CN112925028A - Detection method of bedrock fracture dominant channel based on high-density electrical method - Google Patents

Detection method of bedrock fracture dominant channel based on high-density electrical method Download PDF

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CN112925028A
CN112925028A CN202110337624.2A CN202110337624A CN112925028A CN 112925028 A CN112925028 A CN 112925028A CN 202110337624 A CN202110337624 A CN 202110337624A CN 112925028 A CN112925028 A CN 112925028A
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resistivity
data
rock mass
density electrical
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CN112925028B (en
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钱家忠
闫永帅
马海春
马雷
骆乾坤
邓亚平
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Hefei University of Technology
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Abstract

The invention discloses a method for detecting a dominant channel of a bed rock fracture based on a high-density electrical method, which relates to the technical field of bed rock fracture research. The method fills the technical blank of the shape detection of the field fracture dominant channel, the distributed conductivity meter is arranged in the observation well, the spatial position information of the fracture dominant channel is corrected through the depth corresponding to the peak point of the fluid conductivity change rate, and the accuracy of the detection result of the fracture dominant channel is ensured.

Description

Detection method of bedrock fracture dominant channel based on high-density electrical method
Technical Field
The invention relates to the technical field of bedrock fracture research, in particular to a method for detecting a dominant channel of a bedrock fracture.
Background
The bedrock fracture water is underground water in bedrock fractures and is one of the most widely distributed underground water types in China. The bedrock fracture seepage is a phenomenon that bedrock fracture water moves in bedrock fractures, has great influence on the stability and safety of building structures such as dams, slopes and underground caverns, and is a main inducing factor of geotechnical engineering disasters.
The dominant channel is a flow channel with optimal bedrock fracture water in the bedrock fracture seepage phenomenon, the identification and the depiction of the dominant channel are the foundation and key factors for engineering safety and underground water resource management and evaluation in quality geotechnical engineering, and the accuracy and the comprehensiveness of the identification and the depiction of the dominant channel in the bedrock fracture directly influence the engineering and management quality.
The bedrock fractures have strong heterogeneity and spatial variability, and even for the same aqueous medium, the shapes of the dominant channels can be obviously different due to different depths. The existing tracer method cannot determine the accurate position of the fracture dominant channel (5) in the bedrock region, needs frequent sampling and analysis operations, is high in workload, low in efficiency and high in cost, and the recognition accuracy of the dominant channel is not ideal enough, so that the subsequent engineering safety and groundwater resource management and evaluation difficulty is high and the quality is poor.
By prior art search, there are the following known solutions:
prior art 1
Application No.: CN2018116273882, application date: 2018.12.28, publication (announcement) date: 2019.3.29.
the invention discloses a device for observing and using original loess priority flow dynamically by CT scanning, wherein loess exists in a visual container, liquid is continuously provided to a seepage cavity by a continuous liquid adding device, and in the process of gradual seepage of the loess, the CT can clearly scan the pore change in the loess and the related parameters of the seepage path of the liquid and the like; the preferential seepage flow path is advanced, and the acquisition of the fracture preferential seepage path and the preferential flow development rule are particularly useful.
However, in the prior art, one model can only simulate one fixed laboratory scale, the indoor sample is complicated to manufacture and high in test cost, and the field in-situ field cannot be tested.
Prior art 2:
application No.: CN2019110076438, application date: 2019.10.22 publication (announcement) date: 2019.12.17.
the invention discloses a fracture-pore double-permeation medium preferential flow simulation device and a test method.
However, the technology belongs to a laboratory scale test, the model is time-consuming to manufacture, the manufacturing cost is high, and the substitute material is used for replacing a fracture-pore medium, so that the field scale test cannot be carried out.
The search shows that the technical scheme does not influence the novelty of the invention; and the combination of the above prior arts with each other does not destroy the inventive step of the present invention.
Disclosure of Invention
The invention provides a method for detecting a bedrock fracture dominant channel based on a high-density electrical method, which aims to overcome the defects of the prior art.
