CN111535773B - Drilling method adopting fiber type weighted mud under high-head flowing water condition - Google Patents

Drilling method adopting fiber type weighted mud under high-head flowing water condition Download PDF

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CN111535773B
CN111535773B CN202010367558.9A CN202010367558A CN111535773B CN 111535773 B CN111535773 B CN 111535773B CN 202010367558 A CN202010367558 A CN 202010367558A CN 111535773 B CN111535773 B CN 111535773B
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drilling
mud
fiber type
parts
slurry
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CN111535773A (en
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宗敦峰
肖恩尚
郭万红
刘建发
孙亮
赵明华
唐玉书
李文书
徐文峰
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Sinohydro Foundation Engineering Co Ltd
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Sinohydro Foundation Engineering Co Ltd
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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
    • E21B33/00—Sealing or packing boreholes or wells
    • E21B33/02—Surface sealing or packing
    • E21B33/03—Well heads; Setting-up thereof
    • E21B33/068—Well heads; Setting-up thereof having provision for introducing objects or fluids into, or removing objects from, wells
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/02—Well-drilling compositions
    • C09K8/04—Aqueous well-drilling compositions
    • C09K8/14—Clay-containing compositions
    • C09K8/18—Clay-containing compositions characterised by the organic compounds
    • C09K8/20—Natural organic compounds or derivatives thereof, e.g. polysaccharides or lignin derivatives
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/02—Well-drilling compositions
    • C09K8/04—Aqueous well-drilling compositions
    • C09K8/14—Clay-containing compositions
    • C09K8/18—Clay-containing compositions characterised by the organic compounds
    • C09K8/22—Synthetic organic compounds
    • C09K8/24—Polymers
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/42—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells
    • C09K8/426—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells for plugging
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/42—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells
    • C09K8/46—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells containing inorganic binders, e.g. Portland cement
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/42—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells
    • C09K8/46—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells containing inorganic binders, e.g. Portland cement
    • C09K8/467—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells containing inorganic binders, e.g. Portland cement containing additives for specific purposes
    • C—CHEMISTRY; METALLURGY
    • C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
    • C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
    • C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
    • C09K8/42—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells
    • C09K8/46—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells containing inorganic binders, e.g. Portland cement
    • C09K8/467—Compositions for cementing, e.g. for cementing casings into boreholes; Compositions for plugging, e.g. for killing wells containing inorganic binders, e.g. Portland cement containing additives for specific purposes
    • C09K8/487—Fluid loss control additives; Additives for reducing or preventing circulation loss
    • 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
    • E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
    • E21B21/10—Valve arrangements in drilling-fluid circulation systems
    • E21B21/106—Valve arrangements outside the borehole, e.g. kelly valves
    • 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

Abstract

The application provides a drilling method for adopting fiber type to aggravate mud under the condition of high water head flowing water, which comprises the following steps: the method comprises the following steps: arranging an orifice sealing device at the orifice, and starting a drilling machine to drill a hole; when the drilling depth reaches a first preset depth, pumping the fiber type weighted mud, monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and continuously drilling; when the repulping amount of the fiber type weighted mud is reduced by 10-30% or the repulping specific gravity is reduced by 20-30%, pumping a low-strength grouting material, monitoring the repulping amount and the repulping specific gravity of the low-strength grouting material, and continuously drilling; and when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth.

Description

Drilling method adopting fiber type weighted mud under high-head flowing water condition
Technical Field
The invention relates to a drilling method adopting fiber type weighted mud under the condition of high water head flowing water.
Background
The Luding hydropower station is located in Luding county, Ganzi, midstream of the major ferry river main stream, a 12 th cascade power station of a 22-level scheme is recommended for planning and adjusting the major ferry river main stream, and the distance between the dam site and the downstream Luding county city is 2.5 km. The Luding hydropower station adopts a mixed development mode that a dam is used for retaining water, and water is introduced to a ground power plant from a right bank. The normal water storage level of the reservoir is 1378.00m, the total storage capacity is 2.195 billion cubic meters, and the reservoir has daily regulation performance and the installed capacity is 920 MW.
The Luding hydropower station runs well, the average annual energy production of many years is 37.82 hundred million Kw.h when the Luding hydropower station runs alone, and the annual utilization hours of installation is 4111 h. When the filter is operated in combination with a double-river-mouth reservoir, the annual average power generation of the luding hydropower station is 39.89 hundred million kW.h, and the annual utilization hours of installation is 4335 h. However, during the operation, water gushing occurs on the right bank of the riverway at the downstream of the large dam of the filtration hydropower station, the elevation of a water gushing point is about 1306m, and the water gushing contains sand. In order to ensure that the Luding hydropower station adopts the dam to continue safe and reliable operation, the problem of water and sand gushing at the water gushing point of the right bank of the downstream riverway of the dam needs to be solved urgently.
According to professional analysis, the current geological conditions of the luding hydropower station have changed significantly compared with those in the survey reports: the construction of the concrete impervious wall is already carried out above 1200 m; although the diaphragm wall is not arranged below 1200m, the diaphragm wall is grouted, and the diaphragm wall is different from the original state of the stratum. In the grouting process of the filtration hydropower station, three rows of grouting holes are designed, two rows are designed in the wall, and one row is designed at the downstream. From the implementation, because two rows of holes in the wall are implemented in the embedded pipe, the verticality of the embedded pipe is not good, and quite a plurality of embedded pipe drilling holes are difficult to perform. Therefore, in practice, drilling is completely reliant on only one row, i.e., a newly-placed row of grouting holes on the downstream side of the diaphragm wall.
The downstream drainage and grouting holes have the following characteristics: firstly, the water is through in the vertical direction, the water can completely penetrate a covering layer of 155m to 1156m from the 1311m of a gallery bottom plate, after the drill is pulled out, the valve casing pipe is arranged below the drill and then the drill can continuously drill to a relative impermeable layer of bedrock from the pipe, full-hole full-section grouting is realized, two rows on the wall are performed in a pre-buried pipe, only grouting is performed below the wall (1200m), and no effect is exerted on 111m between 1200 sand-filled pipes 1311; secondly, various stratums encountered by the drainage hole are treated by the impervious wall and the original curtain grouting under the wall, which is different from the original geological state, so that the actual conditions of a grouted part and a grouted body cannot be judged before grouting, and a grouting scheme capable of obtaining satisfactory effect under any geological conditions is needed. In addition, the scheme can play a role in checking to a certain extent, and the checking should form a better connection with the actual operation condition of the project.
