CN108343431B - Method for exploring flow network of bedrock fracture underground water system - Google Patents
Method for exploring flow network of bedrock fracture underground water system Download PDFInfo
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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
- E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
- E21B49/003—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells by analysing drilling variables or conditions
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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
- E21B25/00—Apparatus for obtaining or removing undisturbed cores, e.g. core barrels, core extractors
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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
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/12—Packers; Plugs
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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
- E21B47/00—Survey of boreholes or wells
- E21B47/04—Measuring depth or liquid level
Abstract
The invention discloses a method for exploring a flow network of a bedrock fracture underground water system, which is based on hydrogeological exploration in bedrock areas, measures a pressure measuring head of each drilling hole after one-by-one footage while drilling a well, obtains observation data of pressure measuring head values at different depths in the exploration holes, further draws the underground water flow network, and analyzes and calculates the underground water runoff strength at different depths. The method is based on the actual water head values at different depths in the drill hole, does not need to artificially generalize geological conditions, has no calculation error, completely eliminates the error of the traditional numerical calculation or indoor experiment, has reliable precision, and has scientific performance, and the obtained result accords with the field reality. In addition, the method can be used for carrying out water level observation by means of the carried geological drilling, hydrogeology or engineering geology drilling work without investing special underground water flow network investigation, saves time, improves efficiency and has higher technical economy.
Description
Technical Field
The invention relates to the technical field of underground water science and engineering, in particular to a method for exploring a flow network of a crack underground water system in a brittle bedrock stratum.
Background
Human life and production can not leave water resources, large-scale exploitation and utilization of underground water and treatment of many hydrogeological problems are realized, and the problems can be solved by finding out characteristics of an underground water seepage field and drawing a flow network diagram of a regional underground water system. The traditional flow network diagram of the underground water system is generally drawn by means of numerical simulation, analytic solution, indoor experiment and other methods, the existing method not only needs to invest a large amount of exploration work to obtain relevant data, but also the drawn flow network diagram is only a schematic diagram with errors in practice.
There are major drawbacks: the method comprises the steps that firstly, a numerical simulation and analysis method is obtained by solving generalized hydrogeological conditions, hydrogeological parameters necessary for calculating the flow network are calculated values, and errors of orders of magnitude often occur, so that the flow network obtained by theoretical calculation is only a schematic diagram and has great uncertainty; the two-chamber experiment is limited by time scale and space scale, the scale effect of the indoor experiment method is huge, especially the indoor physical experiment, the field heterogeneous fracture water-containing system can not be simulated at present, so the indoor experiment method is separated from the natural actual condition.
Disclosure of Invention
Aiming at the problems, the invention provides a bedrock fracture underground water system flow network exploration method, which is based on the hydrogeological exploration of bedrock areas, and is used for measuring the pressure measuring water heads of each drilling hole after one-by-one footage while drilling, acquiring the observation data of the pressure measuring water head values at different depths in the exploration holes, further drawing an underground water flow network, analyzing and calculating the underground water runoff strength at different depths, enriching the exploration technical method of hydrogeology and ensuring the accuracy of the finally obtained underground water flow network.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a method for exploring a flow network of a bedrock fracture underground water system comprises the following steps,
the first step is as follows: selecting a drilling point to drill according to the requirement, wherein each round of footage is more than 0.5 meter and less than 2 meters;
the second step is that: recording the first-time drilling depth L1, and putting a clamping strip into the hole to take a core;
the third step: measuring the length M1 of the core taken out in the second step, calculating the core taking rate M1/L1, and if the taking rate is lower than 70%, lowering the core into the drilling tool again and fishing out the residual core;
the fourth step: observing the development conditions of the layer fractures and the tectonic fractures of the rock core obtained in the second step and/or the third step, and recording the depths H11-H12 of fracture development sections;
the fifth step: measuring the length of the complete section of the core,
5.1 when the length of the complete core section is greater than 0.5 m, recording the depth J11-J12 of the complete core section, and preparing for secondary drilling;
