren diameter 3.0m of the vertical shaft.
Surface drilling operations: the drilling structure is divided into a casing section 6-1 and a bare hole grouting section 6-2;
the bottom of the grouting hole casing section 6-1 enters the stable bedrock and is positioned above the aquifer roof;
the bottom of the grouting section 6-2 of the grouting bare hole exceeds the bottom plate 10m of the corrosion water-bearing layer by 10 m. The ground grouting hole drilling adopts a water source drilling machine, a gyro inclinometer is adopted for inclinometry in the drilling process, a screw drilling tool is corrected, and the drilling deflection is controlled within 0.5%. Each grouting section is inclinometric once, and each 10-20 m is an inclinometry point.
The aperture of the sleeve section is phi 200-phi 260mm, and the aperture of the bare hole grouting section is phi 100-phi 140mm.
The drilling machine adopts a TSJ-2000 water source drilling machine, and the grouting equipment adopts a BQ-350 large pump high-pressure grouting pump.
The ground grouting hole drilling comprises the following steps:
(A-1) casing section 6-1 drilling and casing running and casing setting: after the casing section 6-1 is drilled, the primary drill bit is changed to continue drilling for 1-2 m, mud is circulated, and rock powder in the hole is discharged.
Setting geological casing pipe with diameter of 168-194 mm to preset depth, fixing the casing pipe with cement slurry with water-cement ratio of 0.75:1 for at least 78 hr;
the water cement ratio of the single-liquid cement slurry is 0.75-1.25; the composite additive can be added according to the pressure change condition to improve the suspension stability, wherein the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5% of the cement mass.
(a-2) drilling of a bare hole grouting section 6-2: the bare hole grouting section 6-2 is divided into a plurality of grouting small sections 6-3 according to geological conditions, and the section height of each grouting small section 6-3 is 30-50 m; drilling and grouting are alternately performed. The bare hole grouting section 6-2 adopts clear water to drill, the special stratum adopts PAA slurry to protect the wall, the drilling speed and the slurry consumption are observed in the drilling process, and the stratum strength and the water permeability are analyzed.
(B) Grouting the ground;
the ground grouting adopts a BQ-350 large pump high-pressure grouting pump, the grouting material mainly adopts clay comprehensive slurry, the special case adopts composite modified cement slurry, and the composite modified cement slurry controls the slurry diffusion range by adding an accelerator and an inert filling material.
The ground grouting comprises the following steps:
in the drilling process of the grouting small section 6-3, common bentonite slurry is adopted when normal stratum is passed through, and PAA slurry is adopted when stratum is broken by fault;
after the grouting small section 6-3 is formed, flushing the drilled holes by clean water, and then carrying out a pressurized water test to obtain the initial water permeability of the stratum; the method comprises the steps of performing a slurry stopping and pressing test, performing the pressing test by adopting a mechanical slip slurry stopping plug to stop slurry, performing 3 pressing tests with different flow rates after slurry stopping, recording corresponding pressing pressure, and calculating the initial water permeability of the stratum;
after the pressurized water test is completed, the grouting operation is carried out, and the grouting material is selected as particle slurry; grouting is carried out by taking clay comprehensive slurry as a main material,
clay comprehensive slurry: the method comprises the steps of preparing clay primary pulp, cement and structural additives; the clay content in the clay primary pulp is more than 30%, and the sand content is less than 5%; the clay primary pulp is prepared by adding water into clay, the specific gravity of the clay primary pulp is 1.10-1.25, the viscosity of a funnel is 18-26 s, the mass of 1L of the clay primary pulp added with cement is 100-300 g, and the volume of 1L of the clay primary pulp added with structural additive is 10-30 mL; the structural additive is water glass, and the Baume degree is 35-42;
determining the consumption of the clay comprehensive slurry cement and the structural additive according to the pressurized water test result, preparing slurry by adopting a two-stage stirring configuration, adding the cement by a first-stage stirring configuration, adding the structural additive by a second-stage stirring configuration, observing the grouting pressure and the pump quantity change in the grouting process, and dynamically adjusting the slurry proportion;
grouting the composite modified cement slurry, wherein the composite modified cement slurry is prepared by adding a modified additive and an accelerator into single-liquid cement slurry; the water-cement ratio of the single-liquid cement slurry base slurry is 1:1, the modified additive is fly ash, the accelerator is sodium silicate, and the inert filling material is rice husk, sawdust or artificial fiber material; the modified additive and the accelerator are 0.3 to 0.5 percent of the mass of the cement;
in order to solve the phenomenon of super-distance diffusion of clay comprehensive slurry in large-scale water guide channels with good connectivity such as fault zone, fracture zone and the like, if the single-section grouting quantity exceeds 300m 3 And when the grouting pressure is extremely low, the composite modified cement slurry is adopted to grouting and plug the large-opening water guide channel, and the mass of the inert filling material and the accelerator added into the single-liquid cement slurry is adjusted to control the stratum connectivity near the drilling hole, wherein the total consumption of the inert filling material is 1.0-3.0% of the mass of the cement.