Through specific research and analysis: the elevation of the dam crest of the stored water of the luding hydropower station is 1385m, the elevation of the normal water storage is about 1375m, and the reinforcement of the covering layer is implemented at the dam crest according to the normal condition. However, this cannot be done in practice. The dam seepage-proofing structure comprises galleries to cause separation between dam seepage-proofing and dam foundation seepage-proofing, and the cover layer is about 1156m at the deepest part and is required to be drilled and grouted about 230m when being implemented from the dam top, so that the requirements cannot be met by the current technical capability. Therefore, the implementation of the filling in the grouting gallery is the only feasible scheme, but the height of the bottom plate of the grouting gallery is 1311m, and the borne water head is 60-70m, so that the prevention of water burst and sand burst becomes the key of the safe operation of the dam, the problem can never occur, and even the reinforcing grouting can not be carried out, and a large amount of sand burst can not be caused.
Before, three times of grouting by an orifice closing method is carried out in a grouting gallery, and the failure is ended, which indicates that the technical scheme has memory defects. The reason for this is three. Firstly, the orifice sealing method is full-hole compression, and accurate grouting cannot be performed for a specific section, so that the effect is poor; secondly, the repeated hole sweeping engineering amount is too large, particularly in deep hole sections with the depth of more than 100m, the hole is swept and deviated due to the fact that cement stones in the original hole are more complete than the stratum of the hole wall, and the drilling efficiency is greatly influenced; thirdly, the selected grouting material is conventional cement-based slurry or common paste slurry, the power resistance is poor, the gelling time is long, the retention rate is low, the performance after solidification is poor, the grouting material is finally and thoroughly destroyed under the condition that the power water is continuously flushed for a long time, and the downstream seepage quantity is firstly reduced and then increased when the dam operation data is just grouted, namely the downstream seepage quantity is closely related to the downstream seepage quantity.
Since the known orifice closing method is not feasible, the use of the sleeve method becomes a necessary option. However, the conventional method of drilling a pneumatic down-the-hole casing and then installing a valve casing has no practical condition at all. Because the lower part of the cover plate with the thickness of 4m of the corridor is the covering layer, once the cover plate is penetrated by the pneumatic drilling hole, the wind used for drilling the hole meets the water-saturated stratum in the hole, and a large amount of gushing water and sand occur inevitably to threaten the safety of the dam. In addition, the equipment size used by the combination of the 146mm heel tube and the 89mm sleeve valve tube is large, the space in the gallery is narrow, and the implementation cannot be realized.
In summary, the luding hydropower station set has six adverse conditions, namely: in the new technical scheme, drilling needs to be carried out under the conditions of high water head and flowing water, and a better technical scheme needs to be provided for the condition of water burst in the drilling process.
Disclosure of Invention
In view of the technical problem of poor sealing performance of the prior art orifice sealing device, the present application aims to provide an orifice sealing device with better sealing effect.
In a first aspect, an aperture closure device, comprises: the sealing device comprises a first sealing valve, a primary sealing device and a secondary sealing device, wherein the primary sealing device is connected with and positioned above the first sealing valve; the primary sealing device comprises: the first sealing pipe is fixedly connected with the first sealing valve, and the first rubber ball is arranged in the first sealing pipe and provided with a first through hole; an annular first bearing plate is arranged in the first sealing pipe; the inner wall of the first sealing pipe is connected with an annular middle sealing cover in a matching mode; the secondary sealing device comprises: the second sealing pipe is fixedly connected with the free end of the first sealing pipe, and the second rubber ball is arranged in the second sealing pipe and provided with a second through hole; an annular second bearing plate is arranged in the second sealing pipe; the free end of the second sealing pipe is connected with an annular top sealing cover in a matching mode; the side wall of the second sealing pipe is provided with at least one slurry outlet pipe communicated with the inside of the second sealing pipe.
According to the technical scheme provided by the embodiment of the application, the first sealing valve is a ball valve or a plate valve.
In the first aspect of the technical scheme, the opening closing device is disclosed, and the first sealing valve, the first-stage sealing device and the second-stage sealing device designed in the technical scheme provide three-stage sealing measures. Wherein: the first sealing valve is connected with the orifice and plays a role in blocking water gushing and sand gushing at the orifice. This two-stage sealing device that orifice closing device adopted, wherein: the primary sealing device is used for sealing the drilling tool; the secondary sealing device is used for sealing the drill rod, can rapidly reach a closed state after the drill pulling is finished, and effectively prevents water burst and sand burst.
When a drilling tool drill rod is arranged below, the first sealing valve is kept in a closed state, the first sealing pipe is connected with the first sealing valve in sequence, the first rubber ball is placed on the first bearing plate, and the position of the rubber ball is limited by the middle sealing cover. And then the second sealing pipe is connected with the first-stage sealing device and then a drilling tool is arranged below the second sealing pipe. And opening the first sealing valve member after the drilling tool enters the first-stage sealing device, so that the drilling tool can enter the drill hole through the first sealing valve member. And when the drilling tool completely passes through the secondary sealing device and does not completely pass through the primary sealing device, mounting a second rubber ball in the secondary sealing device, pressing and fixing the upper part of the second rubber ball by using a top sealing cover, arranging the drilling rod to the required depth, and finishing the arranging process.
The drill rod is sealed by the secondary sealing device, so that water and sand gushing in the hole in the drilling process can be guaranteed to be incapable of gushing out. The drilling operation is carried out by feeding the common heavy mud, the fiber heavy mud or the low-strength grouting material through the drill pipe and returning the slurry through the slurry outlet pipe.
When the drill rod is pulled out, the drill rod is pulled out firstly, after the drill rod completely passes through the first-stage sealing device, the top pressing cover at the top of the second-stage sealing device is detached and the rubber ball in the second-stage sealing device is taken out, then the drilling tool is pulled out, after the drilling tool completely passes through the plate valve and does not completely pass through the first-stage sealing device, the plate valve is closed, the drilling tool is completely pulled out, and the pulling-out process is finished.
