Method, device and product for predicting water inflow of deep-buried tunnel based on directional drilling

Abstract

The application discloses a kind of based on directional drilling's deep-buried tunnel water inflow prediction method, device and product, the application relies on tunnel survey stage directional drilling specific water inflow section water pressure and the dynamic monitoring data of water inflow, to calculate the surrounding rock permeability coefficient of water inflow section, finally, it can use hydrogeological analogy method, and based on the dynamic monitoring data of surrounding rock permeability coefficient and the aforementioned water pressure and water inflow, to predict the water inflow of proposed tunnel in this water inflow section;Thus, compared with traditional technology, the method does not need to simplify aquifer characteristics and boundary conditions, can improve the accuracy of prediction, at the same time, the method does not need a large amount of exploration and a large amount of test data, so as to reduce cost while improving efficiency;Therefore, the method is very suitable for large-scale application and popularization in the field of tunnel survey water inflow prediction technology.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of tunnel survey and water inflow prediction, and particularly relates to a deep-buried tunnel water inflow prediction method, device and product based on directional drilling. BACKGROUND

[0002] For complex geological structure areas, water disasters during tunnel construction excavation often threaten the safety of construction personnel and property; therefore, accurate prediction of tunnel water inflow is of great significance to safety production.

[0003] At present, the prediction of tunnel water inflow often uses water balance method, groundwater dynamics method and groundwater numerical simulation method, wherein the aforementioned prediction methods need to simplify the aquifer properties and boundary conditions of the rock stratum when applied, which will bring a large error to the prediction of water inflow, thereby resulting in poor accuracy; at the same time, a large amount of exploration and a large amount of test data are needed when using the aforementioned methods, which not only leads to high cost, but also reduces the prediction efficiency; thus, based on the aforementioned deficiencies, how to provide a prediction method of tunnel water inflow with high efficiency, high accuracy and low cost has become a problem to be solved. SUMMARY

[0004] The purpose of the present application is to provide a deep-buried tunnel water inflow prediction method, device and product based on directional drilling, to solve the problems of poor accuracy, high cost and low efficiency existing in the prior art.

[0005] In order to achieve the above-mentioned purpose, the present application adopts the following technical solutions:

[0006] In a first aspect, a deep-buried tunnel water inflow prediction method based on directional drilling is provided, comprising:

[0007] Obtaining first water pressure data, second water pressure data and corresponding drilling hole orifice water inflow data of each water inflow section in the preset time length during the directional drilling of the tunnel, wherein the first water pressure data of any water inflow section is measured after plugging the any water inflow section and the hole of the directional drilling, and the second water pressure data and the corresponding drilling hole orifice water inflow data of the any water inflow section are measured after opening the hole of the directional drilling;

[0008] According to the first water pressure data, the second water pressure data and the corresponding drilling hole orifice water inflow data of each water inflow section in the preset time length, the surrounding rock permeability coefficient of each water inflow section is determined;

[0009] Based on the first water pressure data, the second water pressure data, the drilling hole orifice water inflow data and the surrounding rock permeability coefficient corresponding to each water inflow section, the predicted water inflow of each water inflow section during deep-buried tunnel excavation is calculated.

[0010] Based on the above disclosure, the present application first acquires the first water pressure data in each water gushing section during directional drilling and when the drilling hole is simultaneously blocked, and the second water pressure data and the corresponding drilling hole water gushing amount data in each water gushing section after the directional drilling hole is opened; then, based on the aforementioned collected data, the surrounding rock permeability coefficient of each water gushing section is calculated; finally, according to the aforementioned collected data and the surrounding rock permeability coefficient of each water gushing section, the predicted water gushing amount of each water gushing section during deep tunnel excavation can be calculated.

[0011] Through the above design, the prediction method for deep tunnel water gushing amount based on directional drilling provided by the present application directly collects the most real water gushing amount and water pressure data of the test section in the complex aquifer through in-situ testing technology, and then calculates the surrounding rock permeability coefficient of the water gushing section based on the collected data, and based on this, the water gushing amount of the water gushing section during deep tunnel excavation is predicted; in this way, compared with the traditional technology, the present application can improve the prediction accuracy without simplifying the aquifer characteristics and boundary conditions; at the same time, the present application only needs to collect the water pressure data after the water gushing section is blocked, and the water pressure data and the hole water gushing amount data after unblocking, without a large amount of test data and a large amount of exploration, so that the efficiency can be improved while the cost is reduced; therefore, the present application is very suitable for large-scale application and promotion in the field of tunnel survey water gushing amount prediction technology.