5.2 when the length of the complete core section is less than 0.5 m, preparing for second drilling;
and a sixth step: recording the second drilling depth L2, and putting a clamping strip into the second drilling depth to take a core;
the seventh step: measuring the length M2 of the core taken out in the sixth step, calculating the core taking rate M2/L2, and if the taking rate is lower than 70%, lowering the core into the drilling tool again and fishing out the residual core;
eighth step: observing the development conditions of the layer fractures and the tectonic fractures of the rock core obtained in the sixth step and/or the seventh step, and recording the depths H21-H22 of fracture development sections;
the ninth step: measuring the length of the complete section of the core,
9.1 when the length of the complete core segment is greater than 0.5 m,
9.1.1 record core full segment depths J21-J22,
9.1.2 fixing the water stopper at the lower end of the drill rod, connecting a water filling capsule of the water stopper with a pressure test pump through a high-pressure hose, then placing the water stopper in a drill hole through a drilling machine, and enabling the water filling capsule of the water stopper to be positioned in the middle of J21-J22 in the second drilling;
9.1.3 the pressure test pump is used for filling water and pressurizing the water filling capsule;
9.1.4, measuring the water head value in the drill rod and the mixed water level value outside the drill rod every 5min after the pressure reaches the designated pressure until the water head value in the pipe is stable, and recording the water head value Y2 in the pipe and the mixed water level value Z2 outside the pipe at the moment;
9.1.5, releasing pressure, taking out the water stopper and preparing for the third drilling;
9.2 when the length of the complete core section is less than 0.5 m, preparing for third drilling;
tenth, repeating the operations from the sixth step to the ninth step, and measuring the core sampling rate Mi/Li, the fracture development section depth Hi1-Hi2, the core complete section depth Ji1-Ji2, the water head value Yi in the pipe and the mixed water level value Zi outside the pipe one by one until the drilling is finished;
the data obtained were:
water head values Y1, Y2, Y3, …, Yi, … and Yn in the pipe at different depths;
mixed water level values Z2, Z3, …, Zi, … and Zn outside the pipe at different depths;
step eleven, drawing a water head value curve of different depths according to the measured water head value Yi in the pipe and the mixed water level value Zi outside the pipe of different depths, and judging the pressure-bearing characteristics and types of groundwater of different depths;
a tenth step of sequentially selecting at least one drilling point along the flow direction of the plane groundwater and repeating the operations from the first step to the tenth step on the selected drilling points in sequence;
step thirteen, drawing a flow network diagram of the underground water system by combining underground water supply, runoff direction, spatial distribution of rocks and aquifers and the measured water head values Yi of different depths of each drilling point;
fourteenth, calculating hydraulic gradient and hydrodynamic conditions at different depths according to a flow network diagram of the underground water system;
the fifteenth step: determining the distribution positions of water-resisting layers of different drilling points according to the development conditions of cracks and tectonic cracks of rock core layers of different depths on the different drilling points, and further judging hydraulic connections among different depths of the different drilling points;
sixthly, putting a water quality monitor into the drill holes of each drilling point, measuring the pH, the conductivity and the temperature in the holes to the bottom of the holes according to the interval of 2m of the next footage, comparing the measured pH, the conductivity and the temperature with the measured pressure water head value Yi of each time, and confirming and verifying the reasonability of the drawing of the flow network diagram of the underground water system.
Further, the mixed water level Ti after each round of drilling raising and the mixed water level Xi before the next round of drilling lowering are measured, and Xi and Ti are compared to judge the crack development condition for auxiliary verification.
And further, before each water stop is put in for water head measurement, a water pump is put in to a specified depth, and water is pumped outwards until the water quality becomes clear.
Further, when the water stopper is lowered for water head test, the water filling capsule is pressurized to 1.1MPa when the depth is 100m to be shallow, the water filling capsule is pressurized to 2.1MPa when the depth is between 100 and 200m, the water filling capsule is pressurized to 3.1MP when the depth is between 200 and 300m, the water filling capsule is pressurized to 4.1MPa when the depth is between 300 and 400m, and the water filling capsule is pressurized to 5.1MPa when the depth is between 400 and 500 m.
Further, rotary drilling is used for drilling.
Further, the drill bit used in drilling has a diameter of 127mm or 168 mm.
Further, the condition for completion of drilling in the tenth step is to perforate the aquifer.
The invention has the beneficial effects that:
1. the method has the advantages that the actual water head values at different depths in the drilled hole are taken as the basis, the geological conditions are not required to be artificially generalized, the calculation error does not exist, the error of the conventional numerical calculation or indoor experiment is completely eliminated, the precision is reliable, the obtained result accords with the field reality, and the method has scientificity.