The invention adopts the following technical scheme for solving the technical problems: a method for detecting a bedrock fracture dominant channel based on a high-density electrical method comprises the following steps:
firstly, constructing at least one observation well and at least one water injection well in a bedrock area, and then installing a water injection pipe above the water injection well;
arranging measurement ends of a distributed conductivity meter at equal intervals from the opening to the bottom of the observation well in the vertical direction, arranging a high-density electrical method meter on the surface of the bedrock, arranging high-density electrical method electrodes communicated with the high-density electrical method meter in data at equal polar intervals, and completely positioning a region to be measured between the observation well and the water injection well in a measurement region of the high-density electrical method meter;
step two, carrying out background fluid conductivity sigma0And resistivity rho of the underlying rock mass0The specific process of the determination is as follows:
measuring by the distributed conductivity meter to obtain initial fluid conductivity in the observation well, wherein the initial fluid conductivity is a data set and is formed by single-point initial fluid conductivity obtained by measuring the self-installation position by each measuring end;
measuring by the high-density electrical method instrument to obtain initial rock body resistivity of corresponding positions of bedrocks, wherein the initial rock body resistivity is a data set and is formed by measuring single-point initial rock body resistivity of the self-installation position of each high-density electrical method electrode;
measuring at least three times to obtain at least three groups of initial fluid conductivity and initial rock mass resistivity data, and taking the average value of the initial fluid conductivity as background fluid conductivity sigma0Taking the average value of the resistivity of each group of initial rock mass as the resistivity rho of the background rock mass0And the resistivity rho of the background rock mass is received and converted by electrical method data receiving and converting software0Converting to background rock mass resistivity corresponding to distance and depth information
Figure BDA0002998163980000021
Thirdly, injecting sufficient saturated sodium chloride solution into the water injection well through the water injection pipe through a water injection pump at one time, then sampling at set intervals through the distributed conductivity meter and the high-density electrical method meter in a set monitoring period, and obtaining and recording multiple groups of instantaneous fluid conductivity
Figure BDA0002998163980000022
And instantaneous rock mass resistivity ρt；
Each group of instantaneous fluid conductivity
Figure BDA0002998163980000023
The data are group data which are formed by single-point instantaneous fluid conductivity obtained by measuring the self installation position of each measuring end at the corresponding moment;
resistivity rho of each group of instantaneous rock masstAll the data are group data and are formed by instantaneous rock mass resistivity of each single point correspondingly measured at the moment;
step four, the high-density electrical method instrument is used for measuring the resistivity rho of a plurality of groups of instantaneous rock masses through electrical method data receiving and converting softwaretConversion to instantaneous rock mass resistivity with corresponding distance and depth information
Figure BDA0002998163980000031
Then, using resdinv software, the instantaneous rock mass resistivity is corrected
Figure BDA0002998163980000032
Obtaining the corrected instantaneous rock mass resistivity from the data points of sudden change in the data set
Figure BDA0002998163980000033
Step five, calculating the rock resistivity change rate of each time point in the monitoring period according to the formula I
Figure BDA0002998163980000034
Figure BDA0002998163980000035
If the whole detection period is within ntEach detection has a different y in the depth direction and b in the distance directionaX is different, the change rate of the resistivity of the rock mass
Figure BDA0002998163980000036
Including n by time classificationtGroup data, including:
Figure BDA0002998163980000037
integrating data, and classifying the data according to spatial positions, namely distance and depth, comprising the following steps:
Figure BDA0002998163980000038
subsequently, X is screened off1-1Y1、
Figure BDA0002998163980000039
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the change rate of the resistivity of the rock mass as an ordinate to obtain a change curve of the resistivity of each rock mass along with the time;
determining the point with the maximum rock mass resistivity change rate at each time point in the monitoring period according to the obtained change curve of the rock mass resistivity change rate along with the time, and obtaining the distance x corresponding to the point with the maximum rock mass resistivity change rateeAnd depth yeInformation is obtained, and distribution points of the fracture dominant channels are obtained;
secondly, connecting distribution points of the fracture dominant channels to obtain space position information and form of the fracture dominant channels preliminarily;
step six, calculating according to the formula two to obtain the instantaneous fluid resistivity of each time point in the monitoring period
Figure BDA0002998163980000041
Figure BDA0002998163980000042
Then, the fluid resistivity change rate is obtained by the formula three calculation
Figure BDA0002998163980000043
Figure BDA0002998163980000044
If the whole detection period is within ntEach detection, wherein n different h are arranged in the depth direction in each detection, the fluid resistivity change rate is determined
Figure BDA0002998163980000045
Including n by time classificationtGroup data, including:
Figure BDA0002998163980000046
integrating the data, and classifying the data according to the depth again, wherein the method comprises the following steps:
Figure BDA0002998163980000047
then, sieve out
Figure BDA0002998163980000048
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the fluid resistivity change rate as an ordinate to obtain a change curve of the fluid resistivity change rate along with time;
according to the obtained change curve of the fluid resistivity change rate along with the time, the point with the maximum fluid resistivity change rate at each time point in the monitoring period is determined, and the depth h corresponding to the point with the maximum fluid resistivity change rate is obtainedeInformation, and by heFor yeCorrecting, which comprises the following specific steps: calculating according to the formula IV to obtain a height deviation value delta h:
Δh＝ye-hea fourth formula;
and finally, integrally translating the form of the fracture dominant channel obtained in the step five by delta h along the longitudinal direction to obtain accurate form and space position information of the fracture dominant channel.
Further, after the fourth step is executed, surfer software can be used for complementing the data by a Clark interpolation method, and the corrected instantaneous rock mass resistivity is corrected
Figure BDA0002998163980000051
Mapping the data with the corresponding distance and depth information to obtain the distance and depth in the section of the corresponding position of the bedrock at the corresponding moment and the corrected instantaneous rock resistivity
Figure BDA0002998163980000052
Is an inverted trapezoidal image of the variables.
Furthermore, the measurement area of the high-density electrical method instrument is an inverted isosceles trapezoid which completely covers the area to be measured and has the smallest area.
Further, the monitoring period is greater than one day, the interval time is hours, and increases with time.
Further, the height of the water injection well is higher than that of the observation well.
Further, the distance between the adjacent water injection wells and the observation well is 1m, and the height difference between the water injection wells and the observation well is larger than 1 m.
Further, the distance between the measuring ends of the distributed conductivity meters and the polar distance between the high-density electric electrodes are not more than 0.5m and not less than 0.01 m.