[0012] In one possible design, the surrounding rock permeability coefficient of each water gushing section is determined according to the first water pressure data, the second water pressure data and the corresponding drilling hole water gushing amount data of each water gushing section within a preset time length, including:

[0013] For any water gushing section, the first stable data section in the first water pressure data corresponding to the water gushing section, the second stable data section in the second water pressure data and the third stable data section in the drilling hole water gushing amount data are extracted, wherein the difference between each water pressure data in the first stable data section and the second stable data section is less than or equal to a first threshold value, and the difference between each water gushing amount data in the third stable data section is less than or equal to a second threshold value;

[0014] The mean values of the first stable data section, the second stable data section and the third stable data section are calculated to obtain the first water pressure mean value, the second water pressure mean value and the hole flow mean value, respectively;

[0015] According to the first water pressure mean value, the second water pressure mean value and the hole flow mean value, the surrounding rock permeability coefficient corresponding to the water gushing section is calculated.

[0016] In a possible design, the surrounding rock permeability coefficient corresponding to any water gushing section is calculated according to the first water pressure mean value, the second water pressure mean value, and the orifice flow mean value, and the calculation includes:

[0017] The first water head height in the any water gushing section is determined based on the first water pressure mean value, and the second water head height in the any water gushing section is determined according to the second water pressure mean value;

[0018] The surrounding rock permeability coefficient corresponding to the any water gushing section is calculated by using the first water head height, the second water head height, and the orifice flow mean value.

[0019] In a possible design, the surrounding rock permeability coefficient corresponding to the any water gushing section is calculated by using the first water head height, the second water head height, and the orifice flow mean value, and the calculation includes:

[0020] The drilling radius of the directional drilling hole and the length of the any water gushing section are obtained;

[0021] The difference between the first water head height and the second water head height is calculated to obtain the water level drawdown in the any water gushing section;

[0022] The surrounding rock permeability coefficient corresponding to the any water gushing section is calculated according to the drilling radius, the water level drawdown, the length of the any water gushing section, and the orifice flow mean value.

[0023] In a possible design, the surrounding rock permeability coefficient corresponding to the any water gushing section is calculated according to the drilling radius, the water level drawdown, the length of the any water gushing section, and the orifice flow mean value, and the calculation includes:

[0024] The surrounding rock permeability coefficient corresponding to the any water gushing section is calculated according to the following formula (1);

[0025]

[0026] In the above formula (1), K represents the surrounding rock permeability coefficient corresponding to the any water gushing section, Q represents the orifice flow mean value, s represents the water level drawdown, r0 represents the drilling radius, and L represents the length of the any water gushing section.

[0027] In a possible design, the predicted water gushing amount of each water gushing section during deep-buried tunnel excavation is calculated based on the first water pressure data, the second water pressure data, the drilling hole orifice water gushing amount data, and the surrounding rock permeability coefficient corresponding to each water gushing section, and the calculation includes:

[0028] The drilling radius of the directional drilling hole and the equivalent radius of the deep-buried tunnel are obtained;

[0029] For any water gushing section, a first water head height in the any water gushing section is calculated based on first water pressure data of the any water gushing section, and a drawdown in the any water gushing section is calculated according to the first water pressure data and second water pressure data of the any water gushing section;

[0030] According to the borehole orifice water gushing amount data corresponding to the any water gushing section, an orifice flow average value is determined;

[0031] The predicted water gushing amount of the any water gushing section is calculated by using the borehole radius, the equivalent radius, the first water head height, the drawdown, the orifice flow average value and the surrounding rock permeability coefficient of the any water gushing section.

[0032] In one possible design, the predicted water gushing amount of the any water gushing section is calculated by using the borehole radius, the equivalent radius, the first water head height, the drawdown, the orifice flow average value and the surrounding rock permeability coefficient of the any water gushing section, including:

[0033] The predicted water gushing amount of the any water gushing section is calculated according to the following formula (2);

[0034]

[0035] In the above formula (2), Q' represents the predicted water gushing amount of the any water gushing section, Q represents the orifice flow average value, s represents the drawdown, r0 represents the borehole radius, r1 represents the equivalent radius, K represents the surrounding rock permeability coefficient corresponding to the any water gushing section, and H0 represents the first water head height in the any water gushing section.

[0036] In a second aspect, a device for predicting water gushing amount of a deep-buried tunnel based on directional drilling is provided, including:

[0037] A data acquisition unit is configured to acquire first water pressure data, second water pressure data and corresponding borehole orifice water gushing amount data of each water gushing section in a preset time length during directional drilling of a tunnel, wherein the first water pressure data of any water gushing section is measured after plugging the any water gushing section and an orifice of the directional drilling, and the second water pressure data and the corresponding borehole orifice water gushing amount data of the any water gushing section are measured after opening the orifice of the directional drilling;

[0038] A permeability coefficient calculation unit is configured to determine surrounding rock permeability coefficients of each water gushing section according to the first water pressure data, the second water pressure data and the corresponding borehole orifice water gushing amount data of each water gushing section in the preset time length;

[0039] The water inflow prediction unit is configured to calculate the predicted water inflow of each water inflow section during the excavation of the deep-buried tunnel based on the first water pressure data, the second water pressure data, the borehole orifice water inflow data and the surrounding rock permeability coefficient of each water inflow section.