The design of the secondary sealing structure can achieve good sealing effect on both the drilling tool and the drill rod under the condition that the sizes of the drilling tool and the drill rod are different. The method can also adapt to the condition that the drilling tool and the drill rod have the same caliber, and at the moment, the method has two processing modes: firstly, the first rubber ball in the primary sealing device is replaced by the second rubber ball with the same size, and the structure of the integral orifice closing device cannot be changed; secondly, the first rubber ball is not required to be arranged, only the second-stage sealing device and related components in the second-stage sealing device are utilized, and at the moment, the structure of the first-stage sealing device can be omitted.
In summary, based on the design of the secondary sealing structure, the orifice closing device in the technical scheme can ensure that the drill rod and the drilling tool are in a closed state when passing through the orifice closing device in the processes of tripping and tripping under the drilling operation; on the other hand, the method is strong in adaptability and can adapt to different working conditions.
In view of the above-mentioned defects or shortcomings in the prior art, the present application aims to provide a method for drilling under high head flowing water condition, which can effectively solve the problem of water gushing during drilling.
In a second aspect, a method of drilling in high head flowing water conditions, comprising: the method comprises the following steps: arranging an orifice sealing device at the orifice, and starting a drilling machine to drill a hole; when the drilling depth reaches a first preset depth, pumping the fiber type weighted mud, monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and continuously drilling; when the repulping amount of the fiber type weighted slurry is reduced by 10-30% or the repulping specific gravity is reduced by 20-30%, pumping 3d of low-strength grouting material with the strength of 2.0-5.0MPa while monitoring the repulping amount and the repulping specific gravity, and continuously drilling; and when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth.
According to the technical scheme provided by the embodiment of the application, the method further comprises the following steps: the method comprises the following steps: and when the reduction of the mud returning amount and the mud returning specific gravity of the low-strength grouting material is stabilized within 5 percent, continuously pumping the low-strength grouting material for a preset time, switching to pump the common weighted mud, monitoring the mud returning amount and the mud returning specific gravity of the common weighted mud, and continuously drilling until the drilled hole reaches a second preset depth.
According to the technical scheme provided by the embodiment of the application, after drilling to the second preset depth, the method further comprises the following steps: the method comprises the following steps: pumping casing materials in a switching mode until the bottom of the hole is filled with the casing materials; gradually pulling out the drill, and keeping pumping the casing material until the drill hole is filled with the casing material; after the drill is pulled out, a sleeve valve pipe is arranged below the drill.
According to the technical scheme provided by the embodiment of the application, the proportion of the common weighted mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts. Wherein: the bentonite is a natural inorganic material, has good durability and can not cause pollution to the surrounding environment; the barite plays a role in weight reduction, and the suspension performance of the barite can be improved by the vegetable gum. The common type aggravated slurry obtained based on the proportion can effectively block the water seepage in the pore section.
According to the technical scheme provided by the embodiment of the application, the proportion of the fiber type weighting mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts; polypropylene fiber: 8-12 parts. The polypropylene fiber is added on the basis of a bentonite-barite-plant colloid system, and the fiber components in the polypropylene fiber fill medium or medium partial macropores existing in the pore wall, so that a relatively uniform seepage field is formed around a drilled hole, the stability of the drilled hole is kept, and the loss of heavy mud is reduced.
According to the technical scheme provided by the embodiment of the application, the proportion of the fiber type weighting mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts; polyester fiber: 15-25 parts. Polyester fiber is added on the basis of a bentonite-barite-plant colloid system, and fiber components in the polyester fiber fill medium or medium partial macropores existing in the pore wall, so that a relatively uniform seepage field is formed around a drilled hole, the stability of the drilled hole is kept, and the loss of heavy mud is reduced.
According to the technical scheme provided by the embodiment of the application, the low-strength grouting material comprises the following components in percentage by weight:85-125 parts of sulphoaluminate cement; 5-20 parts of sodium bentonite; 0.04-0.20 part of lithium carbonate; 90-110 parts of water. Sulphoaluminate cement as a base material; the type of bentonite is determined by the kind of interlayer cation, and the interlayer cation is Na+Sodium bentonite is called, the water absorption speed is slow, but the water absorption rate and the expansion multiple are large; the cation exchange capacity is high; the dispersion in water medium is good, and the colloid price is high; its colloidal suspension has good thixotropy, viscosity and lubricating property, and has high plasticity and strong cohesiveness. The initial setting time of the low-strength grouting material obtained based on the proportion is about 60-150min, and the compressive strength of the grout after 3 days of construction is about 2.0-5.0 MPa. It can be applied to replacing the fibrous type aggravates the mud, carries out the shutoff to great leakage hole section.
According to the technical scheme that this application embodiment provided, cover material ratio is: 40-70 parts of sulphoaluminate cement; 25-100 parts of sodium bentonite; 0.02-0.1 part of lithium carbonate; 100 parts of water. The prepared material of the casing material is the same as the low-strength grouting material, but the proportion of the core material is different, and the proportion of the sodium bentonite in the casing material is larger than that of the low-strength grouting material. The initial setting time of the shell material obtained based on the proportion is about 6-24h, and the strength is below 1 MPa. The setting time of the grouting material is longer than that of a low-strength grouting material, but the strength is lower, and a sleeve valve pipe is convenient to arrange below the subsequent grouting material.
The second aspect of the application discloses a drilling method under the condition of high water head flowing water, and the method provides the technical scheme aiming at the condition of water burst in the drilling process under the condition of high water head flowing water. In the technical scheme, after the drilling machine is started to drill, when the drilling depth reaches a first preset depth, medium or medium large pores possibly existing in a pore section are formed, the fiber type weighting slurry pumped at the moment contains fiber components, so that the fiber components contained in the fiber type weighting slurry fill the medium or medium large pores possibly existing in the pore section, a relatively uniform seepage field can be formed around the drilled hole, the stability of the drilled hole is kept, a good protection effect is achieved on the wall of the drilled hole under the condition of the drilling depth, and the loss of the fiber type weighting slurry is reduced. And simultaneously monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and if the reduction of the pulp return amount is kept within 10% and the reduction of the pulp return specific gravity is kept within 20%, continuing drilling until reaching a second preset depth. However, if the amount of the returned fiber type weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the water inflow is increased rapidly, a large leakage hole section is formed, a low-strength grouting material needs to be pumped in a switching mode, fiber components in the existing fiber type weighted slurry in a drill hole are naturally combined to form low-strength quick-setting fiber slurry, the large leakage hole section can be effectively filled and consolidated, and the stability of a hole wall is guaranteed. And after the low-strength grouting material is pumped in, monitoring the grout return amount and the grout return specific gravity of the low-strength grouting material, when the grout return amount and the grout return specific gravity of the low-strength grouting material are stably reduced within 5%, continuing to pump the low-strength grouting material for a preset time, switching to pump the fiber type weighted mud, monitoring the grout return amount and the grout return specific gravity of the fiber type weighted mud, and continuing drilling until the drilled hole reaches a second preset depth.