In the grouting process of (B-4), monitoring the grouting pump quantity and grouting pressure, and adjusting the type of the slurry, the proportioning parameter of the slurry and the grouting times according to the pressure change condition; and adopting a grouting pressure ending standard, wherein the grouting final pressure is 2-2.5 times of the hydrostatic pressure.
(C) Arranging and drilling underground grouting holes;
the underground grouting holes 4 are distributed in a single circle, and the diameter 8 of the underground grouting holes Kong Bukong is 2m smaller than the excavation waste diameter 9 of the shaft. The underground grouting holes 4 are also used as water detection holes, the drilling depth of the underground grouting holes 4 is 70m, the grouting stopping rock cap section 5 is 30m, and the effective grouting section is 30m. The underground grouting hole drilling adopts a tunnel drilling machine, a blowout preventer is required to be installed before drilling, and the pressure resistance test is qualified. The method comprises the following steps:
and (C-1) arranging and installing a blowout preventer, drilling holes in the grout stop rock cap section 5, wherein the hole depth is 3-5 m, and then, putting the grout stop rock cap section into the hole and adopting a single-liquid cement slurry solid pipe with the water-cement ratio of 0.75:1. Installing a blowout preventer on the orifice pipe, and performing a pressure test on the orifice pipe and the blowout preventer of the orifice pipe before a subsequent drilling machine, wherein the test pressure is 2 times of the grouting pressure;
drilling a water detection hole: drilling a water exploration hole, drilling by adopting clear water, and observing the consumption of the clear water or the water inflow of the drilled hole in the drilling process. If all 4 water detection holes are free of water, the section does not need to be subjected to underground grouting. And if water gushes in the exploratory hole, performing underground grouting.
And (C-3) drilling grouting holes. The underground working face can simultaneously drill a plurality of underground grouting holes 4, the underground grouting holes 4 are constructed by adopting jump holes, the subsequent grouting holes are also used as examination holes for the preface grouting effect, and the drilling water inflow is observed in the drilling process of the underground grouting holes 4. The water inflow of single hole exceeds 2m 3 And/h, stopping drilling and grouting. In the grouting process of a certain underground grouting hole (4), other drilling holes need to stop drilling, a drilling tool is lifted, and a blowout preventer valve is closed.
(D) Performing underground grouting operation;
the underground grouting adopts a small-pump high-pressure grouting pump to perform chemical grouting. The chemical slurry material is prepared by adopting modified urea resin, the chemical slurry is prepared on the ground and is conveyed to the underground through a slurry conveying pipe, and the method comprises the following steps:
(D-1) preparing modified urea-formaldehyde resin slurry for underground grouting on the ground, wherein the slurry viscosity of the modified urea-formaldehyde resin slurry is controlled to be 30-50 cP, and the gelation time is 10-120 min; after the preparation of the ground slurry is completed, the ground slurry is conveyed to the underground through a slurry conveying pipe;
the modified urea-formaldehyde resin slurry comprises a main agent urea-formaldehyde resin and a curing agent acidic solution; the preparation method comprises the following steps: firstly, preparing a main agent: mixing 300g of urea with 660g of formaldehyde aqueous solution with mass fraction of 35-40%, and fully stirring; then adding an equal volume of an acidic solution of a curing agent, wherein the acidic solution is an oxalic acid aqueous solution with the mass percent of 3% -10%. The prepared modified urea-formaldehyde resin slurry has controllable gel forming time and compressive strength reaching 2.0-5.0 MPa.
And (D-2) grouting underground by adopting small pump quantity, wherein the pump quantity of the underground grouting is 8-19L/min, the grouting pressure condition is observed in the grouting process, and when the grouting pressure is 3 times of the underground water pressure and is stable for more than 5min, the hole grouting can be ended.
(D-2) after the underground grouting holes 4 are completely drilled, withdrawing the drilling and grouting equipment, waiting for drilling to the position of the next grouting rock cap, and carrying out the next underground grouting cycle.
It is apparent that the above examples are given by way of illustration only and are not limiting of the embodiments. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. It is not necessary here nor is it exhaustive of all embodiments. While the obvious variations or modifications which are extended therefrom remain within the scope of the claims of this patent application.
