Method and device for calculating burial depth of large tank type gas storage and medium

Abstract

The invention relates to the technical field of compressed air energy storage underground cavern construction, in particular to a large tank type gas storage burial depth calculation method and device and a medium. According to the method, a research object of an existing cone failure model is expanded from a two-dimensional level to a three-dimensional level, and under the condition that an overlying rock mass of a large tank type gas storage is assumed to have lift-resistant failure along a fixed fracture angle in the circumferential direction of a vault, the overlying rock mass assumed to have lift-resistant failure along the fixed fracture angle is divided into a first entity and a second entity; the second entity is an overlying rock mass which is subjected to lifting-resistant damage in the vertically upward direction at the position where the large-tank type gas storage cracks under the action of the lifting-resistant damage, and the first entity is an external hollow frustum body which is left after the second entity is excavated from the overlying rock mass subjected to the lifting-resistant damage; on the basis of an original plane strain model, a space size effect is introduced to reestablish a space stress balance equation, so that the safe burial depth of the large-tank gas storage is solved, and the blank of an existing burial depth calculation model of the large-tank gas storage is filled.

Description

Technical Field

[0001] The present invention relates to the technical field of compressed air energy storage underground cavern construction, in particular to a method, equipment and medium for calculating the buried depth of a large tank-type gas storage. Background Art

[0002] The use of compressed air energy storage technology in power grid systems can effectively address the issues of orderly consumption and storage of renewable energy, achieving peak load shifting and valley filling, peak and frequency regulation, improving power supply efficiency, and ensuring grid security and economy. Compressed air energy storage primarily involves the installation of artificial underground caverns as gas reservoirs. These reservoirs offer advantages such as ease of construction, safety, reliability, and flexible layout, making them a crucial component of compressed air energy storage power plants. Because the reservoirs store high-pressure compressed air in a sealed manner, the internal gas pressure is ultimately transmitted to the rock mass through the sealing and lining structures. Because the sides and lower portion of the reservoirs are semi-infinite structures, and the overlying rock mass is of limited thickness, the uplift force of the high internal gas pressure can cause uplift and damage to the overlying rock mass, which in turn can affect the stability, safety, and sealing of the reservoir. Therefore, an appropriate cavern burial depth is crucial.

[0003] The commonly used cross-sectional forms of artificial hard rock underground gas storage are mainly tunnel type and large tank type. The axial length of the tunnel type gas storage is much larger than its cross-sectional radius. Therefore, under ideal conditions, the axial strain can be ignored and the tunnel type gas storage is regarded as a plane strain model and the cross section is taken for stress analysis. For example, the existing technology proposes a limit equilibrium theoretical model for the safe burial depth design of tunnel type gas storage, such as Figure 1 As shown in the figure, the model assumes that the overlying rock mass of the tunnel gas storage undergoes uplift failure along a fixed rupture angle β on the cross section of the plane strain load mode, and vertical shear failure occurs upward according to the positions of the crack initiation points P and Q. The soil mass above the gas storage is divided into side triangle blocks (△GHP, △IJQ) and middle blocks (HIQP) within the rupture angle range on both sides. The effects of cohesion and internal friction angle are introduced on the rupture surface. According to the contact surface active force E between the side triangle blocks and the middle block soil layer, the contact surface active force E is generated. a Establish the connection between the side triangle blocks and the middle block soil layer (i.e. E a边侧 =E a中间 ), and by establishing the vertical equilibrium equation between the resistance of the overlying rock mass and the lifting force of the large tank gas storage, the burial depth control equation f = E a边侧 -E a中间= 0 (The process of establishing this burial depth control equation is also known as the limit equilibrium cone failure model), and thus the safe burial depth is calculated through a specific iterative method based on the burial depth control equation f. Currently, most of the burial depth calculation methods proposed by the existing technologies are applicable to tunnel-type gas storage caverns, and the burial depth calculation model for large tank-type gas storage caverns is in a blank state. The large tank-type gas storage cavern is similar to a lined rock cavern gas storage cavern, but it is vertically arranged, with a hemispherical arch top and bottom, and a middle cylinder connecting the arch top and bottom, and its shape is similar to a gas tank. As Figure 2 shown, compared with the tunnel-type gas storage cavern, the large tank-type gas storage cavern has a smaller floor area. The structure of the large tank-type gas storage cavern does not meet the plane strain assumption conditions. If the plane strain stress mode is still used to analyze and calculate the burial depth by taking the cross-section, it will cause a large error. Summary of the Invention