[0040] In a third aspect, another device for predicting water inflow of a deep-buried tunnel based on directional drilling is provided, which is taken as an electronic device, and includes a memory, a processor and a transceiver connected in sequence and in communication, wherein the memory is configured to store a computer program, the transceiver is configured to transceive messages, and the processor is configured to read the computer program and execute the method for predicting water inflow of a deep-buried tunnel based on directional drilling as in the first aspect or any possible design of the first aspect.

[0041] In a fourth aspect, a storage medium is provided, and the storage medium has instructions stored thereon, and the instructions, when executed on a computer, perform the method for predicting water inflow of a deep-buried tunnel based on directional drilling as in the first aspect or any possible design of the first aspect.

[0042] In a fifth aspect, a computer program product including instructions is provided, and the instructions, when executed on a computer, cause the computer to perform the method for predicting water inflow of a deep-buried tunnel based on directional drilling as in the first aspect or any possible design of the first aspect.

[0043] Advantages:

[0044] (1) The method for predicting water inflow of a deep-buried tunnel based on directional drilling provided by the present application directly collects the most real water inflow and water pressure data of the test section in the complex aquifer through in-situ testing technology, and then calculates the surrounding rock permeability coefficient of the water inflow section based on the collected data, and predicts the water inflow of the water inflow section during the excavation of the deep-buried tunnel based on the same. Thus, compared with the traditional technology, the present application does not need to simplify the aquifer characteristics and boundary conditions, and can improve the prediction accuracy. At the same time, the present application only needs to collect the water pressure data after the water inflow section is sealed, and the water pressure data and the orifice water inflow data after unsealing, without a large amount of test data and a large amount of exploration, so that the efficiency can be improved while the cost is reduced. Therefore, the present application is very suitable for large-scale application and promotion in the field of tunnel survey water inflow prediction technology.

[0045] (2) for deep buried tunnel, the deep fracture is not developed, the rock mass permeability is very small, and can be regarded as a relative water-resisting layer, the gushing section of the drill hole is mostly the fracture developed section, the gushing water source is the fracture water in the rock mass fracture, therefore, the first water pressure obtained by the gushing section test is the hydrostatic pressure caused by the fracture water in the connected fracture, and the first water head height converted is the hydrostatic head height of the underground water in the fracture; similarly, the second water head height converted by the second water pressure measured after the drill hole opening can obtain the maximum water level drawdown; thus, the actual water level drawdown of the deep fracture rock mass can be measured, and the tunnel gushing water amount can be more accurately predicted. BRIEF DESCRIPTION OF DRAWINGS

[0046] Figure 1 The schematic diagram of the steps of the prediction method of the deep buried tunnel gushing water amount based on the directional drill hole provided by the embodiment of the present application is shown in the figure.

[0047] Figure 2 The curve graph of the pressure of the gushing section of the directional drill hole and the drill hole orifice flow rate changing with time provided by the embodiment of the present application is shown in the figure.

[0048] Figure 3 The structure schematic diagram of the prediction device of the deep buried tunnel gushing water amount based on the directional drill hole provided by the embodiment of the present application is shown in the figure.

[0049] Figure 4 The structure schematic diagram of the electronic device provided by the embodiment of the present application is shown in the figure. DETAILED DESCRIPTION

[0050] In order to more clearly illustrate the technical solutions of the embodiments of the present application or the prior art, the present application will be briefly introduced below in combination with the drawings and the descriptions of the embodiments or the prior art. Obviously, the following description of the drawings is only some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor. It should be noted that the description of these embodiment modes is used to help understand the present application, but does not constitute a limitation on the present application.

[0051] It should be understood that although the terms first, second, etc. can be used herein to describe various elements, these elements should not be limited by these terms. These terms are only used to distinguish one element from another element. For example, a first element can be called a second element, and similarly, a second element can be called a first element, without departing from the scope of the example embodiments of the present application.

[0052] It should be understood that, for the term "and / or" that can appear in the present text, it is only a description of the association relationship of the associated objects, which means that there can be three relationships, for example, A and / or B, which can represent: three cases of A alone, B alone, and A and B together; for the term " / and" that can appear in the present text, it is another description of the association relationship of another associated object, which means that there can be two relationships, for example, A / and B, which can represent: two cases of A alone and A and B together; in addition, for the character " / " that can appear in the present text, it generally represents an "or" relationship between the associated objects before and after.

