A method, system and storage medium for determining underground reservoir capacity

Abstract

The present application discloses a method, system, and storage medium for determining the storage capacity of an underground reservoir, which are used to calculate the storage capacity of an underground reservoir when the water storage medium reaches a stable state after undergoing volumetric strain. The method comprises: obtaining a first expression and a second expression for characterizing the stress and strain of the target underground reservoir water storage medium; obtaining parameter values corresponding to the broken rock mass in the goaf; calculating the volumetric strain of the target underground reservoir water storage medium based on the first expression, the second expression, and the parameter values corresponding to the broken rock mass in the goaf; and determining the storage capacity of the target underground reservoir after the water storage medium is deformed based on the volumetric strain of the target underground reservoir water storage medium. The solution provided by the present application provides a method for determining the volumetric strain of the underground reservoir water storage medium, thereby being able to calculate the storage capacity of the underground reservoir when the water storage medium reaches a stable state after undergoing volumetric strain.

Description

Technical Field

[0001] The present application relates to the technical field of underground reservoir water storage, and in particular to a method, system and storage medium for determining underground reservoir storage capacity. Background Art

[0002] Coal mine underground reservoirs are composed of goafs, coal pillars, and artificial dams. They store water in the gaps between the collapsed rock mass and the broken rock mass within the goaf. As a crucial source of water in coal mines, underground reservoirs must meet three key requirements: a water source, storage capacity, and accessibility to ensure efficient recycling of mine water.

[0003] In the existing technology, the storage capacity of the underground reservoir is usually obtained by conducting water pumping and discharge tests in the early stage of its formation. However, as the stress of the underground reservoir acts, the water storage medium will cause volume strain, which will lead to changes in the storage capacity. As time goes by, after the water storage medium reaches a stable state, it will no longer produce volume strain, and the storage capacity of the underground reservoir will no longer change. However, at this time, the underground reservoir has been put into use, and the storage capacity of the underground reservoir can no longer be calculated through water pumping and discharge tests. In other words, the existing scheme can only accurately calculate the storage capacity of the underground reservoir in the early stage of its formation, but cannot calculate the storage capacity of the underground reservoir when the water storage medium reaches a stable state after the volume strain occurs.

[0004] Therefore, there is an urgent need to provide a method for determining the storage capacity of a groundwater reservoir, which is used to calculate the storage capacity of the groundwater reservoir when the water storage medium reaches a stable state after volume strain occurs. Summary of the Invention

[0005] The present application provides a method, system and storage medium for determining the storage capacity of an underground reservoir, which are used to calculate the storage capacity of an underground reservoir when the water storage medium reaches a stable state after undergoing volumetric strain.

[0006] This application provides a method for determining the storage capacity of a groundwater reservoir, comprising:

[0007] Obtaining a first expression and a second expression for characterizing stress and strain of a water storage medium of a target underground reservoir, wherein the water storage medium includes broken rock mass in a goaf and rock voids, the first expression being a linear elastic expression for characterizing stress and strain of the broken rock mass in the goaf, and the second expression being a nonlinear elastic expression for characterizing rock voids;

[0008] Obtaining parameter values corresponding to the broken rock mass in the goaf;

[0009] Calculating the volume strain of the target underground reservoir water storage medium according to the first expression, the second expression and the parameter value corresponding to the broken rock mass in the goaf;

[0010] The storage capacity of the target underground reservoir after the water storage medium is deformed is determined according to the volume strain of the water storage medium of the target underground reservoir.

[0011] The beneficial effects of the present application are as follows: the present application obtains a first expression and a second expression for characterizing the stress and strain of a target underground reservoir water storage medium, wherein the water storage medium includes a broken rock mass and rock voids in a goaf area, the first expression is a linear elastic expression for characterizing the stress and strain of the broken rock mass in the goaf area, and the second expression is a non-linear elastic expression for characterizing the rock voids; obtains parameter values corresponding to the broken rock mass in the goaf area; and calculates the volume strain of the target underground reservoir water storage medium based on the first expression, the second expression, and the parameter values corresponding to the broken rock mass in the goaf area. Therefore, the present application provides a method for determining the volume strain of an underground reservoir water storage medium, which can calculate the volume strain of the target underground reservoir water storage medium after being subjected to stress, thereby being able to calculate the storage capacity of the underground reservoir when the water storage medium reaches a stable state after volume strain occurs.