The invention provides a method for detecting a bedrock fracture dominant channel based on a high-density electrical method, which has the following beneficial effects:
1. according to the method, by utilizing the relatively high conductivity of the sodium chloride solution and the natural characteristic that the sodium chloride solution tends to flow along the dominant channel of the fissure in the bedrock, the instantaneous rock resistivity of each point in the bedrock is monitored for multiple times in a monitoring period through a high-density electrical method instrument, the change rate of the rock resistivity of each point in the bedrock is obtained through calculation, the distribution points of the dominant channel of the fissure are determined through the distance and depth information corresponding to the peak point of the change rate of the rock resistivity, and finally, accurate form and spatial position information of the dominant channel of the fissure can be obtained through connecting the distribution points of each dominant channel, so that the technical blank of the form detection of the dominant channel of the field;
2. the invention also arranges each measuring end of the distributed conductivity meter along the depth direction in the observation well, monitors the instantaneous fluid conductivity of each measuring end depth in the observation well for many times in the monitoring period through the distributed conductivity meter, calculates to obtain the change rate of the fluid resistivity, and obtains the accurate depth of the crack dominant channel at the outlet in the observation well through the depth information corresponding to the peak point of the change rate of the fluid resistivity, so as to correct the space position information of the crack dominant channel obtained by the high-density electrical method instrument, thereby further improving the accuracy of the detection result of the crack dominant channel;
3. the sodium chloride solution used in the invention has no pollution, low viscosity and high fluidity, does not pollute the environment on the basis of accurately confirming the shape and the space position information of the fracture dominant channel, is beneficial to the expansion of the application occasion of the detection method and the protection of the environment;
4. the detection method can realize the accuracy by increasing the number of the high-density electric method electrodes of the high-density electric method instrument under the condition of a certain measurement range, and the correction accuracy can be realized by increasing the number of the measurement ends of the distributed conductivity instrument, so that the detection method has better adaptability and can meet the detection requirements of various accuracy requirements.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a schematic diagram of distribution points of a fracture dominant channel and fracture dominant channel morphology and spatial location information in accordance with the present invention;
FIG. 3 is a graph showing the change rate of resistivity of a rock mass with an obvious peak value at a distance of 15.3m from a measurement line according to an embodiment of the invention;
FIG. 4 is a graph of the rate of change of fluid resistivity with a distinct peak at 15.3m from the line of the survey over time in accordance with an embodiment of the present invention;
FIG. 5 is a schematic diagram of distribution points of each fracture dominant channel and fracture dominant channel shape and spatial position information according to an embodiment of the present invention.
In the figure:
1. a water injection pipe; 2. an injection pump; 3. bedrock; 4. a water injection well; 5. a fracture dominant channel; 6. a distributed conductivity meter; 7. an observation well; 9. a high density electrical method electrode; 10. high density electrical method appearance.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Because the water body containing the sodium chloride solution has higher conductivity compared with the water body without the sodium chloride solution, the resistivity of the water body containing the sodium chloride solution passing through the bedrock fracture channel is far lower than that of the water body without the sodium chloride solution. When the sodium chloride solution is injected into the water injection well 4, the change curve of the rock body resistivity change rate corresponding to the position of the fracture dominant channel 5 in the bedrock 3 along with time has a higher peak value.
The invention injects saturated sodium chloride solution into the water injection well 4 to induce the instantaneous fluid resistivity in the bedrock 3
Figure BDA0002998163980000061
And corresponding instantaneous rock resistivity with distance and depth information
Figure BDA0002998163980000062
And using the change as main data for monitoring the fracture dominant channel 5, and identifying the fracture dominant channel 5 in the bedrock 3 through the change curve of the resistivity change rate of the rock mass along with the timeAnd (4) performing spatial distribution, and correcting the spatial distribution of the crack dominant channel 5 by a curve of the change rate of the fluid resistivity along with time.
The traditional fracture channel identification method is a drilling tracing detection method, and the method can only identify the outlet of the fracture dominant channel 5, but is difficult to identify the spatial distribution of the fracture dominant channel 5 in the bedrock 3. Compared with a drilling tracing detection method, the bedrock fracture dominant channel detection method can better detect and determine the specific spatial distribution of the fracture dominant channels 5 in the bedrock 3, the spatial distribution can be used for guiding the construction of buildings such as dams, slopes and underground caverns, can play an important guiding role in the subsequent maintenance and repair processes of the buildings, and is favorable for ensuring the safety and stability of the buildings.