[0004] The purpose of the present invention is to: aiming at the problem that the existing technology's burial depth calculation model is not applicable to the structural form of large tank-type gas storage caverns, and there is a large error when using the tunnel-type gas storage cavern burial depth calculation model to calculate the burial depth of large tank-type gas storage caverns, to provide a burial depth calculation method, device, and medium for large tank-type gas storage caverns to fill the blank of the existing large tank-type gas storage cavern burial depth calculation model.

[0005] In order to achieve the above purpose, the technical solution adopted by the present invention is:

[0006] A burial depth calculation method for large tank-type gas storage caverns includes the following steps:

[0007] Under the assumption that the overlying rock mass of the large tank-type gas storage cavern undergoes anti-lifting failure along a fixed rupture angle in the circumferential direction of the arch top, the overlying rock mass assumed to undergo anti-lifting failure along the fixed rupture angle is divided into a first entity and a second entity. The second entity is the overlying rock mass that undergoes anti-lifting failure in the vertical upward direction at the position where the large tank-type gas storage cavern starts to crack under the action of anti-lifting failure. The first entity is the remaining external hollow frustum after removing the second entity from the overlying rock mass that undergoes anti-lifting failure. The side surface of the first entity is the rupture surface that undergoes anti-lifting failure along the fixed rupture angle;

[0008] Through force analysis, the active force E a外部 of the second entity on the first entity and the active force E a中间 of the first entity on the second entity are respectively obtained. According to E a外部 = E a中间 , the burial depth control equation f = E a外部 - E a中间 = 0 is obtained;

[0009] Thus, the burial depth of the large tank-type gas storage cavern is obtained by iterative solution based on the burial depth control equation.

[0010] The buried depth calculation method provided by the present invention extends the research object to the three-dimensional level. Assuming that the overlying rock mass of the large tank-type gas storage reservoir undergoes anti-lifting failure circumferentially along a fixed fracture angle on the circumference of the vault, the overlying rock mass that undergoes anti-lifting failure circumferentially along the fixed fracture angle forms a rotating body similar to a truncated cone (the structure formed after the vault of the large tank-type gas storage reservoir is dug out from the truncated cone); according to the vertical punching along the crack initiation position, the rotating body is divided into a first entity and a second entity, where the second entity is similar to a cylinder, equivalent to the bottom of the cylinder with the vault part of the gas storage reservoir hollowed out, and the first entity is the remaining part after the second entity is hollowed out from the rotating body, which is actually equivalent to hollowing out a cylinder in the middle of the truncated cone. Under the assumed conditions of the above model, through the force balance analysis, the research object is extended to the three-dimensional level, and based on the interaction relationship between the first entity and the second entity, the buried depth control equation f = E a外部 -E a中间 = 0 is obtained, and thus the buried depth of the large tank-type gas storage reservoir is solved based on the buried depth control equation.

[0011] The above solution expands the applicable range of the existing cone failure model, extends the research object of the existing cone failure model from two dimensions to three dimensions, can make up for the blank of the existing buried depth calculation model of the large tank-type gas storage reservoir, solve the problem of large errors existing when using the buried depth calculation model of the tunnel-type gas storage reservoir under the layout form of the large tank-type gas storage reservoir, and make the buried depth calculation result more reasonable and reliable.

[0012] As a preferred solution of the present invention, the steps of obtaining the buried depth control equation include:

[0013] Taking half of the first entity as the research object, according to the active force E a外部 of the second entity on half of the first entity, the cohesion C of half of the contact surface between the first entity and the second entity, the gravity of half of the first entity, and the friction force R s and cohesion C s on half of the fracture surface, the force balance equations in the horizontal and vertical directions are respectively established, and after eliminating R s the active force E a外部 is obtained;

[0014] Taking the second entity as the research object, according to the active force E a中间 of half of the first entity on the second entity, the cohesion C of half of the contact surface between the first entity and the second entity, and the gravity of the second entity, the force balance equation in the vertical direction is established to obtain the active force E a中间 ;

[0015] According to E a外部 = E a中间 the buried depth control equation f = E a外部-E a中间 = 0.