[0053] Embodiments:

[0054] Referring to Figure 1 As shown in the figure, the method for predicting the water inflow of a deep-buried tunnel based on directional drilling provided by the embodiment relies on the dynamic monitoring data of the water pressure and water inflow of a specific water inflow section of the directional drilling in the tunnel survey stage to calculate the permeability coefficient of the surrounding rock of the water inflow section. Finally, the hydrogeological analogy method can be used to predict the water inflow of the proposed tunnel at the water inflow section based on the permeability coefficient of the surrounding rock and the aforementioned dynamic monitoring data of the water pressure and water inflow. In this way, compared with the traditional technology, the method does not need to simplify the characteristics of the aquifer and the boundary conditions, and can improve the accuracy of the prediction. At the same time, the method does not require a large amount of exploration and a large amount of test data, so it can reduce costs while improving efficiency. Therefore, the method is very suitable for large-scale application and promotion in the field of tunnel survey water inflow prediction technology. For example, the method can be but is not limited to running at the water inflow prediction end. Optionally, the water inflow prediction end can be but is not limited to a personal computer (PC), a tablet computer, or a smart phone. It can be understood that the aforementioned execution subject does not constitute a limitation on the embodiments of the present application, and accordingly, the running steps of the method can be but are not limited to the steps S1-S3 shown below.

[0055] S1. Obtain the first water pressure data, the second water pressure data, and the corresponding drilling hole orifice water inflow data of each water inflow section in the directional drilling process of the tunnel within a preset time length, wherein the first water pressure data of any water inflow section is measured after plugging the any water inflow section and the hole of the directional drilling, and the second water pressure data and the corresponding drilling hole orifice water inflow data of the any water inflow section are measured after opening the hole of the directional drilling.

[0056] In the specific implementation, each water gushing section in the tunnel directional drilling process is a water gushing self-flowing section in the directional drilling process. In the embodiment, in-situ testing is used to collect data, that is, for any water gushing section, a double plug can be used for plugging. Optionally, the double plug includes an upper plug and a lower plug, which are connected by a drill rod, and a storage pressure sensor is arranged on the drill rod. In this way, the double plug can be lowered to the any water gushing section in advance, then the upper plug and the lower plug of the double plug are used to plug the two ends of the any water gushing section, and the orifice of the directional drilling is also plugged at the same time (that is, the flow rate of the orifice is controlled to be 0 by the flow controller), and finally the storage pressure sensor on the double plug is used to measure the water pressure data of the any water gushing section within a preset time period, so as to obtain first water pressure data. Of course, the measurement time can be set according to actual use, such as 5 minutes, 10 minutes, etc., which is not limited to the foregoing examples.

[0057] Similarly, after the measurement of the water pressure data in the any water gushing section is completed in the plugging stage, the orifice of the directional drilling can be opened, then the flow rate of the orifice is adjusted by the flow controller, and in this process, the storage pressure sensor on the double plug is used to record the water pressure data in the any water gushing section to obtain second water pressure data, and at the same time, the flow sensor of the orifice is used to record the flow data of the orifice, so as to obtain the water gushing amount data of the drilling orifice. In this way, when the second water pressure data of each water gushing section is measured, the water gushing amount data of the drilling orifice is also measured, so each water gushing section corresponds to one water gushing amount data of the drilling orifice. Optionally, the following gives a curve of the water pressure in a water gushing section changing with time after the orifice of the directional drilling is opened, and a corresponding curve of the water gushing amount (that is, the flow rate) of the drilling orifice changing with time, which can be seen from FIG. 2. Of course, the foregoing is only illustrative and is not limited. Figure 2 Figure 2 The foregoing is only illustrative and is not limited.

[0058] Therefore, after the dynamic monitoring data of the water pressure and the water gushing amount of the water gushing section are measured based on the foregoing in-situ testing method, the data can be stored in the water gushing amount prediction end, so that the water gushing amount prediction end calculates the rock permeability coefficient of each water gushing section based on the foregoing data. The calculation process is shown in the following step S2.