As shown in fig. 1-2, the method for detecting the fracture dominant channel comprises the following steps:
firstly, constructing at least one observation well 7 and at least one water injection well 4 in a bedrock 3 area, and then installing a water injection pipe 1 above the water injection well 4;
arranging measurement ends of the distributed conductivity meter 6 at equal intervals from the opening to the bottom of the observation well 7 in the vertical direction, wherein the distributed conductivity meter 6 can be a DJS-1C conductivity meter of Shanghai Lei-Mag Limited company; arranging a high-density electrical method instrument 10 on the ground surface of the bedrock 3, arranging high-density electrical method electrodes 9 which are in data communication with the high-density electrical method instrument 10 at equal polar distance, and completely positioning a region to be measured between the observation well 7 and the water injection well 4 in a measuring region of the high-density electrical method instrument 10;
step two, carrying out background fluid conductivity sigma0And resistivity rho of the underlying rock mass0The specific process of the determination is as follows:
the initial fluid conductivity in the observation well 7 is obtained through measurement of the distributed conductivity meter 6, the initial fluid conductivity is a data set and is formed by single-point initial fluid conductivity obtained by measuring the self-installation position of each measuring end;
measuring by a high-density electrical method instrument 10 to obtain initial rock body resistivity of the corresponding position of the bedrock 3, wherein the initial rock body resistivity is a data set and is formed by measuring single-point initial rock body resistivity of the self-installation position of each high-density electrical method electrode 9;
measuring at least three times to obtain at least three groups of initial fluid conductivity and initial rock mass resistivity data, and taking the average value of the initial fluid conductivity as background fluid conductivity sigma0Taking the average value of the resistivity of each group of initial rock mass as the resistivity rho of the background rock mass0And the resistivity rho of the background rock mass is received and converted by electrical method data receiving and converting software0Converting to background rock mass resistivity corresponding to distance and depth information
Figure BDA0002998163980000071
Injecting enough saturated sodium chloride solution into a water injection well 4 through a water injection pipe 1 by a water injection pump 2 at one time, wherein the enough saturated sodium chloride solution can be completely transmitted in the bedrock fracture in a detection period; then, sampling is carried out at set intervals by the distributed conductivity meter 6 and the high-density electrical method meter 10 respectively in a set monitoring period, and a plurality of groups of instantaneous fluid conductivity are obtained and recorded
Figure BDA0002998163980000072
And instantaneous rock mass resistivity ρt；
Each group of instantaneous fluid conductivity
Figure BDA0002998163980000073
The data are group data which are formed by single-point instantaneous fluid conductivity obtained by measuring the self installation position of each measuring end at the corresponding moment;
resistivity rho of each group of instantaneous rock masstAll the data are group data and are formed by instantaneous rock mass resistivity of each single point correspondingly measured at the moment;
step four, a plurality of groups of instantaneous rock body resistivity rho measured by the high-density electrical method instrument 10 are received and converted by electrical method data receiving and converting softwaretConversion to instantaneous rock mass resistivity with corresponding distance and depth information
Figure BDA0002998163980000074
Then, using res2dinv software, the instantaneous rock mass resistivity is corrected
Figure BDA0002998163980000075
Obtaining the corrected instantaneous rock mass resistivity from the data points of sudden change in the data set
Figure BDA0002998163980000076
Step five, calculating the rock resistivity change rate of each time point in the monitoring period according to the formula I
Figure BDA0002998163980000081
Figure BDA0002998163980000082
If the whole detection period is within ntEach detection has a different y in the depth direction and b in the distance directionaX is different, the change rate of the resistivity of the rock mass
Figure BDA0002998163980000083
Including n by time classificationtGroup data, including:
Figure BDA0002998163980000084
integrating data, and classifying the data according to spatial positions, namely distance and depth, comprising the following steps:
Figure BDA0002998163980000085
subsequently, X is screened off1-1Y1、
Figure BDA0002998163980000086
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the change rate of the resistivity of the rock mass as an ordinate to obtain a change curve of the resistivity of each rock mass along with the time;
determining the point with the maximum rock mass resistivity change rate at each time point in the monitoring period according to the obtained change curve of the rock mass resistivity change rate along with the time, and obtaining the distance x corresponding to the point with the maximum rock mass resistivity change rateeAnd depth yeInformation is obtained, and distribution points of the fracture dominant channels 5 are obtained;
subsequently, connecting distribution points of the fracture dominant channels 5 to obtain space position information and form of the fracture dominant channels 5 preliminarily;
step six, calculating according to the formula two to obtain the instantaneous fluid resistivity of each time point in the monitoring period
Figure BDA0002998163980000091
Figure BDA0002998163980000092
Then, the fluid resistivity change rate is obtained by the formula three calculation
Figure BDA0002998163980000093
Figure BDA0002998163980000094
If the whole detection period is within ntEach detection, wherein n different h are arranged in the depth direction in each detection, the fluid resistivity change rate is determined
Figure BDA0002998163980000095
Including n by time classificationtGroup data, including:
Figure BDA0002998163980000096
integrating the data, and classifying the data according to the depth again, wherein the method comprises the following steps:
Figure BDA0002998163980000097
then, sieve out
Figure BDA0002998163980000098
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the fluid resistivity change rate as an ordinate to obtain a change curve of the fluid resistivity change rate along with time;
according to the obtained change curve of the fluid resistivity change rate along with the time, the point with the maximum fluid resistivity change rate at each time point in the monitoring period is determined, and the depth h corresponding to the point with the maximum fluid resistivity change rate is obtainedeInformation, and by heFor yeCorrecting, which comprises the following specific steps: calculating according to the formula IV to obtain a height deviation value delta h:
Δh＝ye-hea fourth formula;
and subsequently, integrally translating the form of the fracture dominant channel 5 obtained in the fifth step by delta h along the longitudinal direction to obtain accurate form and space position information of the fracture dominant channel 5.