Claims (9)
1. A southwest corrosion stratum shaft water control method of ground and underground combined grouting is characterized by comprising the following steps:
(A) The ground grouting holes are arranged and drilling operation is carried out;
(B) Ground grouting, namely grouting granular slurry by adopting a small-section high-pump high-pressure grouting pump;
(C) Arranging and drilling underground grouting holes;
(D) Grouting under the well, and grouting chemical slurry by adopting a small-pump high-pressure grouting pump;
in step (a), a surface drilling operation: the drilling structure is divided into a sleeve section (6-1) and a bare hole grouting section (6-2);
(A-1) casing section (6-1) drilling and casing running and casing setting: the bottom of the sleeve section (6-1) enters a stable bedrock and is positioned above the top boundary of the water-bearing layer to be blocked; the sleeve section (6-1) is a straight hole or an S-shaped directional hole; after the casing section (6-1) is drilled, the primary drill bit is changed to continue drilling for 1-2 m, mud is circulated, and rock powder in the hole is discharged; then, a geological sleeve with the diameter of phi 168-194 mm is put down to a preset depth; the sleeve section (6-1) adopts a single-liquid cement slurry solid pipe, and the solidification time is more than or equal to 48 hours; the aperture of the sleeve section (6-1) is phi 200-phi 260mm;
the distance between the bottom of the bare hole grouting section (6-2) and the bottom plate of the corrosion water-bearing layer (10) is more than or equal to 10 meters; the aperture of the bare hole grouting section (6-2) is phi 100-phi 140mm; the bare hole grouting section (6-2) adopts clear water for drilling, adopts common bentonite slurry for wall protection when passing through a normal stratum, and adopts PAA slurry for wall protection when passing through a fault fracture zone stratum; and (5) observing the drilling speed and the slurry consumption in the drilling process, and analyzing the lithology and the water permeability of the stratum.
2. The method for controlling water in a southwest corrosion formation wellbore of a combined surface and downhole grouting as recited in claim 1, wherein in the step (a), the surface grouting holes are arranged: a circle of ground grouting holes (2) are arranged along the vertical shaft (1), the circumference surrounded by the ground grouting holes (2) is concentric with the vertical shaft (1), and the circle diameter (3) of ground grouting Kong Bukong is 2-4 meters larger than the barren diameter of the vertical shaft (1).
3. The method for controlling water in a southwest corrosion formation wellbore, which is grouting combined with the ground and the underground according to claim 1, wherein in the step (B): the bare hole grouting section (6-2) is divided into a plurality of grouting small sections (6-3) according to geological conditions, and the section height of each grouting small section (6-3) is 30-50 m; drilling and grouting are alternately performed, a TSJ-2000 water source drilling machine is adopted as a drilling machine, and a BQ-350 large pump high-pressure grouting pump is adopted as grouting equipment.
4. A method for controlling water in a southwest corrosion formation wellbore, which is grouting combined with the ground and the underground according to claim 3, wherein in the step (B), the method specifically comprises the following steps:
(B-1) pressurized Water test: after the grouting small section (6-3) is formed, flushing the drilled hole by clean water, stopping grouting, and performing a pressurized water test after stopping grouting to obtain the initial water permeability of the stratum;
after the pressurized water test is completed, the grouting operation is carried out, and the grouting material is selected as particle slurry;
in the grouting process of (B-3), monitoring the grouting pump quantity and grouting pressure, and adjusting the type of the slurry, the proportioning parameter of the slurry and the grouting times according to the pressure change condition; and adopting a grouting pressure ending standard, wherein the grouting final pressure is 2-2.5 times of the hydrostatic pressure.
5. The method for controlling water in southwest corrosion formation mineshaft by combining ground and underground grouting according to claim 4, wherein the particle slurry is single-liquid cement slurry, clay comprehensive slurry and composite modified cement slurry;
single-fluid cement slurry: the water-cement ratio is 0.75-1.25; the suspension stability can be improved by adding a composite additive according to the pressure change condition, wherein the composite additive adopts acrylamide, and the dosage of the composite additive is 0.3-0.5% of the cement mass;
clay comprehensive slurry: the method comprises the steps of preparing clay primary pulp, cement and structural additives; the clay content in the clay primary pulp is more than 30%, and the sand content is less than 5%; the clay primary pulp is prepared by adding water into clay, the specific gravity of the clay primary pulp is 1.10-1.25, the viscosity of a funnel is 18-26 s, the mass of 1L of the clay primary pulp added with cement is 100-300 g, and the volume of 1L of the clay primary pulp added with structural additive is 10-30 mL; the structural additive is water glass, and the Baume degree is 35-42;
composite modified cement slurry: the cement is prepared by adding a modified additive and an accelerator into single-liquid cement slurry; the water-cement ratio of the single-liquid cement slurry base slurry is 1:1, the modified additive is fly ash, and the accelerator is sodium silicate; the dosage of the modified additive and the accelerator is 0.3 to 0.5 percent of the mass of the cement.