The method is initiated by the technical scheme, the low-strength grouting material is adopted as the retaining wall slurry around the stratum with large leakage loss, the low-strength grouting material is not only used for preventing water burst and sand burst of the drill hole, but also used as an outer-layer casing material, so that a feasible condition is created for installing and installing a valve pipe in the operation hole under the condition of high water head running water, and the casing material is prevented from being washed away by the running water due to the lack of the protection of the following pipe. The low-strength grouting material used as the retaining wall grout requires the strength of 2.0-5.0MPa, so that the grouting liquid can enter the stratum in the subsequent grouting step.
According to the technical scheme, the low-strength grouting material is pumped and then the grout return amount and the grout return specific gravity of the low-strength grouting material are monitored, when the grout return amount and the grout return specific gravity of the low-strength grouting material are reduced and stabilized within 5%, the low-strength grouting material is continuously pumped and the low-strength grouting material is switched to be pumped and common weighted mud is pumped and simultaneously the grout return amount and the grout return specific gravity of the weighted mud are monitored, and drilling is continued until the drilled hole reaches the second preset depth. The common type weighted mud has lower manufacturing cost than the fiber type weighted mud, has stronger repairing effect on a larger leakage hole section when the low-strength grouting material is used, and can be switched into the common type weighted mud so as to reduce the overall construction operation cost.
In this technical scheme, further, after drilling to the second preset depth, still include: the method comprises the following steps: pumping casing materials in a switching mode until the bottom of the hole is filled with the casing materials; and (4) gradually pulling the drill, and keeping pumping the casing material until the drill hole is filled with the casing material, so that a casing valve pipe is arranged below the drill after the drill is pulled. The injected casing material ejects out the first or fiber type weighted mud in the hole, the casing material entering the hole coats the whole hole, plays a role in preventing seepage for the whole hole and plays a role in fixing the casing valve pipe arranged below the drilled hole so as to be beneficial to the subsequent grouting procedure.
In the technical scheme, furthermore, the formula proportions of the common weighted mud, the fiber weighted mud and the low-strength grouting material are provided according to the characteristic requirements of the common weighted mud, the fiber weighted mud and the low-strength grouting material.
In conclusion, aiming at the different water burst conditions caused by the different drilling depths in the drilling process under the condition of high water head flowing water, the method of pumping different types of slurry in sections is provided, and the common type weighted slurry, the fiber type weighted slurry and the low-strength grouting material are switched to be used under different conditions by utilizing the different characteristics, so that the whole drilling process can be stably and reliably carried out, and the technical problem which cannot be solved in the prior art is effectively solved. Particularly, when a large leakage hole section exists, the fiber type weighted mud and the low-strength grouting material can be quickly and circularly switched, the drilling stop and the drilling start are not needed, the operation is simple and easy, and the efficiency of 150 m-grade covering layer drilling grouting in the gallery is very important.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1 is a perspective view of one embodiment of an orifice closure device of the present application;
FIG. 2 is a schematic top view of the structure of FIG. 1 of the present application;
FIG. 3 is a schematic top view in the direction B-B of FIG. 2 of the present application;
FIG. 4 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 5 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 6 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 7 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 8 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 9 is an embodiment of a method of drilling under high head flowing water conditions in accordance with the present application;
FIG. 10 is an embodiment of a method of drilling under high head-on-water conditions as described herein.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
This embodiment shows an embodiment of an orifice closing device, please refer to fig. 1-3.
An orifice closure device comprising: the sealing device comprises a first sealing valve member 1, a primary sealing device 2 connected with and positioned above the first sealing valve member 1, and a secondary sealing device 3 connected with and positioned above the primary sealing device 2.
The present embodiment discloses an orifice closure device, the first seal valve member, the primary seal device and the secondary seal device providing a tertiary sealing means.
Wherein:
the first sealing valve member 1 is connected with the orifice and plays a basic plugging role in water and sand inrush at the orifice. Optionally, the first sealing valve is a ball valve or a plate valve. In practice, when more sand particles are gushed out, the plate valve has better use effect.
In view of the difference in the sizes of the drilling tool and the drill rod, the two-stage sealing device is adopted by the orifice closing device, wherein: the primary sealing device is used for sealing the drilling tool; the secondary sealing device is used for sealing the drill rod, can rapidly reach a closed state after the drill pulling is finished, and effectively prevents water burst and sand burst.
The primary sealing device 2 includes: the first sealing tube 21 is fixedly connected with the first sealing valve member 1, and the first rubber ball 22 is arranged in the first sealing tube 21 and provided with a first through hole; the inner wall of the first sealing tube 21 is connected with an annular middle sealing cover 4.
An annular first bearing plate 23 is arranged in the first sealing pipe and used for supporting the first rubber ball. The first rubber ball 22 is uniformly pressed under the pressure of the middle cover 4, and can be tightly contacted with a drilling tool entering the first rubber ball to realize a sealing effect.
The secondary sealing device 3 comprises: the second sealing pipe 31 is fixedly connected with the free end of the first sealing pipe 21, and the second rubber ball 32 is arranged in the second sealing pipe 31 and provided with a second through hole; the free end of the second sealing tube 31 is connected with an annular top sealing cover 5. The side wall of the second sealing pipe 31 is provided with at least one slurry outlet pipe 34 communicated with the inside of the second sealing pipe.
And an annular second bearing plate 33 is arranged in the second sealing pipe and used for supporting a second rubber ball. The second glue ball does not interfere with the outlet pipe 32. The second rubber ball 32 is uniformly pressed under the pressure of the top cover 5, and can be in close contact with a drilling tool entering the first rubber ball to achieve a sealing effect.