[0016] As a preferred embodiment of the present invention, the cohesive force C of half of the contact surface between the first entity and the second entity is the product of the rock mass cohesive force c e and half of the lateral area of the second entity.

[0017] As a preferred embodiment of the present invention, the cohesive force C of half of the fracture surface s is the product of the rock mass cohesive force c e and half of the lateral area of the first entity.

[0018] As a preferred embodiment of the present invention, taking the fracture angle β, burial depth H, and safety factor F s as adjustment control variables, the burial depth control equation is expressed as f(β, H, F s ) = E a外部 (β, H, F s ) - E a中间 (H) = 0;

[0019] The steps for calculating the burial depth of the large tank - type gas storage based on the burial depth control equation include:

[0020] S1: Set the initial cyclic set burial depth H0;

[0021] S2: Initially set the safety factor F s to 1, and substitute the initial cyclic set burial depth H0 into E a外部 (β, H, F s ) to solve for the minimum value of E a外部 , and set the fracture angle corresponding to the minimum value of E a外部 as the initial cyclic fracture angle β0;

[0022] S3: Substitute the initial cyclic fracture angle β0 into the burial depth control equation f(β, H, F s ) to solve for the burial depth H1;

[0023] S4: Compare whether the difference between H0 and H1 meets the accuracy requirement; if not, substitute H1 back into E a外部 (β, H, F s ) in step S2 to solve for the minimum value of E a外部 , and reset the fracture angle corresponding to the minimum value of E a外部 as the initial cyclic fracture angle β0, and repeatedly solve for the initial cyclic fracture angle β0 and burial depth H1 until the difference between H0 and H1 meets the accuracy requirement;

[0024] When the difference between H0 and H1 meets the accuracy requirement, determine the burial depth H1 and the initial cyclic fracture angle β0;

[0025] S5: Substitute the initial cyclic rupture angle β0 corresponding to the case where the accuracy requirement is met into the burial depth control equation f(β, H, F s ) = 0, and reset the safety factor F according to the design requirements s , and solve for the final safe burial depth H.

[0026] As a preferred solution of the present invention, in step S1, when E a中间 (H) = 0, calculate the initial cyclic set burial depth H0.

[0027] As a preferred solution of the present invention, when the burial depth control equation f is related to the cohesion c of the rock mass e , it further includes step S6 of weakening and correcting the cohesion of the rock mass:

[0028] S61: When the initial cyclic rupture angle β0 that meets the requirements is obtained and the safety factor F is reset according to the actual working conditions s , taking the cohesion c of the rock mass e as the independent variable and the burial depth H as the dependent variable, express the burial depth control equation as: f(H, c e ) = 0, calculate the burial depths corresponding to the cohesion within a certain interval respectively, and draw the cohesion-burial depth relationship curve;

[0029] S62: Divide the cohesion-burial depth relationship curve into three sections in sequence through linear data fitting and according to the slope change, and select any cohesion value in the middle section of the three sections as the corrected cohesion;

[0030] S63: Substitute the corrected cohesion back into steps S1 - S5 to calculate the corrected final safe burial depth.

[0031] This solution finds a suitable cohesion value as the burial depth calculation parameter on the response curve of the burial depth to the cohesion, can weaken and correct the influence of the cohesion parameter in the existing burial depth control equation, reduce the variability of the burial depth calculation result, and re-solve the final safe burial depth based on the corrected cohesion. It can not only consider the beneficial effect of a certain bonding force in the full section, but also equivalently simulate the low-cohesion working condition (the most unfavorable state) caused by the crack expansion of the surrounding rock of the tunnel under cyclic loading. Based on this, the corrected burial depth result is more reasonable and more suitable for actual engineering.

[0032] Among them, the selection of the corrected cohesion can be reasonably determined according to the design target requirements. For example, if safety is emphasized, it is inclined to take the smaller value in the middle section (i.e., the cohesion medium-sensitive area), and if economy is more emphasized, it is inclined to take the larger value in the middle section (i.e., the cohesion medium-sensitive area).