[0012] In one embodiment, the first expression obtained is:

[0013] σ=K0ε e ;

[0014] Where σ is the hydrostatic pressure; ε e is the volume strain of the broken rock mass in the underground reservoir; K0 is the bulk modulus of the broken rock mass.

[0015] In one embodiment, the second expression is obtained as follows:

[0016] The stress-strain constitutive relationship expression used to characterize the voids in the rock mass is obtained as follows:

[0017]

[0018] Where K1 is the void bulk modulus, α is the nonlinear elasticity coefficient of the water storage medium; is the Caputo fractional differential operator; σ is the hydrostatic pressure; ε ne is the volume strain between the voids in the broken rock mass;

[0019] The stress-strain constitutive relationship expression for characterizing rock mass voids is Laplace transformed to obtain the second expression as follows:

[0020]

[0021] Where K1 is the void bulk modulus, α is the nonlinear elastic coefficient of the water storage medium; σ is the hydrostatic pressure; ε ne is the volume strain between voids in the broken rock mass.

[0022] In one embodiment, obtaining parameter values corresponding to the broken rock mass in the goaf includes:

[0023] Conduct stress and strain tests on the crushed rock samples in the goaf using a pressure testing machine to obtain stress and strain data of the crushed rock samples;

[0024] The stress data and strain data of the broken rock mass sample are determined to be parameter values corresponding to the broken rock mass in the goaf.

[0025] The beneficial effect of this embodiment is that stress-strain tests can be performed on crushed rock samples in the goaf, thereby obtaining multiple sets of stress data and strain data, thereby providing data samples for the subsequent fitting process.

[0026] In one embodiment, the volume strain of the target underground reservoir water storage medium is calculated according to the first expression, the second expression, and the parameter value corresponding to the broken rock mass in the goaf, including:

[0027] Determine a fourth expression for characterizing the volume strain of the water storage medium of the underground water reservoir according to the first expression and the second expression;

[0028] Substituting the parameter values corresponding to the broken rock mass in the goaf into the fourth expression for fitting, so as to obtain the optimal fitting result of the unknown quantity in the fourth expression;

[0029] The optimal fitting result and the stress parameter value are substituted into the fourth expression to calculate the volume strain of the target groundwater reservoir water storage medium.

[0030] In one embodiment, determining a fourth expression for characterizing the strain relationship of the target underground water reservoir water storage medium based on the first expression and the second expression includes:

[0031] The third expression used to characterize the strain relationship of the underground water reservoir storage medium is obtained as follows:

[0032] ε v =ε e +ε ne ;

[0033] Among them, ε e is the volume strain of the broken rock mass in the underground reservoir; ε ne is the volume strain between the voids in the broken rock mass;

[0034] Substituting the first expression and the second expression into the third expression, a fourth expression for characterizing the volume strain of the underground water reservoir storage medium is determined as follows:

[0035]

[0036] Among them, the εv is the volume strain of the underground reservoir water storage medium; σ is the stress on the water storage medium; K0 is the bulk modulus of the broken rock mass; K1 is the bulk modulus of the voids; α is the nonlinear elastic influence coefficient of the water storage medium.

[0037] In one embodiment, substituting the parameter values corresponding to the broken rock mass in the goaf into the fourth expression for fitting to obtain the optimal fitting result of the unknown quantity in the fourth expression includes:

[0038] When the parameter values corresponding to the broken rock mass are multiple sets of stress data and strain data, substituting the multiple sets of stress data and strain data into the fourth expression to determine multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf;

[0039] determining an optimal solution from the plurality of solutions of the bulk modulus of the crushed rock mass and the bulk modulus of the voids in the goaf;

[0040] The determined optimal solution is used as the optimal fitting result of the unknown quantity in the fourth expression.

[0041] In one embodiment, the determining the storage capacity of the target underground reservoir after the water storage medium is deformed based on the volume strain of the water storage medium of the target underground reservoir includes:

[0042] The storage capacity of the target groundwater reservoir after the water storage medium is deformed is calculated according to the following formula:

[0043] V′=V-Vε v

[0044] Wherein, V′ is the storage capacity of the target underground reservoir after the water storage medium is deformed; V is the initial storage capacity of the target underground reservoir; ε v is the volume strain of the target groundwater reservoir storage medium.

[0045] This application also provides a system for determining underground reservoir capacity, comprising:

[0046] at least one processor; and,

[0047] a memory communicatively connected to the at least one processor; wherein,

[0048] The memory stores instructions that can be executed by the at least one processor, and the instructions are executed by the at least one processor to implement the method for determining the underground reservoir capacity recorded in any one of the above embodiments.