[0059] S2. The rock permeability coefficient of each water gushing section is determined according to the first water pressure data, the second water pressure data and the corresponding water gushing amount data of the drilling orifice of each water gushing section within a preset time period. In the specific implementation, the mean value of the stable section data in the foregoing water pressure and water gushing amount data is calculated first, and then the rock permeability coefficient of each water gushing section is calculated based on the calculated mean value of the water pressure and the mean value of the flow rate. Taking any water gushing section as an example, the process can be but is not limited to the following steps S21-S23.​

[0060] S21. For any gushing section, extract the first stable data segment in the first water pressure data, the second stable data segment in the second water pressure data, and the third stable data segment in the borehole orifice water inflow data corresponding to the any gushing section, wherein the difference between each water pressure data in the first stable data segment and the second stable data segment is less than or equal to a first threshold value, and the difference between each water inflow data in the third stable data segment is less than or equal to a second threshold value; in this embodiment, it is equivalent to extracting the data segment in the first water pressure data with a fluctuation less than the first threshold value within a preset time length, for example, assuming that the preset time length is 5 minutes, and the difference (absolute value can be taken) between each first water pressure corresponding to the any gushing section within the time period from the third minute to the fourth minute is less than or equal to the first threshold value, at this time, the water pressure data between the third minute and the fourth minute can be taken as the first stable data segment. Similarly, the extraction process of the second stable data segment and the third stable data segment is the same as the foregoing example, which will not be described one by one here.

[0061] After completing the extraction of the stable segment data in the two water pressure data and the extraction of the stable segment data in the corresponding borehole orifice water inflow data of the any gushing section, the mean values of the data in each stable data segment can be calculated, so as to subsequently calculate the surrounding rock permeability coefficient of the any gushing section based on this; wherein the calculation process is shown in the following steps S22 and S23.

[0062] S22. Calculate the mean values of the first stable data segment, the second stable data segment, and the third stable data segment to obtain the first water pressure mean value, the second water pressure mean value, and the orifice flow mean value, respectively.

[0063] After obtaining the first water pressure mean value, the second water pressure mean value, and the orifice flow mean value based on the foregoing step S22, the surrounding rock permeability coefficient of the any gushing section can be calculated through the foregoing data, and the calculation process is shown in the following step S23.

[0064] S23. According to the first water pressure mean value, the second water pressure mean value, and the orifice flow mean value, the surrounding rock permeability coefficient corresponding to the any gushing section is calculated; in this embodiment, the water head height is first calculated according to the two water pressure mean values, and then the corresponding surrounding rock permeability coefficient is calculated based on the water head height and the orifice flow mean value.

[0065] Specifically, first, the first water head height in the any water gushing section is determined based on the first water pressure mean value, and the second water head height in the any water gushing section is determined based on the second water pressure mean value; then, the surrounding rock permeability coefficient corresponding to the any water gushing section is calculated by using the first water head height, the second water head height and the orifice flow mean value; optionally, taking the first water head height as an example, the calculation formula is H0 = 0.01P0, wherein H0 is the first water head height, and P0 is the first water pressure mean value; of course, the conversion formula of the second water head height is the same, which will not be described here.

[0066] Further, one of the methods for calculating the surrounding rock permeability coefficient of the any water gushing section based on the water head height and the orifice flow mean value is as shown in the following first step to third step.

[0067] The first step is to obtain the drilling radius of the directional drilling and the length of the any water gushing section.

[0068] The second step is to calculate the difference between the first water head height and the second water head height to obtain the water level drawdown in the any water gushing section; in the embodiment, the water gushing section exposed by the drilling is mostly a fissure development section, and the water inrush source is fissure water in the rock mass fissure, so the first water pressure data obtained by the water gushing section test is the static water pressure caused by the fissure water in the connected fissure, and the converted first water head height is the static water head height of the groundwater in the fissure; similarly, the second water head height converted by combining the second water pressure measured after the drilling orifice is opened can obtain the maximum water level drawdown (i.e. the difference between the two); thus, the calculation of the surrounding rock permeability coefficient according to the actual water level drawdown of the deep fissure rock mass in the embodiment can more accurately predict the tunnel water gushing amount.

[0069] The specific calculation process of the surrounding rock permeability coefficient is shown in the following third step.

[0070] The third step is to calculate the surrounding rock permeability coefficient corresponding to the any water gushing section according to the drilling radius, the water level drawdown, the length of the any water gushing section and the orifice flow mean value; in specific application, for example, the surrounding rock permeability coefficient corresponding to the any water gushing section can be calculated by using the following formula (1).

[0071]

[0072] In the above formula (1), K represents the surrounding rock permeability coefficient corresponding to the any water gushing section, Q represents the orifice flow mean value, s represents the water level drawdown, r0 represents the drilling radius, and L represents the length of the any water gushing section.

[0073] Thus, by the foregoing steps S21-S23 and sub-steps, the permeability coefficient of the surrounding rock of each water gushing section can be calculated; then, based on the permeability coefficient of the surrounding rock, the water inflow of each water gushing section during tunnel excavation can be predicted by using the hydrogeological analogy method; wherein, the prediction process of the water inflow can be but not limited to the following step S3.