[0033] As a preferred embodiment of the present invention, in the middle section of the cohesion-depth relationship curve, the minimum cohesion value in the middle section not greater than the original cohesion is used as the corrected cohesion, which has high safety.

[0034] In a second aspect, the present invention further provides an electronic device, which includes a memory and at least one processor. The memory stores a computer program, and the processor is configured to execute the computer program to implement the above-mentioned depth calculation method.

[0035] In a third aspect, a computer-readable storage medium stores a computer program, and when the computer program is executed, the above-mentioned depth calculation method is implemented.

[0036] In summary, due to the adoption of the above technical solutions, the beneficial effects of the present invention are as follows:

[0037] 1. The depth calculation method for the large-tank gas storage reservoir provided by the present invention extends the original two-dimensional cone failure model to three dimensions. By performing a three-dimensional stress analysis on the cone failure surface at the top of the large-tank gas storage reservoir, a spatial stress equilibrium equation is re-established to solve for the safe depth, expanding the applicable range of the existing cone failure model, filling the gap in the existing depth calculation model for large-tank gas storage reservoirs, and solving the problem of large errors in using the depth calculation model for tunnel-type gas storage reservoirs in the layout form of large-tank gas storage reservoirs, making the depth calculation result more reasonable and reliable.

[0038] 2. The depth calculation method for the large-tank gas storage reservoir provided by the present invention not only extends the research object of the existing cone failure model to the three-dimensional level, but also improves the model solution process of the existing depth control equation, modifies the determination conditions for the initial cyclic set depth and the initial cyclic fracture angle, and adjusts the model criterion. With the depth as the control target, compared with the model solution process of the traditional limit equilibrium theory model, the design process is more reasonable, the depth accuracy control is easier to intuitively grasp, which is conducive to reducing the difference in the depth calculation result, improving the depth control accuracy, and being more suitable for actual engineering.

[0039] 3. The depth calculation method for the large-tank gas storage reservoir proposed by the present invention can weaken and correct the influence of the cohesion value provided by geological exploration, reduce the variability of the depth calculation result. By finding a suitable cohesion value on the cohesion-depth response curve as the depth calculation parameter, it can not only consider the beneficial effect of a certain bonding force in the full cross-section, but also equivalently simulate the low-cohesion working condition (the most unfavorable state) caused by the crack expansion of the surrounding rock of the cavern under cyclic loading. The corrected depth result is more reasonable and more suitable for actual engineering. Description of the Drawings

[0040] Figure 1It is a schematic diagram of the cone failure model of the existing tunnel-type gas storage considering the cohesion and internal friction angle on the failure plane;

[0041] Figure 2 It is a schematic diagram of the structural model of the large-tank gas storage;

[0042] Figure 3 It is a three-dimensional model diagram of the anti-lifting failure of the overlying rock mass of the large-tank gas storage along a fixed fracture angle;

[0043] Figure 4 It is a schematic diagram of the model of the first entity of the overlying rock mass of the large-tank gas storage Figure 1 ;

[0044] Figure 5 It is a schematic diagram of the model of the first entity of the overlying rock mass of the large-tank gas storage Figure 2 ;

[0045] Figure 6 It is a schematic diagram of the model of the second entity of the overlying rock mass of the large-tank gas storage Figure 1 ;

[0046] Figure 7 It is a schematic diagram of the model of the second entity of the overlying rock mass of the large-tank gas storage Figure 2 ;

[0047] Figure 8 It is a schematic diagram of the large-tank cone failure model considering the introduction of cohesion and internal friction angle on the failure plane provided in Embodiment 1;

[0048] Figure 9 It is a schematic diagram of the force analysis when taking half of the cross-section of the first entity as the research object;

[0049] Figure 10 It is a schematic diagram of the force analysis when taking the second entity as the research object;

[0050] Figure 11 It is a schematic diagram of the model solution process in Embodiment 1;

[0051] Figure 12 It is a simulation effect diagram of the relationship between the active force and the fracture angle;

[0052] Figure 13 It is a step flow chart of weakening and correcting the cohesion in Embodiment 2;

[0053] Figure 14 It is a fitting effect diagram of the cohesion-burial depth relationship curve.