Preferably, after the fourth step is executed, the surfer software can be used for complementing the data by a Clark interpolation method, and the corrected instantaneous rock mass resistivity can be obtained
Figure BDA0002998163980000101
Mapping the data with the corresponding distance and depth information to obtain the distance and depth in the section plane of the corresponding position of the bedrock 3 at the corresponding moment and the corrected instantaneous rock resistivity
Figure BDA0002998163980000102
Is an inverted trapezoidal image of a variable so as to more intuitively observe the instantaneous rock resistivity distribution condition in a section.
Preferably, the measurement area of the high-density electrical method instrument 10 is an inverted isosceles trapezoid which completely covers the area to be measured and has the smallest area; the transverse and longitudinal measuring areas of the high-density electrical method instrument 10, namely the measurable depth and width, are positively correlated with the length of the measuring line, and meanwhile, the measuring area of the high-density electrical method instrument 10 is in an inverted isosceles trapezoid shape; therefore, when the measurement area of the high-density electrical method instrument 10 is completely covered on the area to be measured and has the smallest area, the observation well 7 is positioned on the measurement line which is larger than the measurement line
Figure BDA0002998163980000103
Is less than
Figure BDA0002998163980000104
The water injection well 4 is positioned on the measuring line and is larger than
Figure BDA0002998163980000105
Is less than
Figure BDA0002998163980000106
At this time, the length of the survey line is generally 4 to 6 times of the depth of the observation well 7.
Preferably, the monitoring period is greater than one day, spaced 1 hour apart, and increasing over time.
Preferably, the height of the injection well 4 is higher than the height of the observation well 6.
Preferably, the distance between the adjacent water injection wells 4 and the observation well 6 is 1m, and the height difference between the water injection wells 4 and the observation well 6 is more than 1 m.
Preferably, the distance between the measuring ends of the distributed conductivity meters 6 and the polar distance between the high-density electrical electrodes 9 are not more than 0.5m and not less than 0.01 m; the resolution ratio measured by the distributed conductivity meter 5 is inversely related to the distance between each measuring end of the distributed conductivity meter, the resolution ratio measured by the high-density electrical method meter 10 is inversely related to the polar distance between each high-density electrical method electrode 8, namely the smaller the distance and the polar distance, the more accurate the detection result is, and the longer the time required for sampling and calculating is;
in actual detection, generally, when the aforementioned pitch and polar distance are 0.5m, the detection accuracy requirement can be met to the minimum, and when the aforementioned pitch and polar distance are 0.01m, the detection accuracy requirement can be met very well.
Example one
When the detection of the dominant channel of the bedrock fracture is carried out, the method comprises the following steps:
firstly, constructing at least one observation well 7 and one water injection well 4 in a bedrock 3 area, wherein the distance between the observation well and the water injection well 4 is 1m, and then installing a water injection pipe 1 above the water injection well 4;
arranging 6 measuring ends of the distributed conductivity meter 6 at equal intervals from the opening part to the bottom part of the observation well 7 in the vertical direction, wherein the interval between the adjacent measuring ends is 0.5 m; the installation depth of each measuring end is 3.5m, 4.0m, 4.5m, 5.0m, 5.5m and 6.0m respectively;
when the measurement ends are actually set, the measurement ends can be arranged downwards by taking the depth of the water surface of the underground water level as a starting point in consideration of simplification of subsequent sampling, recording and data processing; the depth of the groundwater level in the embodiment is 3.5 m;
arranging a high-density electrical method instrument 10 on the ground surface of the bedrock 3, arranging high-density electrical method electrodes 9 which are in data communication with the high-density electrical method instrument 10 at equal polar distance, wherein the distance between the electrodes 9 is 0.5m, the number of the electrodes is 60, and the measurable distance range of the high-density electrical method is 0.5 x (30-1) to 29.5 m;
at the moment, the region to be measured between the observation well 7 and the water injection well 4 is completely positioned in the measurement region of the high-density electrical method instrument 10, meanwhile, the water injection well 4 is positioned at the position 15.3m of the measurement line of the high-density electrical method instrument 10, and the observation well 7 is positioned at the position 16.3m of the measurement line of the high-density electrical method instrument 10;
step two, carrying out three times of measurement on the initial fluid conductivity in the observation well 7 through the distributed conductivity meter 6 and averaging to obtain the background fluid conductivity sigma0＝450.8μs/cm；
Measuring the initial rock body resistivity of the corresponding position of the bedrock 3 for three times by using a high-density electrical method instrument 10 and averaging; in this embodiment, the measurement depth range of the distributed conductivity meter 6 is 3.5 m-6 m, so the effective resistivity of the background rock mass
Figure BDA0002998163980000111