[0074] S3. Based on the first water pressure data, the second water pressure data, the borehole orifice water inflow data and the permeability coefficient of the surrounding rock corresponding to each water gushing section, the predicted water inflow of each water gushing section during deep-buried tunnel excavation is calculated; in this embodiment, the prediction process of the water inflow of any water gushing section is described, which can be but not limited to the following steps S31-S34.

[0075] S31. The borehole radius of the directional drilling and the equivalent radius of the deep-buried tunnel are obtained; in this embodiment, the borehole radius and the equivalent radius of the deep-buried tunnel can be pre-stored in the water inflow prediction terminal and read when used.

[0076] After obtaining the borehole radius and the equivalent radius of the deep-buried tunnel, the first water head height can be obtained based on the first water pressure data of any water gushing section, the water level drawdown in the water gushing section can be calculated according to the first water pressure data and the second water pressure data of the water gushing section, and the average orifice flow rate can be calculated based on the orifice water inflow data; then, the prediction of the water inflow can be carried out based on the foregoing; wherein, the foregoing calculation process can be but not limited to the following steps S32 and S33.

[0077] S32. For any water gushing section, the first water head height in the water gushing section is calculated based on the first water pressure data of the water gushing section, and the water level drawdown in the water gushing section is calculated according to the first water pressure data and the second water pressure data of the water gushing section.

[0078] S33. The average orifice flow rate is determined according to the borehole orifice water inflow data corresponding to the water gushing section; in specific implementation, the calculation processes of the first water head height and the water level drawdown are respectively referred to the foregoing step S23, and the calculation process of the average orifice flow rate can be referred to the foregoing steps S21 and S22, and the processes are not described one by one.

[0079] After obtaining the foregoing data, the predicted water inflow of any water gushing section can be calculated in combination with the permeability coefficient of the surrounding rock of the water gushing section; wherein, the prediction process is shown in the following step S34.

[0080] S34. Calculate the predicted water inflow of any water gushing section by using the borehole radius, the equivalent radius, the first water head height, the water level drawdown, the average orifice flow rate and the permeability coefficient of the surrounding rock of any water gushing section; in specific implementation, for example, but not limited to, the following formula (2) can be used to calculate the predicted water inflow of any water gushing section.

[0081]

[0082] In the above formula (2), Q' represents the predicted water inflow of any water gushing section, Q represents the average orifice flow rate, s represents the water level drawdown, r0 represents the borehole radius, r1 represents the equivalent radius, K represents the permeability coefficient of the surrounding rock corresponding to any water gushing section, and H0 represents the first water head height in any water gushing section.

[0083] In this way, by the foregoing steps S31-S34, the predicted water inflow of each water gushing section during deep tunnel excavation can be calculated. Meanwhile, the present embodiment also provides a pre-warning step, that is, when the predicted water inflow of any water gushing section is greater than a water inflow threshold, an alarm is given to alert the construction personnel, so as to prevent construction accidents from occurring. Further, a treatment scheme library can also be provided, that is, according to the predicted water inflow, a scheme matching is performed in the treatment scheme library, so as to obtain the construction treatment scheme corresponding to different predicted water inflow and perform visual display. Based on this, the construction personnel can be assisted to take measures to prevent geological disasters caused by water gushing during tunnel excavation.

[0084] In addition, in the present embodiment, for example, weather data of the location where the deep tunnel is located can also be collected, which can include, but is not limited to, temperature, rainfall and snowfall amount and adjacent valley water amount change data (the nearest valley), and then the weather data and the predicted water inflow of each water gushing section are visually displayed, so that the construction personnel can correct the predicted water inflow of each water gushing section based on the weather data to obtain the corrected predicted water inflow. In this way, the accuracy of water inflow prediction can be further improved. Of course, subsequent pre-warning and treatment scheme matching can be based on the corrected predicted water inflow. The foregoing prediction and scheme matching process has been described above and will not be repeated here.

[0085] Thus, by means of the prediction method for water inflow of deep-buried tunnel based on directional drilling described in the foregoing steps S1-S3, the present application relies on the dynamic monitoring data of water pressure and water inflow of the specific water inflow section of the directional drilling in the tunnel survey stage to calculate the permeability coefficient of the surrounding rock of the water inflow section, and finally, the hydrogeological analogy method can be used to predict the water inflow of the tunnel to be built at the water inflow section based on the permeability coefficient of the surrounding rock and the dynamic monitoring data of the foregoing water pressure and water inflow. In this way, compared with the traditional technology, the present application can improve the prediction accuracy without simplifying the aquifer characteristics and boundary conditions, and at the same time, the present application does not need a large amount of exploration and a large amount of test data, so that the efficiency can be improved while the cost is reduced. Therefore, the present application is very suitable for large-scale application and promotion in the field of tunnel survey water inflow prediction technology.