Optionally, considering that the abrasion of the second rubber ball is serious in the drilling process, the rubber ball made of a common material cannot meet the requirement, and finally determining that the wear resistance of the modified polyurethane made in a metal mode is 5-8 times that of common rubber through a large amount of market researches. In addition, simultaneously in the drilling process, a proper amount of cooling oil can be introduced into the gap between the drill rod and the top seal, or a small strand of clear water is added to be aligned with the gap between the drill rod and the cover head of the sealing device for cooling, so that the temperature is prevented from rising, the second rubber ball is prevented from being abraded, and the sealing effect is further influenced.
In the first aspect of the technical scheme, the opening closing device is disclosed, and the first sealing valve, the first-stage sealing device and the second-stage sealing device designed in the technical scheme provide three-stage sealing measures. Wherein: the first sealing valve is connected with the orifice and plays a role in blocking water gushing and sand gushing at the orifice. This two-stage sealing device that orifice closing device adopted, wherein: the primary sealing device is used for sealing the drilling tool; the secondary sealing device is used for sealing the drill rod, can rapidly reach a closed state after the drill pulling is finished, and effectively prevents water burst and sand burst.
When a drilling tool drill rod is arranged below, the first sealing valve is kept in a closed state, the first sealing pipe is connected with the first sealing valve in sequence, the first rubber ball is placed on the first bearing plate, and the position of the rubber ball is limited by the middle sealing cover. And then the second sealing pipe is connected with the first-stage sealing device and then a drilling tool is arranged below the second sealing pipe. And opening the first sealing valve member after the drilling tool enters the first-stage sealing device, so that the drilling tool can enter the drill hole through the first sealing valve member. And when the drilling tool completely passes through the secondary sealing device and does not completely pass through the primary sealing device, mounting a second rubber ball in the secondary sealing device, pressing and fixing the upper part of the second rubber ball by using a top sealing cover, arranging the drilling rod to the required depth, and finishing the arranging process.
The drill rod is sealed by the secondary sealing device, so that water and sand gushing in the hole in the drilling process can be guaranteed to be incapable of gushing out. The drilling operation is carried out by feeding the common heavy mud, the fiber heavy mud or the low-strength grouting material through the drill pipe and returning the slurry through the slurry outlet pipe.
When the drill rod is pulled out, the drill rod is pulled out firstly, after the drill rod completely passes through the first-stage sealing device, the top pressing cover at the top of the second-stage sealing device is detached and the rubber ball in the second-stage sealing device is taken out, then the drilling tool is pulled out, after the drilling tool completely passes through the plate valve and does not completely pass through the first-stage sealing device, the plate valve is closed, the drilling tool is completely pulled out, and the pulling-out process is finished.
The design of the secondary sealing structure can achieve good sealing effect on both the drilling tool and the drill rod under the condition that the sizes of the drilling tool and the drill rod are different. The method can also adapt to the condition that the drilling tool and the drill rod have the same caliber, and at the moment, the method has two processing modes: firstly, the first rubber ball in the primary sealing device is replaced by the second rubber ball with the same size, and the structure of the integral orifice closing device cannot be changed; secondly, the first rubber ball is not required to be arranged, only the second-stage sealing device and related components in the second-stage sealing device are utilized, and at the moment, the structure of the first-stage sealing device can be omitted.
In summary, based on the design of the secondary sealing structure, the orifice closing device in the technical scheme can ensure that the drill rod and the drilling tool are in a closed state when passing through the orifice closing device in the processes of tripping and tripping under the drilling operation; on the other hand, the method is strong in adaptability and can adapt to different working conditions.
Test examples:
the measurement results show that the water burst pressure in a drill hole is 0.48MPa and is basically close to the maximum water burst pressure of 0.5MPa under the high water head of a Luding power station. After the orifice closing device in the embodiment is installed in the drill hole, the water gushing and sand gushing conditions in the drilling process can be effectively controlled by the orifice closing device obtained through field tests.
Referring to fig. 4, this embodiment provides an implementation of a drilling method under high head flowing water conditions.
The drilling method under the condition of high-head flowing water comprises the following steps: the method comprises the following steps:
s1: arranging an orifice closing device as described in the above embodiment at the orifice, and starting the drilling machine to drill; the orifice closing means is not limited to the structure of the orifice closing means described in the above embodiments.
S2: when the drilling depth reaches a first preset depth, pumping the common weighted mud, monitoring the mud return amount and the mud return specific gravity of the common weighted mud, and continuously drilling;
s3: when the amount of the returned slurry of the common weighted mud is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the fiber type weighted mud is switched to be pumped, the amount of the returned slurry and the specific gravity of the returned slurry are monitored simultaneously, and the drilling is continued until the second preset depth is reached.
The drilling method under the condition of high head flowing water in the embodiment comprises the following steps: s1, S2 and S3.
Optionally: the proportion of the common weighted mud is as follows: bentonite: 120 parts of (A); 250 parts of barite; vegetable gum: 40 parts of the components.
Optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polypropylene fiber: 10 parts.
Optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polyester fiber: and 20 parts.
Wherein:
at S1, an opening sealing device is disposed at the opening for initially sealing the opening before the drilling process is started, so as to sequentially insert the drilling tool and the drill rod from the opening sealing device. The primary difficulty of the luding is to control water gushing and sand gushing, namely, drilling a hole on a bottom plate with the height of 1311m in the gallery until reaching the bottom of a covering layer with the height of 1156m, ensuring that a large amount of uncontrolled sand gushing is not generated in the hole in the drilling process with the depth of more than 150 meters, and properly playing a role of a sand gushing prevention device by the hole opening sealing device. The orifice closing means in this embodiment may take the orifice closing means described in the above embodiments.
When the drilling depth reaches the first preset depth, the common type weighted mud is pumped in and the mud return amount and the mud return specific gravity are monitored at the same time, and the drilling is continued at S2. The first preset depth is an empirical value, and by combining with analysis on the stratum condition, water gushing is often caused when the first preset depth is drilled, but the water gushing condition is different. The value of the first preset depth can be set manually, because the purpose of the present embodiment is to: the hole wall of the drilled hole is protected, a foundation is laid, the subsequent whole drilling process is facilitated, and the technical idea of pretreatment is adopted in the implementation mode.
The present embodiment addresses the following work cases: when the hole is drilled to a first preset depth, water is filled in the drilled hole but is in a seepage state, the water inflow amount is small, and common weighted mud is pumped in to protect the hole wall of the drilled section. And pumping the common weighted mud, monitoring the mud return amount and the mud return specific gravity, and continuing drilling.