6. The method for controlling water in a southwest corrosion formation wellbore by combined grouting of the ground and the underground according to claim 1, wherein in the step (C), the grouting is supplemented underground according to the condition of residual corrosion pore type water guide channels in the corrosion formation; the underground grouting holes are arranged into a plurality of grouting sections according to the requirement;
laying underground grouting holes: the underground grouting holes (4) are arranged along a single circle or double circles of the sinking excavation waste diameter, and the inner circle grouting holes and the outer circle grouting holes are staggered when the double circles are arranged; the diameter (8) of the underground grouting Kong Bukong is 2-3 m smaller than the excavation rough diameter (9) of the shaft; the underground grouting holes (4) are straight holes and deflect towards the radial direction far away from the vertical shaft (1), and the deflection angle between the underground grouting holes (4) and the vertical direction is 3-5 degrees;
drilling operation of underground grouting holes: the depth of the underground grouting holes (4) is 50-70 m, the grouting stopping rock cap section (5) is 20-30 m, and the effective grouting section is 20-40 m; when the underground grouting holes (4) are also used as water detection holes, the hole depth of the underground grouting holes (4) is 70-100 m.
7. The method for controlling water in a southwest corrosion formation wellbore, which is grouting combined with the ground and the underground according to claim 6, wherein in the step (C):
drilling an underground grouting hole (4) by adopting a tunnel drilling machine, drilling a grouting stopping rock cap section (5), wherein the hole depth is 3-5 m, then, putting into an orifice pipe, adopting a single-liquid cement slurry solid pipe, installing an orifice blowout preventer on the orifice pipe, and before a subsequent drilling machine, performing a pressure-resistant test on the orifice pipe and the orifice pipe blowout preventer, wherein the pressure-resistant grade of the orifice blowout preventer is 2 times of the grouting pressure;
drilling a water detection hole: drilling a water exploration hole, drilling by adopting clear water, and closely observing the consumption of the clear water or the water inflow of the drilled hole in the drilling process; if the 4 water detection holes are all free of water, the section does not need to be subjected to underground grouting; if water gushes in the water detection hole, underground grouting is carried out;
(C-3) downhole grouting hole drilling: the underground working face can simultaneously drill a plurality of underground grouting holes (4), the hole-jump construction is carried out, the water inflow of the drilled holes is closely monitored in the drilling process, and if the water inflow of a single drilled hole exceeds 2m 3 And/h, grouting and water shutoff are needed to be carried out on the drilling holes; the subsequent underground grouting holes (4) are also used as preface grouting effect checking holes; in the grouting process of a certain underground grouting hole (4), other drilling holes need to stop drilling, a drilling tool is lifted, and a blowout preventer valve is closed.
8. The method for controlling water in a southwest corrosion formation wellbore, which is grouting combined with the ground and the underground according to claim 1, wherein in the step (D): the underground grouting adopts a small-pump high-pressure grouting pump to perform chemical grouting; the chemical pulp material is prepared from modified urea-formaldehyde resin; the method comprises the following steps:
(D-1) preparing modified urea-formaldehyde resin slurry for underground grouting on the ground, wherein the slurry viscosity of the modified urea-formaldehyde resin slurry is controlled to be 30-50 cP, and the gelation time is 10-120 min; after the preparation of the ground slurry is completed, the ground slurry is conveyed to the underground through a slurry conveying pipe;
(D-2) the underground grouting pump quantity is 8-19L/min, and when the grouting pressure is more than or equal to 3 times of hydrostatic pressure and the stabilizing time is more than 5min, the current grouting can be ended;
and (D-3) after all drilling and grouting of the underground grouting holes (4) are completed, withdrawing the drilling and grouting equipment, waiting for drilling to the position of the next grouting rock cap, and carrying out the next underground grouting cycle.
9. The method for controlling water in southwest corrosion formation wellbores by combining ground and underground grouting according to claim 8, wherein the modified urea-formaldehyde resin slurry comprises a main agent urea-formaldehyde resin and a curing agent acid solution; the preparation method comprises the following steps: firstly, preparing a main agent: mixing 300kg of urea with 660kg of formaldehyde aqueous solution with mass fraction of 35-40%, and fully stirring; then adding an equal volume of curing agent acid solution, wherein the curing agent acid solution is oxalic acid water solution with the mass percent of 3% -10%.
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