[0049] The present application also provides a computer-readable storage medium. When the instructions in the storage medium are executed by the processor corresponding to the underground reservoir capacity determination system, the underground reservoir capacity determination system can implement the underground reservoir capacity determination method recorded in any of the above embodiments.

[0050] Other features and advantages of the present application will be described in the following description, and in part will become apparent from the description, or will be understood by practicing the present application. The purposes and other advantages of the present application can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings.

[0051] The technical solution of the present application is further described in detail below through the accompanying drawings and examples. BRIEF DESCRIPTION OF THE DRAWINGS

[0052] The accompanying drawings are used to provide a further understanding of the present application and constitute a part of the specification. Together with the embodiments of the present application, they are used to explain the present application and do not constitute a limitation of the present application. In the accompanying drawings:

[0053] Figure 1 This is a flow chart of a method for determining underground reservoir capacity in one embodiment of the present application;

[0054] Figure 2 This is a flow chart of a method for determining underground reservoir capacity in another embodiment of the present application;

[0055] Figure 3 This is a flow chart of a method for determining underground reservoir capacity in another embodiment of the present application;

[0056] Figure 4 This is a schematic diagram of a water storage rock mass stress model in one embodiment of the present application;

[0057] Figure 5 This is a hardware structure diagram of a system for determining underground reservoir capacity in one embodiment of the present application. DETAILED DESCRIPTION

[0058] The preferred embodiments of the present application are described below in conjunction with the accompanying drawings. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present application and are not used to limit the present application.

[0059] Figure 1 This is a flow chart of a method for determining the storage capacity of an underground reservoir in one embodiment of the present application. This method can be used to calculate the storage capacity of an underground reservoir when the water storage medium reaches a stable state after volume strain occurs, such as Figure 1 As shown, the method can be implemented as the following steps S11-S14:

[0060] In step S11, a first expression and a second expression for characterizing the stress and strain of a water storage medium of a target underground water reservoir are obtained, wherein the water storage medium includes a broken rock mass in a goaf and rock voids, the first expression is a linear elastic expression for characterizing the stress and strain of the broken rock mass in the goaf, and the second expression is a non-linear elastic expression for characterizing the rock voids;

[0061] In step S12, the parameter values corresponding to the broken rock mass in the goaf are obtained;

[0062] In step S13, the volume strain of the target underground water reservoir water storage medium is calculated according to the first expression, the second expression and the parameter value corresponding to the broken rock mass in the goaf;

[0063] In step S14, the storage capacity of the target underground water reservoir after the water storage medium is deformed is determined according to the volume strain of the water storage medium of the target underground water reservoir.

[0064] In the present application, a first expression and a second expression for characterizing the stress and strain of the target underground water reservoir storage medium are obtained. The target underground water reservoir may be a coal mine underground water reservoir, and the coal mine underground water reservoir storage medium is formed by the accumulation of broken rock blocks. There is no cohesive contact between the rock blocks, forming a large number of voids. Its occurrence characteristics are obviously different from those of pores and fractured rock masses. Therefore, the coal mine underground water reservoir storage medium consists of two parts: broken rock mass and voids. The broken rock mass and voids are simplified into two springs in series, in which the mechanical behavior of the broken rock mass is described by the linear elastic Hooke's law, and the deformation characteristics of the voids are represented by the non-linear elastic constitutive model. The schematic diagram of the stress model of the water storage rock mass can be shown as follows: Figure 4 As shown. That is, the first expression is a linear elastic expression for characterizing the stress and strain of the broken rock mass in the goaf, and the second expression is a non-linear elastic expression for characterizing the voids in the rock mass. After creating the first expression and the second expression, the first expression and the second expression can be stored in a designated storage location, such as a computer disk, a network hard disk, a specific server, a cloud storage space, etc. When executing the above step S11, the execution subject of the present application can obtain the first expression and the second expression characterizing the stress and strain of the water storage medium of the target groundwater reservoir from the designated storage location.

[0065] The first expression obtained is:

[0066] σ=K0ε e ;

[0067] Where σ is the hydrostatic pressure; ε e is the volume strain of the broken rock mass in the underground reservoir; K0 is the bulk modulus of the broken rock mass.