2. The water level observation can be carried out by means of the carried geological drilling, hydrogeology or engineering geology drilling work without investing special underground water flow network investigation, so that the time is saved, the efficiency is improved, and the water level observation device has higher technical economy.
3. The principle is scientific, the method is simple, the disassembly is convenient, the operation is easy, the data is easy to obtain, and the practicability is strong.
Drawings
FIG. 1 is a schematic diagram of a configuration for conducting a waterhead test;
FIG. 2 is a head value curve for a first drilling point;
fig. 3 is a flow network diagram of a groundwater system.
In the figure: 1-a pressure test pump, 2-a high-pressure hose, 3-a water stopper, 31-a water filling capsule, 4-a drill rod, 5-a water level tester and 51-a probe.
Detailed Description
A method for exploring a flow network of a bedrock fracture underground water system comprises the following steps:
the first step is as follows: and selecting a drilling point according to the requirements of actual research work, and then drilling by adopting a rotary drilling method, wherein each round of footage is more than 0.5 meter and less than 2 meters. The diameter of the drill bit can be 127mm or 168mm as a specific implementation mode, and the drill bit in the embodiment adopts 127 mm.
The second step is that: and after the first-time drilling is finished, recording the first-time drilling footage L1, and throwing a clamping strip for coring.
The third step: and measuring the length M1 of the core taken out in the second step, calculating the core sampling rate, namely M1/L1, if the sampling rate is lower than 70%, lowering the core into the drilling tool again, fishing out the residual core, then lifting the drill, and measuring the mixed water level T1 after lifting the drill through the water level tester 5 and the probe 51.
The fourth step: observing the rock core obtained in the second step and/or the third step, observing the development conditions of the layer fracture and the tectonic fracture of the rock core, and recording the depth H11-H12 of a fracture development section;
the fifth step: measuring the length of the complete section of the core,
5.1 when the length of the complete section of the core is more than 0.5 m, recording the depth J11-J12 of the complete section of the core, measuring the mixed water level X1 in the hole at the moment through the water level tester 5 and the probe 51, then comparing X1 with T1, performing auxiliary verification on the judgment of the fracture development condition in the fourth step, and then preparing for secondary drilling;
5.2 when the length of the complete core section is less than 0.5 m, directly measuring the mixed water level X1 in the hole at the moment through the water level tester 5 and the probe 51, then comparing X1 with T1, performing auxiliary verification on the judgment of the fracture development condition in the fourth step, and then preparing for secondary drilling.
Since the time interval between drill-up and next drill-down is at least two hours, if there is a fracture development segment, there will necessarily be a difference between X1 and T1, i.e. X1 is greater than T1. If the fracture development section does not exist, the X1 and the T1 should be equal theoretically, so that the judgment of the fracture development condition in the fourth step is assisted and verified.
And a sixth step: and (5) performing second drilling, recording the drilling depth L2 of the second drilling, and putting in a clamping strip coring.
The seventh step: and measuring the length M2 of the core taken out in the sixth step, calculating the core sampling rate, namely M2/L2, if the sampling rate is lower than 70%, lowering the core into the drilling tool again, fishing out the residual core, then lifting the drill, and measuring the mixed water level T2 after lifting the drill through the water level tester 5 and the probe 51.
Eighth step: and (3) observing the rock core obtained in the sixth step and/or the seventh step, observing the development conditions of the layer fractures and tectonic fractures of the rock core, and recording the depths of fracture development sections H21-H22.
The ninth step: measuring the length of the complete section of the core,
9.1 when the length of the complete core segment is greater than 0.5 m,
9.1.1 recording the depth J21-J22 of the complete section of the core, then pumping water to the middle part of J21-J22 in the second round of drilling, and pumping water outwards by using a water pump until the water quality is clear.
The main reason is that rock powder is generated in the drilling process, the rock powder can block the cracks and pores of the brittle rock, after the cracks and pores of the brittle rock are blocked by the rock powder, the hydraulic connection is weakened, the water level change in the pores is insensitive, and the obtained water level data has errors. The water is pumped outwards through the water pump, so that the blocked cracks and pores are washed by the fracture water in the process of extravasation, and the accuracy of the obtained data is ensured.