[0086] As Figure 3 shown, the second aspect of the present embodiment provides a hardware device for implementing the prediction method for water inflow of deep-buried tunnel based on directional drilling described in the first aspect of the embodiment, comprising:

[0087] a data acquisition unit configured to acquire first water pressure data, second water pressure data and corresponding drilling orifice water inflow data of each water inflow section in a preset time length during the directional drilling of the tunnel, wherein the first water pressure data of any water inflow section is measured after plugging the any water inflow section and the orifice of the directional drilling, and the second water pressure data and the corresponding drilling orifice water inflow data of the any water inflow section are measured after opening the orifice of the directional drilling.

[0088] a permeability coefficient calculation unit configured to determine the permeability coefficient of the surrounding rock of each water inflow section according to the first water pressure data, the second water pressure data and the corresponding drilling orifice water inflow data of each water inflow section in the preset time length.

[0089] a water inflow prediction unit configured to calculate the predicted water inflow of each water inflow section during the excavation of the deep-buried tunnel based on the corresponding first water pressure data, the second water pressure data, the drilling orifice water inflow data and the permeability coefficient of the surrounding rock of each water inflow section.

[0090] The working process, working details and technical effects of the device provided by the present embodiment can be referred to the first aspect of the embodiment, which will not be described here.

[0091] As Figure 4As shown, the third aspect of the embodiment provides another device for predicting the water inflow of a deep-buried tunnel based on directional drilling. Taking an electronic device as an example, the device comprises a memory, a processor and a transceiver connected in sequence, wherein the memory is configured to store a computer program, the transceiver is configured to receive and send messages, and the processor is configured to read the computer program and execute the method for predicting the water inflow of a deep-buried tunnel based on directional drilling as described in the first aspect of the embodiment.

[0092] For example, the memory can include, but is not limited to, a random access memory (RAM), a read only memory (ROM), a flash memory, a first input first output (FI FO) memory and / or a first in last out (FI LO) memory, etc.; specifically, the processor can include one or more processing cores, such as a 4-core processor, an 8-core processor, etc. The processor can be implemented in at least one of a hardware form of a DSP (Digital Signal Processing), a FPGA (Field-Programmable Gate Array) and a PLA (Programmable Logic Array), and the processor can also include a main processor and a coprocessor. The main processor is a processor for processing data in a wake-up state, also known as a CPU (Central Processing Unit). The coprocessor is a low-power processor for processing data in a standby state.

[0093] In some embodiments, the processor can be integrated with a GPU (Graphics Processing Unit) which is responsible for rendering and drawing the content required to be displayed on the display screen, for example, the processor can not be limited to a microprocessor of STM32F105 series, a RISC (reduced instruction set computer) microprocessor, an X86 architecture processor, or an NPU (neural-network processing units) integrated embedded neural network processor; the transceiver can be but not limited to a WIFI (Wireless Fidelity) wireless transceiver, a Bluetooth wireless transceiver, a GPRS (General Packet Radio Service) wireless transceiver, a ZigBee wireless transceiver, a 3G transceiver, a 4G transceiver, and / or a 5G transceiver, etc. In addition, the device can also include but not limited to a power module, a display screen, and other necessary components.

[0094] The working process, working details and technical effects of the electronic device provided in the embodiment can be referred to the first aspect of the embodiment, and will not be repeated here.

[0095] The fourth aspect of the embodiment provides a storage medium storing instructions of the method for predicting the water inflow of a deep-buried tunnel based on directional drilling according to the first aspect of the embodiment, that is, the storage medium stores instructions, and when the instructions run on a computer, the method for predicting the water inflow of a deep-buried tunnel based on directional drilling according to the first aspect of the embodiment is executed.

[0096] The storage medium refers to a carrier for storing data, which can include but is not limited to a floppy disk, an optical disk, a hard disk, a flash memory, a USB (Universal Serial Bus) flash disk, and / or a memory stick, etc., and the computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices.

[0097] The working process, working details and technical effects of the storage medium provided in the embodiment can be referred to the first aspect of the embodiment, and will not be repeated here.

[0098] The fifth aspect of the embodiment provides a computer program product containing instructions, which, when running on a computer, causes the computer to execute the method for predicting the water inflow of a deep-buried tunnel based on directional drilling according to the first aspect of the embodiment, wherein the computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices.