[0068] The second expression is obtained as follows:

[0069] The stress-strain constitutive relationship expression used to characterize the voids in the rock mass is obtained as follows:

[0070]

[0071] Where K1 is the void bulk modulus, α is the nonlinear elasticity coefficient of the water storage medium; is the Caputo fractional differential operator; σ is the hydrostatic pressure; ε ne is the volume strain between the voids in the broken rock mass;

[0072] The stress-strain constitutive relationship expression for characterizing rock mass voids is Laplace transformed to obtain the second expression as follows:

[0073]

[0074] Where K1 is the void bulk modulus, α is the nonlinear elastic coefficient of the water storage medium; σ is the hydrostatic pressure; ε ne is the volume strain between voids in the broken rock mass.

[0075] Obtain parameter values corresponding to the broken rock mass in the goaf; specifically, perform a stress-strain test on the broken rock mass sample in the goaf according to a pressure testing machine to obtain stress data and strain data of the broken rock mass sample; determine the stress data and strain data of the broken rock mass sample as the parameter values corresponding to the broken rock mass in the goaf.

[0076] The method for obtaining samples of crushed rock from the goaf involves on-site monitoring of the size and shape of the crushed rock in the goaf. A video surveillance system is installed behind the support. As the coal face advances, the video surveillance system records the shape and accumulation of the crushed rock in the goaf. Based on the crushed rock size monitored by the video surveillance system, a rock gradation curve is plotted. Using the crushed rock gradation curve and referring to geometric ratios in similar material theory, laboratory water storage rock samples are prepared. The rock for the laboratory water storage rock samples is obtained through on-site sampling.

[0077] Calculating the volume strain of the target underground reservoir water storage medium based on the first expression, the second expression, and the parameter value corresponding to the broken rock mass in the goaf; specifically, determining a fourth expression for characterizing the volume strain of the underground reservoir water storage medium based on the first expression and the second expression;

[0078] The method of determining a fourth expression for characterizing the strain relationship of the target underground reservoir water storage medium based on the first expression and the second expression includes:

[0079] The third expression used to characterize the strain relationship of the underground water reservoir storage medium is obtained as follows:

[0080] ε v =ε e +ε ne ;

[0081] Among them, ε e is the volume strain of the broken rock mass in the underground reservoir; ε ne is the volume strain between the voids in the broken rock mass;

[0082] Substituting the first expression and the second expression into the third expression, a fourth expression for characterizing the volume strain of the underground water reservoir storage medium is determined as follows:

[0083]

[0084] Among them, the ε v is the volume strain of the underground reservoir water storage medium; σ is the stress on the water storage medium; K0 is the bulk modulus of the broken rock mass; K1 is the bulk modulus of the voids; α is the nonlinear elastic influence coefficient of the water storage medium.

[0085] The parameter values corresponding to the broken rock mass in the goaf are substituted into the fourth expression for fitting to obtain the optimal fitting result of the unknown quantity in the fourth expression; specifically, when the parameter values corresponding to the broken rock mass are multiple sets of stress data and strain data, the multiple sets of stress data and strain data are substituted into the fourth expression to determine multiple sets of solutions of the bulk modulus and void bulk modulus of the broken rock mass in the goaf; the optimal solution is determined from the multiple sets of solutions of the bulk modulus and void bulk modulus of the broken rock mass in the goaf; the determined optimal solution is used as the optimal fitting result of the unknown quantity in the fourth expression.

[0086] Among them, the principle of determining the optimal solution from the multiple sets of solutions of the bulk modulus and void bulk modulus of the goaf is: for example, substituting N sets of stress and strain values into the fourth expression, then there are N points in the coordinate system. Assuming that a function curve corresponding to K0 and K1 is found in the coordinate system containing these N points, which is the curve with the shortest distance from these N points, then K0 and K1 corresponding to this function curve are the optimal solution.

[0087] The optimal fitting result and the stress parameter value are substituted into the fourth expression to calculate the volume strain of the water storage medium of the target underground reservoir. The stress parameter value can be obtained by monitoring stress sensors installed on-site in the fractured rock mass of the target underground reservoir.

[0088] The storage capacity of the target underground reservoir after the water storage medium is deformed is determined according to the volume strain of the water storage medium of the target underground reservoir; specifically, the storage capacity of the target underground reservoir after the water storage medium is deformed is calculated according to the following formula:

[0089] V′=V-Vεv

[0090] Wherein, V′ is the storage capacity of the target underground reservoir after the water storage medium is deformed; V is the initial storage capacity of the target underground reservoir; ε v is the volume strain of the target groundwater reservoir storage medium.