9.1.2 fixing the water stop 3 at the lower end of the drill rod 4, connecting the water filling capsule 31 of the water stop 3 with the pressure test pump 1 through the high-pressure hose 2, then placing the water stop 3 in the drill hole through the drilling machine, and enabling the water filling capsule 31 of the water stop 3 to be located in the middle of J21-J22 in the second round drilling.
As a specific implementation manner, in this embodiment, the upper end of the water stopper 3 is fixedly provided with a threaded sleeve by welding, the lower end of the drill rod 4 is provided with an external thread, and the threaded sleeve is fixedly connected with the lower end of the drill rod 4 by a thread. The water stop described herein is prior art and will not be described further herein. As a specific implementation manner, the water stopper described in this embodiment is a water stopper for water conservancy and geological engineering of model ZFA64-2 manufactured by special hose limited of hebeiyutong.
9.1.3 the pressure test pump 1 is used for filling water and pressurizing the water filling capsule 31. When the water-filled capsule 31 is at a depth of 100m to shallow, the pressure is increased to 1.1MPa, when the water-filled capsule 31 is at a depth of between 100 and 200m, the pressure is increased to 2.1MPa, when the water-filled capsule 31 is at a depth of between 200 and 300m, the pressure is increased to 3.1MP, when the water-filled capsule 31 is at a depth of between 300 and 400m, the pressure is increased to 4.1MPa, when the water-filled capsule 31 is at a depth of between 400 and 500m, the pressure is increased to 5.1MPa, and so on.
9.1.4, measuring the water head value in the drill rod 4 and the mixed water level value outside the drill rod 4 every 5min after the pressure reaches the designated pressure until the water head value in the pipe is stable, namely the amplitude of the water head value in the pipe does not exceed 2mm in 30 minutes continuously, and recording the water head value Y2 in the pipe and the mixed water level value Z2 outside the pipe at the moment.
9.1.5, releasing pressure, taking out the water stop 3, measuring the mixed water level X2 in the hole at the moment through the water level tester 5 and the probe 51, then comparing X2 with T2, performing auxiliary verification on the judgment of the crack development condition in the eighth step, and then preparing for third drilling.
9.2 when the length of the complete core section is less than 0.5 m, directly measuring the mixed water level X2 in the hole at the moment through the water level tester 5 and the probe 51, then comparing X2 with T2, performing auxiliary verification on the judgment of the fracture development condition in the eighth step, and then preparing for third-time drilling.
And tenth, repeating the operations from the sixth step to the ninth step, and measuring the core sampling rate Mi/Li, the mixed water level Ti after the drill is lifted, the mixed water level Xi before the drill is put down, the fracture development section depth Hi1-Hi2, the complete section depth Ji1-Ji2 of the core, the water head value Yi in the pipe and the mixed water level value Zi outside the pipe one by one until the drilling is finished.
The data obtained were:
mixed water levels T1, T2, T3, …, Ti, … and Tn after the drill is lifted at different depths;
mixed water levels X1, X2, X3, …, Xi, … and Xn before drilling down at different depths;
water head values Y1, Y2, Y3, …, Yi, … and Yn in the pipe at different depths;
mixed water level values Z2, Z3, …, Zi, … and Zn outside the pipe at different depths;
since the water head value is measured at Y1 and the mixed water level is measured at X1, when the fractured segment is drilled, water begins to flow out of the borehole, and the water head is the water level, Y1 is equal to X1. Along with the drilling depth, the number of perforated fracture sections is more and more, Xi is the mixed water level of all perforated fracture sections, Yi is the water head of a certain fracture section, and therefore the two are unequal later.
In addition the drilling is finished with the condition of perforating the aquifer.
And step eleven, drawing a water head value curve of the first drilling point according to the measured water head value Yi in the pipe and the mixed water level value Zi outside the pipe at different depths, as shown in figure 2, and judging the pressure bearing characteristics and types of groundwater at different depths of the first drilling point according to the drawn water head value curve of the first drilling point.
And a tenth step of sequentially selecting at least one drilling point along the flow direction of the plane groundwater, and repeating the operations of the first step to the tenth step on the selected drilling points in sequence.
As a specific embodiment, two drilling points, namely a first drilling point and a second drilling point, are selected in the present embodiment.