The data should correspond to the resistivity of the background rock mass with the corresponding depth in the range of 3.5 m-6 m
Figure BDA0002998163980000112
Data, see table 1 below:
Figure BDA0002998163980000113
TABLE 1
Step three, injecting 2L of saturated sodium chloride solution into a water injection well 4 through a water injection pipe 1 by a water injection pump 2 at one time, then sampling by a distributed conductivity meter 6 and a high-density electrical method meter 10 at intervals of 1h within 8h, and obtaining and recording 8 groups of instantaneous fluid conductivity
Figure BDA0002998163980000121
And instantaneous rock mass resistivity ρtData, of which 8 sets of instantaneous fluid conductivities
Figure BDA0002998163980000122
As shown in table 2:
Figure BDA0002998163980000123
TABLE 2
In the table, the instantaneous fluid conductivity at a depth of 3.5m for the first hour as monitored was 450.8 μ s/cm;
step four, through electrical data receiving and converting software, 8 groups of instantaneous rock resistivity rho measured by the high-density electrical instrument 10 are processedtConversion to instantaneous rock mass resistivity with corresponding distance and depth information
Figure BDA0002998163980000124
In this embodiment, distributed powerThe measuring depth range of the conductivity meter 6 is 3.5 m-6 m, so that the instantaneous rock resistivity corresponding to the distance and depth information is effective
Figure BDA0002998163980000125
The data should be corresponding to the instantaneous rock mass resistivity corresponding to the distance and depth information with the depth within the range of 3.5 m-6 m
Figure BDA0002998163980000126
Data;
then, using res2dinv software, correcting effective instantaneous rock mass resistivity corresponding to distance and depth information
Figure BDA0002998163980000127
Obtaining 8 corrected effective instantaneous rock mass resistivity corresponding to distance and depth information by using the data points of sudden change in the data set
Figure BDA0002998163980000128
See tables 3-10 below:
Figure BDA0002998163980000131
TABLE 3 instantaneous rock resistivity at hour 1
Figure BDA0002998163980000132
TABLE 4 instantaneous rock resistivity at hour 2
Figure BDA0002998163980000141
TABLE 5 instantaneous rock resistivity at hour 3
Figure BDA0002998163980000142
TABLE 6 instantaneous rock resistivity at hour 4
Figure BDA0002998163980000152
TABLE 7 instantaneous rock resistivity at hour 5
Figure BDA0002998163980000151
TABLE 8 instantaneous rock resistivity at hour 6
Figure BDA0002998163980000161
TABLE 9 instantaneous rock resistivity at hour 7
Figure BDA0002998163980000162
TABLE 10 instantaneous rock resistivity at hour 8
Table 3, the instantaneous resistivity of the rock mass at a distance of 5.3m and a depth of 3.5m (i.e. x-3.5) at hour 1 as monitored over time was 2009.9 Ω · m.
Step five, press
Figure BDA0002998163980000171
Calculating to obtain the rock resistivity change rate of each time point in the monitoring period
Figure BDA0002998163980000172
Thus, the rate of change of resistivity of the rock mass
Figure BDA0002998163980000173
The time-classified package contains 8 groups of data, including:
Figure BDA0002998163980000174
namely:
T1：2009.9，1997.3……2002.6，1996.8，1989.1……2002.9；
T2：2009.9，1997.3……2002.6，1996.8，1989.1……2002.9；
……
T8：2009.9，1997.3……2002.6，1996.8，1989.1……2002.9；
integrating the data, and reclassifying the data according to spatial positions, wherein the method comprises the following steps:
Figure BDA0002998163980000175
namely:
X1-1Y1：2009.9，2009.9……2009.9；
X1-2Y1：1997.3，1997.3……1997.3；
……
X1-39Y1：2002.6，2002.6……2002.6；
X2-1Y2：1996.8，1996.8……1996.8；
……
X6-24Y6：2002.9，2002.9……2002.9；
subsequently, X is screened off1-1Y1、X1-2Y1……X1-39Y1、X2-1Y2……X6-24Y6In each data group, if there is no data group with obvious change in the data in the group, the reserved data group is:
Figure BDA0002998163980000181
namely:
X3-24Y3：1053，751，1051，1191，1299，1299，1299，1299；
X4-18Y4：1191，1053，751，1051，1191，1299，1299，1299；
X5-14Y5：1299，1191，1053，751，1051，1191，1299，1299；
X5-15Y5：1299，1299，1191，1053，751，1051，1191，1299；
X5-16Y5：1299，1299，1299，1191，1053，751，1051，1191；
for the reserved data groups, each group is subjected to point tracing and connecting by taking the time change as an abscissa and the rock mass resistivity change rate as an ordinate to obtain a change curve of the resistivity change rate of each rock mass along with time;
FIG. 2 is a graph showing the change rate of rock resistivity at a depth of 5.5m, which is a depth with an obvious peak value of the change rate of rock resistivity at a position 15.3m away from a measuring line, namely X5-15Y5A corresponding rock mass resistivity change rate curve graph;
respectively determining the point with the largest change rate of the resistivity of the rock mass at each time point in the monitoring period, and connecting each distribution point to obtain the spatial position information and the form of the fracture dominant channel 5 preliminarily;
if the distance is 15.3m and the depth is 5.5m in fig. 2, the distribution point of a fracture dominant channel 5, namely the point a, existing at the distance of 15.3m and the depth of 5.5m in the bedrock 3 is considered; meanwhile, as the observation well 7 is also positioned at a distance of 15.3m, the distribution point of the fracture dominant channel 5 is also the outlet of the fracture dominant channel 5 in the observation well 7; in addition, the peak value which is the point with the largest rock resistivity change rate is generated at the 5h, and the rock resistivity change rate corresponding to the point is 42%.
The slit dominant channel 5 in FIG. 2 is formed by the passage X3-24Y3、X4-18Y4、X4-18Y4、X5-15Y5And X5-16Y5And connecting distribution points of five fracture dominant channels 5 determined by five groups of data.