[0091] The beneficial effects of the present application are as follows: the present application obtains a first expression and a second expression for characterizing the stress and strain of a target underground reservoir water storage medium, wherein the water storage medium includes a broken rock mass and rock voids in a goaf area, the first expression is a linear elastic expression for characterizing the stress and strain of the broken rock mass in the goaf area, and the second expression is a non-linear elastic expression for characterizing the rock voids; obtains parameter values corresponding to the broken rock mass in the goaf area; and calculates the volume strain of the target underground reservoir water storage medium based on the first expression, the second expression, and the parameter values corresponding to the broken rock mass in the goaf area. Therefore, the present application provides a method for determining the volume strain of an underground reservoir water storage medium, which can calculate the volume strain of the target underground reservoir water storage medium after being subjected to stress, thereby being able to calculate the storage capacity of the underground reservoir when the water storage medium reaches a stable state after volume strain occurs.

[0092] In one embodiment, the first expression obtained is:

[0093] σ=K0ε e ;

[0094] Where σ is the hydrostatic pressure; ε e is the volume strain of the broken rock mass in the underground reservoir; K0 is the bulk modulus of the broken rock mass.

[0095] In one embodiment, the second expression can be obtained by following the steps A1-A2:

[0096] In step A1, the stress-strain constitutive relationship expression used to characterize the voids in the rock mass is obtained as follows:

[0097]

[0098] Where K1 is the void bulk modulus, α is the nonlinear elasticity coefficient of the water storage medium; is the Caputo fractional differential operator; σ is the hydrostatic pressure; ε ne is the volume strain between the voids in the broken rock mass;

[0099] In step A2, Laplace transform is performed on the stress-strain constitutive relationship expression for characterizing the rock mass voids to obtain the second expression as follows:

[0100]

[0101] Where K1 is the void bulk modulus, α is the nonlinear elastic coefficient of the water storage medium; σ is the hydrostatic pressure; ε ne is the volume strain between voids in the broken rock mass.

[0102] In one embodiment, Figure 2 As shown, the above step S13 can be implemented as the following steps S21-S22:

[0103] In step S21, a stress-strain test is performed on the crushed rock sample in the goaf using a pressure testing machine to obtain stress data and strain data of the crushed rock sample;

[0104] In step S22, the stress data and strain data of the broken rock sample are determined as parameter values corresponding to the broken rock in the goaf.

[0105] In this embodiment, a stress-strain test is performed on a crushed rock sample in the goaf using a pressure testing machine to obtain stress data and strain data of the crushed rock sample; the stress data and strain data of the crushed rock sample are determined as parameter values corresponding to the crushed rock in the goaf. The method for obtaining the crushed rock sample in the goaf is as follows: on-site monitoring of the size and shape of the crushed rock in the goaf; installing a video monitoring system behind the support, and as the coal mining working face advances forward, the video monitoring system records the shape and stacking form of the crushed rock in the goaf. Based on the size of the crushed rock monitored by the video monitoring system, a rock grading curve is drawn. Through the crushed rock grading curve, with reference to the geometric ratio in the theory of similar materials, a laboratory water storage rock sample is reasonably prepared; the rock for preparing the laboratory water storage rock sample is obtained through on-site sampling.

[0106] The beneficial effect of this embodiment is that stress-strain tests can be performed on crushed rock samples in the goaf, thereby obtaining multiple sets of stress data and strain data, thereby providing data samples for the subsequent fitting process.

[0107] In one embodiment, Figure 3 As shown, the above step S13 can be implemented as the following steps S31-S33:

[0108] In step S31, a fourth expression for characterizing the volume strain of the underground water reservoir water storage medium is determined based on the first expression and the second expression;

[0109] In step S32, the parameter values corresponding to the broken rock mass in the goaf are substituted into the fourth expression for fitting, so as to obtain the optimal fitting result of the unknown quantity in the fourth expression;

[0110] In step S33, the optimal fitting result and the stress parameter value are substituted into the fourth expression to calculate the volume strain of the target underground water reservoir water storage medium.