[0054] Markings: 1 - large-tank gas storage; 2 - first entity; 3 - second entity. Specific implementation manner

[0055] The present invention will be described in detail below with reference to the accompanying drawings.

[0056] In order to make the objectives, technical solutions and advantages of the present invention more clear and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0057] Embodiment 1

[0058] Due to the limitations of the existing buried depth calculation model, it cannot be directly applied to large tank-type gas storage reservoirs. This embodiment provides a reliable method for calculating the buried depth of large tank-type gas storage reservoirs, including the following steps:

[0059] As Figures 3 - 7 shown, it is assumed that the overlying rock mass of the large tank-type gas storage reservoir 1 undergoes anti-lifting failure circumferentially along a fixed fracture angle at the circumference of the vault (as Figure 3 shown). The overlying rock mass that undergoes anti-lifting failure circumferentially along the fixed fracture angle forms a rotating body similar to a truncated cone (the structure formed after the vault of the large tank-type gas storage reservoir 1 is dug out from the truncated cone). According to the vertical punching upward from the crack initiation position, the overlying rock mass that is assumed to undergo anti-lifting failure along the fixed fracture angle is divided into a first entity 2 and a second entity 3. Among them, as Figure 6 , Figure 7 shown, the second entity 3 is the overlying rock mass that undergoes anti-lifting failure in the vertical upward direction at the crack initiation position of the large tank-type gas storage reservoir 1 under the action of anti-lifting failure, which is similar to a cylinder, equivalent to the bottom of the cylinder with the vault part of the gas storage reservoir hollowed out; as Figure 3 , Figure 4 shown, the first entity 2 is the remaining external part after the upper rotating body removes the second entity 3, presenting a hollow truncated cone. The side surface of the first entity 2 is the fracture surface that undergoes anti-lifting failure along the fixed fracture angle;

[0060] Through force analysis, the active force E a外部 of the second entity 3 on the first entity 2 and the active force E a中间 of the first entity 2 on the second entity 3 are respectively obtained. According to E a外部 = E a中间 , the buried depth control equation is obtained: f = E a外部 - E a中间 = 0; thus, the buried depth of the large tank-type gas storage reservoir 1 is obtained by iterative solution based on the buried depth control equation.

[0061] This calculation method extends the research object to the three-dimensional level and generalizes the buried depth model of the tunnel-type gas storage reservoir to the large tank-type gas storage reservoir 1, which can make up for the blank of the existing buried depth calculation model of the large tank-type gas storage reservoir 1 and make the buried depth calculation result safer and more reasonable.

[0062] Generally speaking, the above-mentioned calculation method for the burial depth of the large-tank gas storage reservoir 1 at least includes two parts: the establishment of the burial depth control equation for the large-tank and the model solution process. Based on the structure of the large-tank gas storage reservoir 1, in this embodiment, the idea of limit equilibrium is borrowed, and the action of cohesion and internal friction angle is considered to be introduced on the conical failure surface, and the balance equation between the resistance force and the uplifting force is established to obtain the burial depth control function; the schematic diagram of the large-tank conical failure model considering the cohesion and internal friction angle on the failure surface is as Figure 8 shown. In the figure, G1 is the gravity of the semi-side outer hollow truncated cone (i.e., half of the first entity 2), G0 is the gravity of the middle block (i.e., the second entity 3), C s is the cohesion of half of the truncated cone failure surface, R s is the friction force of half of the truncated cone failure surface, β is the failure angle, α is the starting crack angle, p u is the internal pressure in the chamber, and R is the radius of the chamber.

[0063] I. Establishment of the burial depth control equation for the large-tank:

[0064] The first step is, as Figure 9 shown, for the convenience of calculation, taking half of the first entity 2 as the research object, the force balance equation is established through force analysis to deduce the active force E a外部 of the second entity 3 on half of the first entity 2 in the vertical plane. In the figure, is the reduced internal friction angle of the rock mass, H is the burial depth of the chamber, h is the height from the starting crack point to the top of the chamber, L0 is the burial depth of the starting crack point, φ is the angle between the active force E a of the non-failure surface and the horizontal plane.