[0099] It should be pointed out finally that the above only describes the preferred embodiments of the present application and is not intended to limit the protection scope of the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for predicting the water inflow of a deep buried tunnel based on directional drilling, characterized in that, The method comprises the following steps: obtaining first water pressure data, second water pressure data and corresponding drilling orifice water inflow data of each water gushing section in the tunnel directional drilling process within a preset time length, wherein the first water pressure data of any water gushing section is measured after plugging the any water gushing section and the orifice of the directional drilling, and the second water pressure data and the corresponding drilling orifice water inflow data of the any water gushing section are measured after opening the orifice of the directional drilling; determining the surrounding rock permeability coefficient of each water gushing section according to the first water pressure data, the second water pressure data and the corresponding drilling orifice water inflow data of each water gushing section within the preset time length, comprising: for any water gushing section, extracting a first stable data section in the first water pressure data corresponding to the any water gushing section, a second stable data section in the second water pressure data and a third stable data section in the drilling orifice water inflow data, wherein the difference between each water pressure data in the first stable data section and the second stable data section is less than or equal to a first threshold value, and the difference between each water inflow data in the third stable data section is less than or equal to a second threshold value; calculating the mean values of the first stable data section, the second stable data section and the third stable data section to obtain a first water pressure mean value, a second water pressure mean value and an orifice flow mean value respectively; determining a first water head height in the any water gushing section based on the first water pressure mean value, and determining a second water head height in the any water gushing section according to the second water pressure mean value; obtaining the drilling radius of the directional drilling and the length of the any water gushing section; calculating the difference between the first water head height and the second water head height to obtain the water level drawdown in the any water gushing section; calculating the surrounding rock permeability coefficient corresponding to the any water gushing section according to the drilling radius, the water level drawdown, the length of the any water gushing section and the orifice flow mean value, and according to the following formula (1); （1） In the above formula (1), represents the permeability coefficient of the surrounding rock corresponding to any gushing section, represents the average orifice flow rate, represents the water level drawdown, represents the borehole radius, represents the length of any gushing section; calculating the predicted water inflow of each water gushing section when the deep-buried tunnel is excavated based on the first water pressure data, the second water pressure data, the drilling orifice water inflow data and the surrounding rock permeability coefficient corresponding to each water gushing section, comprising: obtaining the drilling radius of the directional drilling and the equivalent radius of the deep-buried tunnel; for any water gushing section, calculating the first water head height in the any water gushing section based on the first water pressure data of the any water gushing section, and calculating the water level drawdown in the any water gushing section according to the first water pressure data and the second water pressure data of the any water gushing section; determining the orifice flow mean value according to the drilling orifice water inflow data corresponding to the any water gushing section; calculating the predicted water inflow of the any water gushing section by using the drilling radius, the equivalent radius, the first water head height, the water level drawdown, the orifice flow mean value and the surrounding rock permeability coefficient of the any water gushing section; wherein the predicted water inflow of the any water gushing section is calculated according to the following formula (2); （2） In the above equation (2), represents the predicted water inrush of any water inrush section, represents the average orifice flow rate, represents the water level drawdown, represents the borehole radius, represents the equivalent radius, wherein, represents the corresponding surrounding rock permeability coefficient of any water inrush section, and represents the first water head height in any water inrush section.

2. A device for predicting the water inflow of a deep buried tunnel based on directional drilling, characterized in that, the device for executing the prediction method of water inflow of deep-buried tunnel based on directional drilling according to claim 1, wherein the device comprises: The data acquisition unit is configured to acquire first water pressure data, second water pressure data and corresponding drilling orifice water inflow data of each water gushing section in a preset time length during the directional drilling of the tunnel, wherein the first water pressure data of any water gushing section is measured after plugging the directional drilling orifice and the water gushing section, and the second water pressure data and the corresponding drilling orifice water inflow data of the water gushing section are measured after opening the directional drilling orifice; The permeability coefficient calculation unit is configured to determine the surrounding rock permeability coefficient of each water gushing section according to the first water pressure data, the second water pressure data and the corresponding drilling orifice water inflow data of each water gushing section in the preset time length; The water inflow prediction unit is configured to calculate the predicted water inflow of each water gushing section during the excavation of the deep-buried tunnel based on the corresponding first water pressure data, the second water pressure data, the drilling orifice water inflow data and the surrounding rock permeability coefficient of each water gushing section.

3. A device for predicting the inflow of a deep-buried tunnel based on directional drilling, characterized by, The computer program product comprises: The memory, the processor and the transceiver are sequentially connected in communication, wherein the memory is configured to store a computer program, the transceiver is configured to receive and send messages, and the processor is configured to read the computer program and execute the prediction method of the water inflow of the deep-buried tunnel based on the directional drilling according to claim 1.

4. A computer program product comprising instructions, characterized in that, The instructions make the computer execute the prediction method of the water inflow of the deep-buried tunnel based on the directional drilling according to claim 1 when the instructions run on the computer.

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