[0111] In one embodiment, the above step S33 may be implemented as the following steps B1-B2:

[0112] In step B1, a third expression for characterizing the strain relationship of the underground water reservoir water storage medium is obtained as follows:

[0113] ε v =ε e +ε ne ;

[0114] Among them, ε e is the volume strain of the broken rock mass in the underground reservoir; ε ne is the volume strain between the voids in the broken rock mass;

[0115] In step B2, the first expression and the second expression are substituted into the third expression to determine a fourth expression for characterizing the volume strain of the underground water reservoir storage medium as follows:

[0116]

[0117] Among them, the ε v is the volume strain of the underground reservoir water storage medium; σ is the stress on the water storage medium; K0 is the bulk modulus of the broken rock mass; K1 is the bulk modulus of the voids; α is the nonlinear elastic influence coefficient of the water storage medium.

[0118] In one embodiment, the above step S32 may be implemented as the following steps C1-C3:

[0119] In step C1, when the parameter values corresponding to the broken rock mass are multiple sets of stress data and strain data, the multiple sets of stress data and strain data are substituted into the fourth expression to determine multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf;

[0120] In step C2, an optimal solution is determined from the plurality of solutions of the bulk modulus of the broken rock mass and the bulk modulus of the voids in the goaf;

[0121] In step C3, the determined optimal solution is used as the optimal fitting result of the unknown quantity in the fourth expression.

[0122] In this embodiment, when the parameter values corresponding to the broken rock mass are multiple sets of stress data and strain data, the multiple sets of stress data and strain data are substituted into the fourth expression to determine multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf; the optimal solution is determined from the multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf; and the determined optimal solution is used as the optimal fitting result for the unknown quantity in the fourth expression. The principle of determining the optimal solution from the multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf is as follows: for example, N sets of stress and strain values are substituted into the fourth expression, then there are N points in the coordinate system. Assuming that a function curve corresponding to K0 and K1 is found in the coordinate system containing these N points, which is the curve with the shortest distance from these N points, then K0 and K1 corresponding to this function curve are the optimal solution.

[0123] In one embodiment, the above step S14 may be implemented as the following steps:

[0124] The storage capacity of the target groundwater reservoir after the water storage medium is deformed is calculated according to the following formula:

[0125] V′=V-Vε v

[0126] Wherein, V′ is the storage capacity of the target underground reservoir after the water storage medium is deformed; V is the initial storage capacity of the target underground reservoir; ε v is the volume strain of the target groundwater reservoir storage medium.

[0127] Figure 5 FIG. 1 is a schematic diagram of the hardware structure of a system for determining the storage capacity of an underground reservoir in one embodiment of the present application. Figure 5 Shown, including:

[0128] at least one processor 520; and,

[0129] A memory 504 in communication with the at least one processor; wherein,

[0130] The memory stores instructions that can be executed by the at least one processor, and the instructions are executed by the at least one processor to implement the method for determining the underground reservoir capacity recorded in any one of the above embodiments.

[0131] Reference Figure 5 The groundwater reservoir capacity determination system 500 may include one or more of the following components: a processing component 502, a memory 504, a power supply component 506, a multimedia component 508, an audio component 510, an input / output (I / O) interface 512, a sensor component 514, and a communication component 516.

[0132] The processing component 502 generally controls the overall operation of the groundwater reservoir capacity determination system 500. The processing component 502 may include one or more processors 520 to execute instructions to perform all or part of the steps of the above-described method. In addition, the processing component 502 may include one or more modules to facilitate interaction between the processing component 502 and other components. For example, the processing component 502 may include a multimedia module to facilitate interaction between the multimedia component 508 and the processing component 502.

[0133] The memory 504 is configured to store various types of data to support the operation of the groundwater reservoir capacity determination system 500. Examples of such data include instructions for any application or method operating on the groundwater reservoir capacity determination system 500, such as text, images, videos, etc. The memory 504 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, magnetic disk, or optical disk.

[0134] The power supply component 506 provides power to various components of the underground water reservoir capacity determination system 500. The power supply component 506 may include a power management system, one or more power supplies, and other components associated with generating, managing, and distributing power to the underground water reservoir capacity determination system 500.

[0135] The multimedia component 508 includes a screen that provides an output interface between the underground water reservoir capacity determination system 500 and the user. In some embodiments, the screen may include a liquid crystal display (LCD) and a touch panel (TP). If the screen includes a touch panel, the screen may be implemented as a touch screen to receive input signals from the user. The touch panel includes one or more touch sensors to sense touches, slides, and gestures on the touch panel. The touch sensor can not only sense the boundaries of a touch or slide action, but also detect the duration and pressure associated with the touch or slide operation. In some embodiments, the multimedia component 508 may also include a front camera and / or a rear camera. When the underground water reservoir capacity determination system 500 is in an operating mode, such as a shooting mode or a video mode, the front camera and / or the rear camera can receive external multimedia data. Each front camera and rear camera can be a fixed optical lens system or have a focal length and optical zoom capability.