It should be noted that the number of the fracture dominant channels 5 is not necessarily one, and when the distribution points are connected to obtain the shape of the fracture dominant channels 5, the positions of the distribution points of the fracture dominant channels 5 should be observed comprehensively, and the number and the shape of the fracture dominant channels 5 should be judged comprehensively.
Step six, press
Figure BDA0002998163980000191
Calculating to obtain the instantaneous fluid resistivity of each time point in the monitoring period
Figure BDA0002998163980000192
Then press against
Figure BDA0002998163980000193
Calculating to obtain the change rate of the fluid resistivity
Figure BDA0002998163980000194
Rate of change of resistivity of the fluid
Figure BDA0002998163980000195
The time-classified package contains 8 groups of data, including:
Figure BDA0002998163980000196
namely:
t1：450.8，450.8……450.8；
t2：450.8，450.8……450.8；
……
t8：450.8，450.8……451.8；
integrating the data, and classifying the data according to the depth position again, wherein the method comprises the following steps:
Figure BDA0002998163980000201
namely:
H1：450.8，450.8……450.8；
H2：450.8，450.8……450.8；
……
H6：450.8，450.8……451.8；
subsequently, H is screened off1、H2……H6In each data group, if there is no data group with obvious change in the data in the group, the reserved data group is:
H5：450.0，450.0，491.7，556.1，779.7，557.2，491.7，450.0；
for the reserved data set, point connecting lines are drawn by taking the time change as an abscissa and the fluid resistivity change rate as an ordinate to obtain a change curve of the fluid resistivity change rate along with time;
FIG. 3 is a graph of the rate of change of the fluid resistivity at a depth of 5.5m, where the rate of change of the fluid resistivity has a distinct peak value, i.e., H, within observation well 7, i.e., at a distance of 15.3m5A corresponding fluid resistivity rate of change plot; meanwhile, the point with the largest fluid resistivity change rate, namely the peak value, is generated at the 5h, and the fluid resistivity change rate corresponding to the point is 42 percent at the moment;
corresponding heights (the opposite number of depths) h corresponding to the fluid resistivity change rate peak points with the same distanceeHeight y corresponding to-5.5 m and peak point of rock resistivity change rateeComparing the two results to-5.5, wherein the two results are consistent, and the position with the distance of 15.3m and the depth of 5.5m can be directly confirmed as the distribution point of the fracture dominant channel 5;
when y iseAnd heShould be in disagreement with heFor yeThe correction is carried out in the following specific mode: calculating according to the formula four to obtain a height deviation value delta t:
Δt＝ye-he(formula IV);
and subsequently, integrally translating the form of the fracture dominant channel 5 obtained in the fifth step by delta h along the longitudinal direction to obtain accurate form and space position information of the fracture dominant channel 5.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.

Claims (7)

1. A method for detecting a bedrock fracture dominant channel based on a high-density electrical method is characterized by comprising the following steps:
firstly, constructing at least one observation well (7) and at least one water injection well (4) in a bedrock (3) area, and then installing a water injection pipe (1) above the water injection well (4);
arranging measurement ends of distributed conductivity meters (6) at equal intervals from the opening to the bottom of the observation well (7) along the vertical direction, arranging high-density electrical method meters (10) on the ground surface of the bedrock (3), arranging high-density electrical method electrodes (9) which are in data communication with the high-density electrical method meters (10) at equal polar intervals, and completely positioning a region to be measured between the observation well (7) and the water injection well (4) in a measurement region of the high-density electrical method meters (10);
step two, carrying out background fluid conductivity sigma0And resistivity rho of the underlying rock mass0The specific process of the determination is as follows:
measuring by the distributed conductivity meter (6) to obtain initial fluid conductivity in the observation well (7), wherein the initial fluid conductivity is a data set and is formed by single-point initial fluid conductivity obtained by measuring the self-installation position by each measuring end;
measuring by the high-density electrical method instrument (10) to obtain initial rock body resistivity of the corresponding position of the bedrock (3), wherein the initial rock body resistivity is a data set and is formed by measuring single-point initial rock body resistivity of the self-installation position of each high-density electrical method electrode (9);
measuring at least three times to obtain at least three groups of initial fluid conductivity and initial rock mass resistivity data, and taking the average value of the initial fluid conductivity as background fluid conductivity sigma0Taking the average value of the resistivity of each group of initial rock mass as the resistivity rho of the background rock mass0And the resistivity rho of the background rock mass is received and converted by electrical method data receiving and converting software0Converting to background rock mass resistivity corresponding to distance and depth information
Figure FDA0002998163970000011
Thirdly, sufficient saturated sodium chloride solution is injected into the water injection well (4) through the water injection pipe (1) through a water injection pump (2) at one time, and then, in a set monitoring period, sampling is carried out at set intervals through the distributed conductivity meter (6) and the high-density electrical method meter (10) respectively to obtain and record multiple groups of instantaneous fluid conductivity
Figure FDA0002998163970000012
And instantaneous rock mass resistivity ρt；
Each group of instantaneous fluid conductivity
Figure FDA0002998163970000013
The data are group data which are formed by single-point instantaneous fluid conductivity obtained by measuring the self installation position of each measuring end at the corresponding moment;
resistivity rho of each group of instantaneous rock masstAll the data are group data and are formed by instantaneous rock mass resistivity of each single point correspondingly measured at the moment;