In S3, the mud returning amount of the pumped ordinary type weighted mud is reduced by 10-30% or the mud returning proportion is reduced by 20-30% along with the depth of the drilled hole, which indicates that the water inflow of the drilled section cannot be suppressed by the ordinary type weighted mud, but the ordinary type weighted mud has no effect on the water inflow treatment of the drilled section, and if the situation develops, the stability of the hole wall of the drilled hole is affected.
In S3, when the amount of the returned slurry of the common weighted slurry is reduced by 10-30% or the specific weight of the returned slurry is reduced by 20-30%, the fiber type weighted slurry is switched and pumped, and the fiber type weighted slurry pumped at the moment contains fiber components compared with the first reinforced slurry, so that the fiber components fill medium or medium large pores possibly existing in the pore section, a relatively uniform seepage field can be formed around the drill hole, the stability of the drill hole is kept, a good protection effect on the wall of the drill hole can be achieved under the condition of the depth of the drill hole, and the loss of the fiber type weighted slurry is reduced. And simultaneously monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and if the reduction of the pulp return amount is kept within 10% and the reduction of the pulp return specific gravity is kept within 20%, continuing drilling until reaching a second preset depth. The second predetermined depth is the target hole depth.
The drilling method under the condition of high water head dynamic water provided by the embodiment can be used for fully analyzing and considering the water gushing condition encountered in the drilling process under the operation condition of the high water head dynamic water condition, especially combining the previous operation experience, when the hole is drilled to a first preset depth, common weighting mud is pumped in to pre-treat and press the water gushing, the hole wall of the drilled hole is protected, a foundation is laid, and the subsequent whole drilling process is facilitated. The normal type weighted mud entering the drill hole enters into circulation, and is circulated to a normal type weighted mud recovery device through a mud return pipe of the orifice closing device, and the recovery device can measure the mud return amount and the mud return specific gravity of the normal type weighted mud. Based on the monitoring data of the common weighted mud measured by the recovery device, if the reduction of the mud return amount is kept within 10% and the reduction of the mud return specific gravity is kept within 20%, the drilling is continued until a second preset depth is reached. Once the amount of the returned mud of the common weighted mud pumped is reduced by 10-30% or the specific gravity of the returned mud is reduced by 20-30% along with the depth of the drilling tool, the common weighted mud can not press the water gushing in the hole section corresponding to the data, the fiber weighted mud is switched to be pumped, the amount of the returned mud and the specific gravity of the returned mud are monitored at the same time, and the drilling is continued; if the reduction of the pulping amount is kept within 10 percent and the reduction of the pulping specific gravity is kept within 20 percent, the second preset depth is reached.
In the drilling method under the condition of high water head flowing water, the wall protection slurry is selected according to the water burst condition and is continuously switched; the slurry in the slurry storage tank is changed, and then the drill rod enters the hole to be switched through the slurry conveying pipe and the pump.
Referring to fig. 5, another embodiment of a drilling method under high head flowing water conditions is shown in this embodiment.
The drilling method under the condition of high-head flowing water comprises the following steps: S1-S3; optionally, the proportion of the common weighting mud is as follows: bentonite: 130 parts of (1); barite: 3000 parts; vegetable gum: 50 parts of the raw materials.
Optionally, the proportion of the fiber-type weighting mud is as follows: bentonite: 130 parts of (1); barite: 3000 parts; vegetable gum: 50 parts of a mixture; polypropylene fiber: 12 parts.
Optionally, the proportion of the fiber-type weighting mud is as follows: bentonite: 130 parts of (1); barite: 3000 parts; vegetable gum: 50 parts of a mixture; polyester fiber: and 25 parts.
Further comprising: the method comprises the following steps:
s4: when the amount of the returned slurry of the fiber type weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the 3d strength of 2.0-5.0Mpa is switched to pump the low-strength grouting material, and the amount of the returned slurry and the specific gravity of the returned slurry are monitored at the same time, and the drilling is continued. Optionally, the low-strength grouting material is formulated as follows: sulphoaluminate cement: 105 parts of (A); sodium bentonite: 12.5 parts; lithium carbonate: 0.12 part; water: 100 parts. In general: 3d strength is 2.5-4.0 Mpa.
S5: and when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth.
The drilling method under the condition of high head flowing water in the embodiment comprises the following steps: s1, S2, S3, S4, S5.
And when the amount of the returned slurry of the fiber type weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, which indicates that the water inflow is increased suddenly, a large leakage hole section is formed, and low-strength grouting materials need to be pumped in by switching.
The fiber components in the existing fiber type weighted slurry in the drill hole are naturally combined into low-strength quick-setting fiber slurry, so that the filling and consolidation effects on a larger leakage hole section can be effectively realized, and the stability of the hole wall is ensured. And (3) monitoring the grout return amount and the grout return specific gravity of the low-strength grouting material after the low-strength grouting material is pumped, wherein in view of the short setting time of the low-strength grouting material, when the grout return amount and the grout return specific gravity of the low-strength grouting material are stably reduced within 5%, the low-strength grouting material is continuously pumped to a preset time length, the fiber type weighted slurry needs to be switched to be pumped, the grout return amount and the grout return specific gravity of the fiber type weighted slurry need to be monitored, and the hole is continuously drilled until the drilled hole reaches a second preset depth.
Based on the steps, water burst in the drill hole can be effectively controlled, and the low-strength grouting material is in a preset switching time period, specifically, the preset time period is 5-10 min. The plugging effect of the low-strength grouting material can be enhanced.
Referring to fig. 6, another embodiment of a drilling method under high head flowing water conditions is shown in this embodiment.
The drilling method under the condition of high-head flowing water comprises the following steps: S1-S4; optionally, the proportion of the common weighting mud is as follows: bentonite: 120 parts of (A); 3500 parts of barite; vegetable gum: 40 parts of the components.
Optionally, the formulation of the fiber-type weighting mud is bentonite: 120 parts of (A); 3500 parts of barite; vegetable gum: 40 parts of a mixture; polypropylene fiber: 8 parts.
Optionally, the proportion of the fiber-type weighting mud is as follows: bentonite: 120 parts of (A); 3500 parts of barite; vegetable gum: 40 parts of a mixture; polyester fiber: 15 parts.