[0136] The audio component 510 is configured to output and / or input audio signals. For example, the audio component 510 includes a microphone (MIC), which is configured to receive external audio signals when the groundwater reservoir capacity determination system 500 is in an operating mode, such as an alarm mode, a recording mode, a voice recognition mode, and a voice output mode. The received audio signal can be further stored in the memory 504 or transmitted via the communication component 516. In some embodiments, the audio component 510 also includes a speaker for outputting audio signals.

[0137] I / O interface 512 provides an interface between processing component 502 and peripheral interface modules, such as a keyboard, click wheel, buttons, etc. These buttons may include but are not limited to: a home button, volume buttons, a start button, and a lock button.

[0138] The sensor assembly 514 includes one or more sensors for providing various status assessments of the underground reservoir capacity determination system 500. For example, the sensor assembly 514 may include an acoustic sensor. Additionally, the sensor assembly 514 may detect the on / off status of the underground reservoir capacity determination system 500, the relative positioning of components, such as the display and keypad of the underground reservoir capacity determination system 500. The sensor assembly 514 may also detect the operating status of the underground reservoir capacity determination system 500 or a component thereof, the orientation or acceleration / deceleration of the underground reservoir capacity determination system 500, and temperature changes within the underground reservoir capacity determination system 500. The sensor assembly 514 may include a proximity sensor configured to detect the presence of nearby objects without any physical contact. The sensor assembly 514 may also include an optical sensor, such as a CMOS or CCD image sensor, for use in imaging applications. In some embodiments, the sensor assembly 514 may also include an accelerometer, a gyroscope, a magnetic sensor, a pressure sensor, or a temperature sensor.

[0139] The communication component 516 is configured to enable the underground water reservoir capacity determination system 500 to provide the ability to communicate with other devices and cloud platforms in a wired or wireless manner. The underground water reservoir capacity determination system 500 can access a wireless network based on a communication standard, such as WiFi, 2G or 3G, or a combination thereof. In an exemplary embodiment, the communication component 516 receives a broadcast signal or broadcast-related information from an external broadcast management system via a broadcast channel. In an exemplary embodiment, the communication component 516 also includes a near field communication (NFC) module to facilitate short-range communication. For example, the NFC module can be implemented based on radio frequency identification (RFID) technology, infrared data association (IrDA) technology, ultra-wideband (UWB) technology, Bluetooth (BT) technology and other technologies.

[0140] In an exemplary embodiment, the underground reservoir capacity determination system 500 can be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors or other electronic components to execute the underground reservoir capacity determination method described in any of the above embodiments.

[0141] The present application also provides a computer-readable storage medium. When the instructions in the storage medium are executed by the processor corresponding to the underground reservoir capacity determination system, the underground reservoir capacity determination system can implement the underground reservoir capacity determination method recorded in any of the above embodiments.

[0142] Those skilled in the art will appreciate that the embodiments of the present application can be provided as methods, systems, or computer program products. Therefore, the present application can adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application can adopt the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage and optical storage, etc.) that contain computer-usable program code.

[0143] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the steps in the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0144] These computer program instructions may also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0145] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing the instructions executed on the computer or other programmable device for implementing the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0146] Obviously, those skilled in the art may make various changes and modifications to this application without departing from the spirit and scope of this application. Thus, if these modifications and variations of this application fall within the scope of the claims of this application and their equivalents, this application is intended to include these modifications and variations.

Claims

1. A method for determining underground reservoir capacity, characterized in that: include: Obtaining a first expression and a second expression for characterizing stress and strain of a water storage medium of a target underground reservoir, wherein the water storage medium includes broken rock mass in a goaf and rock voids, the first expression being a linear elastic expression for characterizing stress and strain of the broken rock mass in the goaf, and the second expression being a nonlinear elastic expression for characterizing rock voids; Obtaining parameter values corresponding to the broken rock mass in the goaf, wherein the parameter values corresponding to the broken rock mass in the goaf include stress data and strain data of a broken rock mass sample; Calculating the volume strain of the target underground reservoir water storage medium according to the first expression, the second expression and the parameter value corresponding to the broken rock mass in the goaf; Determining the storage capacity of the target underground reservoir after the water storage medium is deformed according to the volume strain of the water storage medium of the target underground reservoir; The first expression obtained is: σ=K0ε e ; Where, σ is the hydrostatic pressure; εe is the volume strain of the broken rock mass in the groundwater reservoir; K0 is the bulk modulus of the broken rock mass.