fourthly, a plurality of groups of instantaneous rock body resistivity rho measured by the high-density electrical method instrument (10) are received and converted by electrical method data receiving and conversion softwaretConversion to instantaneous rock mass resistivity with corresponding distance and depth information
Figure FDA0002998163970000014
Then, using res2dinv software, the instantaneous rock mass resistivity is corrected
Figure FDA0002998163970000015
Obtaining the corrected instantaneous rock mass resistivity from the data points of sudden change in the data set
Figure FDA0002998163970000016
Step five, calculating the rock resistivity change rate of each time point in the monitoring period according to the formula I
Figure FDA0002998163970000021
Figure FDA0002998163970000022
If the whole detection period is within ntEach detection has a different y in the depth direction and b in the distance directionaX is different, the change rate of the resistivity of the rock mass
Figure FDA0002998163970000023
Including n by time classificationtGroup data, including:
T1：
Figure FDA0002998163970000024
T2：
Figure FDA0002998163970000025
……
Figure FDA0002998163970000026
Figure FDA0002998163970000027
integrating data, and classifying the data according to spatial positions, namely distance and depth, comprising the following steps:
X1-1Y1：
Figure FDA0002998163970000028
X1-2Y1：
Figure FDA0002998163970000029
……
Figure FDA00029981639700000210
Figure FDA00029981639700000211
X2-1Y2：
Figure FDA00029981639700000212
……
Figure FDA00029981639700000213
Figure FDA00029981639700000214
then, sieve out
Figure FDA00029981639700000215
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the change rate of the resistivity of the rock mass as an ordinate to obtain a change curve of the resistivity of each rock mass along with the time;
determining the point with the maximum rock mass resistivity change rate at each time point in the monitoring period according to the obtained change curve of the rock mass resistivity change rate along with the time, and obtaining the distance x corresponding to the point with the maximum rock mass resistivity change rateeAnd depth yeInformation is obtained, and distribution points of the fracture dominant channels 5 are obtained;
secondly, connecting distribution points of the fracture dominant channels (5) to obtain space position information and form of the fracture dominant channels (5) preliminarily;
step six, calculating according to the formula two to obtain the instantaneous fluid resistivity of each time point in the monitoring period
Figure FDA0002998163970000031
Figure FDA0002998163970000032
Then, the fluid resistivity change rate is obtained by the formula three calculation
Figure FDA0002998163970000033
Figure FDA0002998163970000034
If the whole detection period is within ntSecondary detection, each detectionIn the depth direction, n different h are provided, the fluid resistivity change rate
Figure FDA0002998163970000035
Including n by time classificationtGroup data, including:
t1：
Figure FDA0002998163970000036
t2：
Figure FDA0002998163970000037
……
Figure FDA0002998163970000038
Figure FDA0002998163970000039
integrating the data, and classifying the data according to the depth again, wherein the method comprises the following steps:
H1：
Figure FDA00029981639700000310
H2：
Figure FDA00029981639700000311
……
Figure FDA00029981639700000312
Figure FDA00029981639700000313
then, sieve out
Figure FDA00029981639700000314
In each data group, the data group with no obvious change exists in the data group, and the other data groups are plotted by using time as an abscissa and using the fluid resistivity change rate as an ordinate to obtain a change curve of the fluid resistivity change rate along with time;
according to the obtained change curve of the fluid resistivity change rate along with the time, the point with the maximum fluid resistivity change rate at each time point in the monitoring period is determined, and the depth h corresponding to the point with the maximum fluid resistivity change rate is obtainedeInformation, and by heFor yeCorrecting, which comprises the following specific steps: calculating according to the formula IV to obtain a height deviation value delta h:
Δh＝ye-he(formula IV);
and then integrally translating the form of the fracture dominant channel (5) obtained in the fifth step by delta h along the longitudinal direction to obtain accurate form and space position information of the fracture dominant channel (5).
2. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 1, wherein: after the fourth step is executed, surfer software can be used, the data can be supplemented by a Clark interpolation method, and the corrected instantaneous resistivity of the rock mass
Figure FDA0002998163970000041
Mapping with the corresponding distance and depth information data to obtain the distance, depth and corrected instantaneous rock body resistivity in the section plane at the corresponding position of the bedrock (3) at the corresponding moment
Figure FDA0002998163970000042
Is an inverted trapezoidal image of the variables.
3. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 1, wherein: the measuring area of the high-density electrical method instrument (10) is an inverted isosceles trapezoid which completely covers the area to be measured and has the smallest area.
4. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 1, wherein: the monitoring period is greater than one day, the interval is 1 hour, and increases with time.
5. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 1, wherein: the height of the water injection well (4) is higher than that of the observation well (6).
6. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 5, wherein: the distance between the adjacent water injection wells (4) and the observation well (6) is 1m, and the height difference between the water injection wells (4) and the observation well (6) is larger than 1 m.
7. The method for detecting the dominant channel of the bedrock fracture based on the high-density electrical method as claimed in claim 1, wherein: the distance between the measuring ends of the distributed conductivity meters (6) and the polar distance between the high-density electric electrodes (9) are not more than 0.5m and not less than 0.01 m.
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