And step thirteen, drawing a flow network diagram of the underground water system by combining underground water supply, the runoff direction, the spatial distribution of rocks and aquifers and the measured water head values of different depths of the first drilling point and the second drilling point, as shown in fig. 3.
And step fourteen, calculating hydraulic gradient and hydrodynamic conditions at different depths according to a flow network diagram of the underground water system.
By the formula of Darcy
Can deduce
Since Q, K is unknown, however
The ratio is constant, and can be adopted
And (5) characterizing the size change of the runoff strength.
Wherein Q is the radial flow m between two flow lines3/s；
A is the unit width cross-sectional area m between the streamlines2；
Δ H is the pressure measuring head difference m between the equal head lines;
l is the distance m between the two equal water head lines;
k is the permeability coefficient m of the runoff zone;
the fifteenth step: the distribution positions of water-resisting layers of different drilling points are determined according to the development conditions of rock core layer fractures and structure fractures of different depths on different drilling points, so that hydraulic connection among different depths of different drilling points is judged, and scientific basis is provided for problems of artificial source supplement, mine area water damage prevention and control, fracture water development, fracture water pollution prevention and control and the like of the bedrock fracture underground water.
Sixthly, putting the portable MANTA multi-parameter water quality monitor into the drill holes of each drilling point, measuring the PH, the conductivity and the temperature in the holes to the bottom of the holes according to the interval of 2 meters of the next footage, comparing the measured PH, the measured conductivity and the measured temperature with the pressure measuring water head value Yi of each next time, and further confirming and verifying the reasonability of the flow network diagram drawing of the underground water system.
Claims (7)
1. A method for exploring a flow network of a bedrock fracture underground water system is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
the first step is as follows: selecting a drilling point to drill according to the requirement, wherein each round of footage is more than 0.5 meter and less than 2 meters;
the second step is that: recording the first-time drilling depth L1, and putting a clamping strip into the hole to take a core;
the third step: measuring the length M1 of the core taken out in the second step, calculating the core taking rate M1/L1, and if the taking rate is lower than 70%, lowering the core into the drilling tool again and fishing out the residual core;
the fourth step: observing the development conditions of the layer fractures and the tectonic fractures of the rock core obtained in the second step and/or the third step, and recording the depths H11-H12 of fracture development sections;
the fifth step: measuring the length of the complete section of the core,
5.1 when the length of the complete core section is greater than 0.5 m, recording the depth J11-J12 of the complete core section, and preparing for secondary drilling;
5.2 when the length of the complete core section is less than 0.5 m, preparing for second drilling;
and a sixth step: recording the second drilling depth L2, and putting a clamping strip into the second drilling depth to take a core;
the seventh step: measuring the length M2 of the core taken out in the sixth step, calculating the core taking rate M2/L2, and if the taking rate is lower than 70%, lowering the core into the drilling tool again and fishing out the residual core;
eighth step: observing the development conditions of the layer fractures and the tectonic fractures of the rock core obtained in the sixth step and/or the seventh step, and recording the depths H21-H22 of fracture development sections;
the ninth step: measuring the length of the complete section of the core,
9.1 when the length of the complete core segment is greater than 0.5 m,
9.1.1 record core full segment depths J21-J22,
9.1.2 fixing the water stopper at the lower end of the drill rod, connecting a water filling capsule of the water stopper with a pressure test pump through a high-pressure hose, then placing the water stopper in a drill hole through a drilling machine, and enabling the water filling capsule of the water stopper to be positioned in the middle of J21-J22 in the second drilling;
9.1.3 the pressure test pump is used for filling water and pressurizing the water filling capsule;
9.1.4, measuring the water head value in the drill rod and the mixed water level value outside the drill rod every 5min after the pressure reaches the designated pressure until the water head value in the pipe is stable, and recording the water head value Y2 in the pipe and the mixed water level value Z2 outside the pipe at the moment;
9.1.5, releasing pressure, taking out the water stopper and preparing for the third drilling;
9.2 when the length of the complete core section is less than 0.5 m, preparing for third drilling;