Further comprising: the method comprises the following steps:
s6: and when the reduction of the mud returning amount and the mud returning specific gravity of the low-strength grouting material is stabilized within 5 percent, continuously pumping the low-strength grouting material for a preset time, switching to pump the common weighted mud, monitoring the mud returning amount and the mud returning specific gravity of the common weighted mud, and continuously drilling until the drilled hole reaches a second preset depth.
Optionally, the low-strength grouting material is formulated as follows: 85 parts of sulphoaluminate cement; 5 parts of sodium bentonite; 0.04 part of lithium carbonate; and 90 parts of water.
The drilling method under the condition of high head flowing water in the embodiment comprises the following steps: s1, S2, S3, S4, S6.
And after the low-strength grouting material is pumped in, monitoring the grout return amount and the grout return specific gravity of the low-strength grouting material, when the grout return amount and the grout return specific gravity of the low-strength grouting material are stably reduced within 5%, continuing to pump the low-strength grouting material for a preset time, switching to pump the common weighted mud and simultaneously monitoring the grout return amount and the grout return specific gravity of the common weighted mud, and continuing drilling until the drilled hole reaches a second preset depth.
The common type weighted mud has less components and lower cost, and if the low-strength grouting material has effect on plugging of a larger leakage hole section, the low-strength grouting material can be switched into the common type weighted mud.
Based on the steps, water burst in the drill hole can be effectively controlled, and the low-strength grouting material is in a preset switching time period, specifically, the preset time period is 5-10 min. The plugging effect of the low-strength grouting material can be enhanced.
Referring to fig. 7, another embodiment of a drilling method under high head flowing water conditions is shown in this embodiment.
The drilling method under the condition of high-head flowing water comprises the following steps: S1-S2;
optionally: the proportion of the common weighted mud is as follows: bentonite: 120 parts of (A); 250 parts of barite; vegetable gum: 40 parts of the components.
Optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polypropylene fiber: 10 parts.
Optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polyester fiber: and 20 parts.
Further comprising: the method comprises the following steps:
s7: when the mud returning amount or the mud returning specific gravity of the common weighted mud is reduced by more than 30 percent, the 3d low-strength grouting material with the strength of 2.0-5.0Mpa is pumped in a switching mode, the mud returning amount and the mud returning specific gravity are monitored at the same time, and drilling is continued;
s8: and when the reduction of the mud returning amount and the mud returning specific gravity of the low-strength grouting material is stabilized within 5 percent, continuously pumping the low-strength grouting material for a preset time, switching to pump the common weighted mud, monitoring the mud returning amount and the mud returning specific gravity of the common weighted mud, and continuously drilling until the drilled hole reaches a second preset depth. Optionally, the low-strength grouting material is formulated as follows: 125 parts of sulphoaluminate cement; 20 parts of sodium bentonite; 0.2 part of lithium carbonate; and 110 parts of water.
The drilling method under the condition of high head flowing water in the embodiment comprises the following steps: s1, S2, S7 and S8.
The influence of the high-water-head flowing water condition on the stratum is fully considered in the implementation mode, when the mud return amount or the mud return specific gravity of the common type weighted mud is reduced by more than 30%, the water gushing phenomenon is serious in the state, the problem that the second mud is pumped as transition cannot be solved, the low-strength grouting material needs to be pumped in a switching mode, and the large leakage hole section is rapidly processed. Of course, the amount of repulping and the specific gravity of the repulping were still monitored. And continuously pumping the low-strength grouting material for a preset time, switching to pump the common weighted mud, monitoring the mud return amount and the mud return specific gravity of the common weighted mud, and continuously drilling until the drilled hole reaches a second preset depth. In addition, the low-strength grouting material has low strength and large brittleness, has small influence on future casing valve pipe grouting, and is easy to treat once an accident occurs.
Based on the steps, water burst in the drill hole can be effectively controlled, and the low-strength grouting material is in a preset switching time period, specifically, the preset time period is 5-10 min. The plugging effect of the low-strength grouting material can be enhanced.
Referring to fig. 8, another embodiment of a drilling method under high head flowing water conditions is shown in this embodiment.
The drilling method under the condition of high-head flowing water comprises the following steps: s1;
s9: when the drilling depth reaches a first preset depth, pumping the fiber type weighted mud, monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and continuously drilling;
optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polypropylene fiber: 10 parts.
Optionally: the proportion of the fiber type weighted mud can be as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of a mixture; polyester fiber: and 20 parts.
S10: when the repulping amount of the fiber type weighted slurry is reduced by 10-30% or the repulping specific gravity is reduced by 20-30%, pumping 3d low-strength grouting material with the strength of 2.0-5.0Mpa while monitoring the repulping amount and the repulping specific gravity, and continuously drilling; optionally, the low-strength grouting material is formulated as follows: 105 parts of sulphoaluminate cement; 12.5 parts of sodium bentonite; 0.12 part of lithium carbonate; 100 parts of water.
S11: and when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth.
The drilling method under the condition of high head flowing water in the embodiment comprises the following steps: s1, S9, S10 and S11.
The first preset depth is an empirical value, and by combining with analysis on the stratum condition, water gushing is often caused when the first preset depth is drilled, but the water gushing condition is different. The value of the first preset depth can be set manually, because the purpose of the present embodiment is to: the hole wall of the drilled hole is protected, a foundation is laid, the subsequent whole drilling process is facilitated, and the technical idea of pretreatment is adopted in the implementation mode.
The present embodiment addresses the following work cases: when the hole is drilled to a first preset depth, the water inflow amount of the drilling section cannot be suppressed by common type weighting mud. Pumping the fiber type weighted mud, monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and continuously drilling. Subsequently, S10 and S11 are executed.
The drilling method under the condition of high water head dynamic water provided by the embodiment can be used for fully analyzing and considering the water gushing condition encountered in the drilling process under the operation condition of the high water head dynamic water condition, especially combining the previous operation experience, when the hole is drilled to a first preset depth, the fiber type weighting slurry is pumped in to pre-treat and press the water gushing, the hole wall of the drilled hole is protected, the foundation is laid, and the subsequent whole drilling process is facilitated. The fiber type weighted mud entering the drill hole enters into circulation, and is circulated to a fiber type weighted mud recovery device through a mud return pipe of the orifice closing device, and the recovery device can measure the mud return amount and the mud return specific gravity of the fiber type weighted mud. And based on the monitoring data of the fiber type weighted mud measured by the recovery device, if the reduction of the repulping amount is kept within 10% and the reduction of the repulping specific gravity is kept within 20%, continuing drilling until reaching a second preset depth.