2. The method according to claim 1, wherein The second expression is obtained as follows: The stress-strain constitutive relationship expression used to characterize the voids in the rock mass is obtained as follows: Where K1 is the void bulk modulus, α is the nonlinear elasticity coefficient of the water storage medium; is the Caputo fractional differential operator; σ is the hydrostatic pressure; ε ne is the volume strain between the voids in the broken rock mass; The stress-strain constitutive relationship expression for characterizing rock mass voids is Laplace transformed to obtain the second expression as follows: Where K1 is the void bulk modulus, α is the nonlinear elastic coefficient of the water storage medium; σ is the hydrostatic pressure; ε ne is the volume strain between voids in the broken rock mass.

3. The method according to claim 1, wherein The obtaining of parameter values corresponding to the broken rock mass in the goaf includes: Conduct stress and strain tests on the crushed rock samples in the goaf using a pressure testing machine to obtain stress and strain data of the crushed rock samples; The stress data and strain data of the broken rock mass sample are determined to be parameter values corresponding to the broken rock mass in the goaf.

4. The method according to claim 1, wherein Calculating the volume strain of the target underground reservoir water storage medium according to the first expression, the second expression, and the parameter value corresponding to the broken rock mass in the goaf includes: Determine a fourth expression for characterizing the volume strain of the water storage medium of the underground water reservoir according to the first expression and the second expression; Substituting the parameter values corresponding to the broken rock mass in the goaf into the fourth expression for fitting, so as to obtain the optimal fitting result of the unknown quantity in the fourth expression; The optimal fitting result and the stress parameter value are substituted into the fourth expression to calculate the volume strain of the target groundwater reservoir water storage medium.

5. The method according to claim 4, wherein The method of determining a fourth expression for characterizing the strain relationship of the target underground water reservoir water storage medium based on the first expression and the second expression includes: The third expression used to characterize the strain relationship of the underground water reservoir storage medium is obtained as follows: e v =e e +e ne ; Where εe is the volume strain of the broken rock mass in the underground reservoir; ε ne is the volume strain between the voids in the broken rock mass; Substituting the first expression and the second expression into the third expression, a fourth expression for characterizing the volume strain of the underground water reservoir storage medium is determined as follows: Wherein, εv is the volume strain of the underground reservoir water storage medium; σ is the stress on the water storage medium; K0 is the bulk modulus of the broken rock mass; K1 is the void bulk modulus; and α is the nonlinear elastic influence coefficient of the water storage medium.

6. The method according to claim 4, wherein Substituting the parameter values corresponding to the broken rock mass in the goaf into the fourth expression for fitting to obtain the optimal fitting result of the unknown quantity in the fourth expression includes: When the parameter values corresponding to the broken rock mass are multiple sets of stress data and strain data, substituting the multiple sets of stress data and strain data into the fourth expression to determine multiple sets of solutions for the bulk modulus and void bulk modulus of the broken rock mass in the goaf; determining an optimal solution from the plurality of solutions of the bulk modulus of the crushed rock mass and the bulk modulus of the voids in the goaf; The determined optimal solution is used as the optimal fitting result of the unknown quantity in the fourth expression.

7. The method according to claim 1, wherein The determining, based on the volumetric strain of the water storage medium of the target underground reservoir, the storage capacity of the target underground reservoir after the water storage medium is deformed, comprises: The storage capacity of the target groundwater reservoir after the water storage medium is deformed is calculated according to the following formula: V′=VV×ε v Wherein, V' is the storage capacity of the target groundwater reservoir after the water storage medium is deformed; V is the initial storage capacity of the target groundwater reservoir; and εv is the volume strain of the water storage medium of the target groundwater reservoir.

8. A system for determining underground reservoir capacity, characterized in that: include: at least one processor; as well as, a memory communicatively connected to the at least one processor; wherein, The memory stores instructions that can be executed by the at least one processor, and the instructions are executed by the at least one processor to implement the method for determining the storage capacity of a groundwater reservoir as described in any one of claims 1 to 7.

9. A computer-readable storage medium, characterized in that When the instructions in the storage medium are executed by the processor corresponding to the underground reservoir capacity determination system, the underground reservoir capacity determination system can implement the underground reservoir capacity determination method as described in any one of claims 1 to 7.

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