tenth, repeating the operations from the sixth step to the ninth step, and measuring the core sampling rate Mi/Li, the fracture development section depth Hi1-Hi2, the core complete section depth Ji1-Ji2, the water head value Yi in the pipe and the mixed water level value Zi outside the pipe one by one until the drilling is finished;
the data obtained were:
water head values Y1, Y2, Y3, …, Yi, … and Yn in the pipe at different depths;
mixed water level values Z2, Z3, …, Zi, … and Zn outside the pipe at different depths;
step eleven, drawing a water head value curve of different depths according to the measured water head value Yi in the pipe and the mixed water level value Zi outside the pipe of different depths, and judging the pressure-bearing characteristics and types of groundwater of different depths;
a tenth step of sequentially selecting at least one drilling point along the flow direction of the plane groundwater and repeating the operations from the first step to the tenth step on the selected drilling points in sequence;
step thirteen, drawing a flow network diagram of the underground water system by combining underground water supply, runoff direction, spatial distribution of rocks and aquifers and the measured water head values Yi of different depths of each drilling point;
fourteenth, calculating hydraulic gradient and hydrodynamic conditions at different depths according to a flow network diagram of the underground water system;
the fifteenth step: determining the distribution positions of water-resisting layers of different drilling points according to the development conditions of cracks and tectonic cracks of rock core layers of different depths on the different drilling points, and further judging hydraulic connections among different depths of the different drilling points;
sixthly, putting a water quality monitor into the drill holes of each drilling point, measuring the pH, the conductivity and the temperature in the holes to the bottom of the holes according to the interval of 2m of the next footage, comparing the measured pH, the conductivity and the temperature with the measured pressure water head value Yi of each time, and confirming and verifying the reasonability of the drawing of the flow network diagram of the underground water system.
2. The method for exploring the flow network of the bedrock fracture underground water system according to claim 1, is characterized in that: and measuring the mixed water level Ti after each round of drilling raising and the mixed water level Xi before the next round of drilling lowering, and comparing the Xi with the Ti to perform auxiliary verification on the judgment of the crack development condition.
3. The method for exploring the flow network of the bedrock fracture underground water system according to claim 1, is characterized in that: before the water stopper is put into the water stopper for measuring the water head, the water pump is put into the water stopper to a specified depth, and water is pumped outwards until the water quality becomes clear.
4. The method for exploring the flow network of the bedrock fracture underground water system according to claim 1, is characterized in that: when the water stopper is lowered for carrying out a water head test, the water filling capsule is pressurized to 1.1MPa when the depth is 100m or less, the water filling capsule is pressurized to 2.1MPa when the depth is between 100 and 200m, the water filling capsule is pressurized to 3.1MP when the depth is between 200 and 300m, the water filling capsule is pressurized to 4.1MPa when the depth is between 300 and 400m, and the water filling capsule is pressurized to 5.1MPa when the depth is between 400 and 500 m.
5. The method for exploring the flow network of the bedrock fracture underground water system according to claim 1, is characterized in that: drilling is performed by a rotary drilling method.
6. The method for exploring the flow network of the bedrock fracture underground water system according to claim 5, is characterized in that: the drill bit used for drilling has a diameter of 127mm or 168 mm.
7. The method for exploring the flow network of the bedrock fracture underground water system according to claim 1, is characterized in that: the condition for completion of drilling in the tenth step is to drill through the aquifer.
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| US8424377B2 (en) * | 2009-06-17 | 2013-04-23 | Carl E. Keller | Monitoring the water tables in multi-level ground water sampling systems |
| CN102063577B (en) * | 2011-01-13 | 2012-09-12 | 黄河勘测规划设计有限公司 | Method for calculating underground water seepage flow based on equipotential surface |
| RU2567564C1 (en) * | 2012-04-28 | 2015-11-10 | Чайна Шэньхуа Энерджи Компани Лимитед | Method of distributed storage and use of ground waters in mine |
| CN104899358B (en) * | 2015-05-13 | 2016-01-06 | 山东科技大学 | The Forecasting Methodology of Ordovician limestone karst crevice water network cross direction profiles |
| CN106437692B (en) * | 2016-08-23 | 2023-03-21 | 中国电建集团贵阳勘测设计研究院有限公司 | Deep karst leakage channel detection structure and method based on water level of inner pipe of drill rod |
| CN206504768U (en) * | 2017-02-21 | 2017-09-19 | 广西蓝天科技股份有限公司 | A kind of guard aperture, hole sealing device for water table measure |
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