Once the mud returning amount of the pumped common weighted mud is reduced by 10-30% or the mud returning specific gravity is reduced by 20-30% along with the depth of the drilling tool, the fiber weighted mud can not press water gushing in a hole section corresponding to the data, the low-strength grouting material is switched to be pumped, the mud returning amount and the mud returning specific gravity are monitored at the same time, and the drilling is continued; and when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth.
Referring to fig. 9, this embodiment provides another embodiment of a drilling method under high head flowing water condition, including: s1, S9, S10 and S12.
Further comprising: the method comprises the following steps:
s12: and when the reduction of the mud returning amount and the mud returning specific gravity of the low-strength grouting material is stabilized within 5 percent, continuously pumping the low-strength grouting material for a preset time, switching to pump the common weighted mud, monitoring the mud returning amount and the mud returning specific gravity of the common weighted mud, and continuously drilling until the drilled hole reaches a second preset depth.
Optionally, the proportion of the common weighting mud is as follows: bentonite: 120 parts of (A); 3250 parts of barite; vegetable gum: 40 parts of the components. The common type weighted mud has less components and lower cost, and if the low-strength grouting material has effect on plugging of a larger leakage hole section, the low-strength grouting material can be switched into the common type weighted mud.
Referring to fig. 10, another embodiment of a drilling method under high head flowing water conditions is shown in this embodiment.
In the above embodiments, after drilling to the second preset depth, the method further includes: the method comprises the following steps:
pumping casing materials in a switching mode until the bottom of the hole is filled with the casing materials;
gradually pulling out the drill, and keeping pumping the casing material until the drill hole is filled with the casing material;
after the drill is pulled out, a sleeve valve pipe is arranged below the drill.
The injected casing material ejects out the common or fiber type weighted mud in the hole, the casing material entering the hole coats the whole hole, plays a role in preventing seepage for the whole hole and plays a role in fixing the casing valve pipe arranged below the drilled hole so as to be beneficial to the subsequent grouting procedure. Specifically, the casing material is poured from the step of drilling the covering layer, and before the drill is started after the drilling step is finished, the wall protection slurry is switched to casing material, so that the casing material is fully poured into the whole hole, and the casing material is supplemented at any time in the process of the drill starting; and arranging a sleeve valve pipe below the operation hole filled with the sleeve shell material after the drill pulling is finished, and finally, forming the structure of the sleeve valve pipe, the sleeve shell material and the hole wall from the axis of the operation hole along the radial direction. Compared with the traditional method that sleeve valve pipes are firstly put in and sleeve shell materials are poured into the sleeve valve pipes close to the bottom end, the operation of switching the sleeve shell materials after drilling is more convenient, and the process of pouring the sleeve shell materials by plugging is reduced. In other embodiments of the present application, the casing material may be poured from a position close to the bottom end of the casing valve tube, and the casing material enters between the casing valve tube and the hole wall of the operation hole to eject the retaining wall slurry until the casing material overflows from the hole opening.
Optionally, the shell material ratio is: 40 parts of sulphoaluminate cement, 25 parts of sodium bentonite, 0.02 part of lithium carbonate and 100 parts of water.
Optionally, the shell material ratio is: 70 parts of sulphoaluminate cement, 100 parts of sodium bentonite, 0.1 part of lithium carbonate and 100 parts of water.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.

Claims (6)

1. A drilling method adopting fiber type weighting slurry under the condition of high head flowing water comprises the following steps:
arranging an orifice sealing device at the orifice, and starting a drilling machine to drill a hole;
the method is characterized in that:
when the drilling depth reaches a first preset depth, pumping the fiber type weighted mud, monitoring the pulp return amount and the pulp return specific gravity of the fiber type weighted mud, and continuously drilling;
when the repulping amount of the fiber type weighted slurry is reduced by 10-30% or the repulping specific gravity is reduced by 20-30%, pumping 3d of low-strength grouting material with the strength of 2.0-5.0MPa while monitoring the repulping amount and the repulping specific gravity, and continuously drilling;
when the reduction of the slurry return amount and the slurry return specific gravity of the low-strength grouting material is stabilized within 5%, continuously pumping the low-strength grouting material for a preset time, switching to pump the fiber type weighted slurry and simultaneously monitoring the slurry return amount and the slurry return specific gravity of the fiber type weighted slurry, and continuously drilling until the drilled hole reaches a second preset depth;
or when the reduction of the mud return amount and the mud return specific gravity of the low-strength grouting material is stabilized within 5%, continuing to pump the low-strength grouting material for a preset time, switching to pump the common weighted mud and simultaneously monitoring the mud return amount and the mud return specific gravity of the common weighted mud, and continuing to drill until the drill hole reaches a second preset depth;
after drilling to a second predetermined depth,
pumping casing materials in a switching mode until the bottom of the hole is filled with the casing materials;
gradually pulling out the drill, and keeping pumping the casing material until the drill hole is filled with the casing material;
after the drill is pulled out, a sleeve valve pipe is arranged below the drill.
2. The method for drilling the hole by using the fiber type weighted mud under the condition of high head flowing water according to claim 1, is characterized in that: the proportion of the fiber type weighted mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts; polypropylene fiber: 8-12 parts.
3. The method for drilling the hole by using the fiber type weighted mud under the condition of high head flowing water according to claim 1, is characterized in that: the proportion of the fiber type weighted mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts; polyester fiber: 15-25 parts.
4. The method for drilling the hole by using the fiber type weighted mud under the condition of high head flowing water according to claim 1, is characterized in that: the low-strength grouting material comprises the following components in percentage by weight: 85-125 parts of sulphoaluminate cement; 5-20 parts of sodium bentonite; 0.04-0.20 part of lithium carbonate; 90-110 parts of water.
5. The method for drilling the hole by using the fiber type weighted mud under the condition of high head flowing water according to claim 1, is characterized in that: the proportion of the common weighted mud is as follows: bentonite: 110-130 parts; 3000 portions of barite and 3500 portions; vegetable gum: 30-50 parts.
6. The method for drilling the hole by using the fiber type weighted mud under the condition of high head flowing water according to claim 1, is characterized in that: the shell material ratio is: 40-70 parts of sulphoaluminate cement, 25-100 parts of sodium bentonite, 0.02-0.1 part of lithium carbonate and 100 parts of water.
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