[0065] The horizontal direction balance equation is:

[0066]

[0067] The vertical direction balance equation is:

[0068]

[0069] In the formula: C is the product of the rock mass cohesion c e and half of the lateral area of the second entity 3, or it can also be said to be the product of the rock mass cohesion c e and half of the lateral area of the inner cylindrical soil mass, that is:

[0070] C = πRcosαc e L0; (3)

[0071] C s is the product of the rock mass cohesion c e and half of the lateral area of the outer conical frustum soil mass (frustum lateral area formula: π(R1 + R2)l), that is:

[0072]

[0073] G1 is half of the volume of the heavy × outer hollow frustum cone (frustum cone volume formula: ), that is:

[0074]

[0075]

[0076] L0 = H + R - Rsinα; (8)

[0077] By simultaneously solving formulas (1) and (2) to eliminate R s , the vertical active force E derived based on the outer hollow frustum cone (i.e., the first entity 2) can be obtained a :

[0078]

[0079] Among them, c e is the cohesion of the rock mass, with the unit of kPa; L0 is the burial depth at the crack initiation point, with the unit of m; β is the fracture angle, with the unit of °; F s is the safety factor; c s is the reduced cohesion of the rock mass, with the unit of kPa; γ is the unit weight of the rock mass, with the unit of kN / m 3 ; is the internal friction angle of the rock mass; R is the radius of the sphere, with the unit of m; λ is the reduction coefficient of the frictional resistance of the non - fracture surface.

[0080] In the second step, as Figure 10 shown, taking the middle second entity 3 as the research object, establish the force equilibrium equation to derive the active force E of the first entity 2 on the second entity 3 in the vertical plane in the case of half a . In the figure, G0 is the gravity of the second entity 3, C is the half contact surface cohesion between the first entity 2 and the second entity 3, E a is the reaction force of the first entity 2 on the second entity 3 in the case of half, α is the crack initiation angle, is the internal friction angle of the rock mass, p u is the internal pressure in the cave.

[0081] According to the vertical resistance force in the overlying rock mass and the uplifting force P of the large - tank - type gas storage reservoir 1, establish the vertical direction equilibrium equation:

[0082] 2E a sinφ + G0 + 2C = P; (10)

[0083] E can be solved a :

[0084] In the formula: P = π(Rcosα)2 p u ;(12)

[0085] G0 is the weight of the heavy part minus the volume of the spherical cap (spherical cap volume formula: ), that is:

[0086]

[0087] α is the crack initiation angle, and the calculation formula is:

[0088]

[0089] The third step is to establish the burial depth control equation: The active force E a derived from the same vertical stress surface is equal, and the difference is zero. From this, the burial depth control equation can be obtained.

[0090] To distinguish the vertical active force derived from the first entity 2 and the vertical active force derived from the second entity 3, in this paper, the vertical active force derived from the first entity 2 is denoted as E a外部 , and the vertical active force derived from the second entity 3 is denoted as E a中间 , then the burial depth control equation is:

[0091]

[0092] This solution extends the original two-dimensional cone failure model to three dimensions, conducts a three-dimensional stress analysis on the cone failure surface at the top of the large tank-type gas storage reservoir 1, and re-establishes the three-dimensional stress balance equation by introducing the spatial size effect on the basis of the original plane strain model, so as to solve the safe burial depth of the large tank-type gas storage reservoir 1 and expand the applicable range of the existing cone failure model.

[0093] II. Model solution process:

[0094] In this embodiment, taking the fracture angle β, burial depth H, and safety factor F s as the adjustment control variables, the burial depth control equation can be expressed as f(β, H, F s ) = E a外部 (β, H, F s ) - E a中间 (H) = 0, and other influencing parameters can be taken as constants according to the actual working conditions.

[0095] As Figure 11 shown, the steps to calculate the burial depth of the large tank-type gas storage reservoir 1 based on the burial depth control equation f include:

[0096] The first step is to determine the design parameters: the radius R of the upper sphere of the gas storage reservoir, the rock weight γ, and the design internal pressure p u, in-situ stress lateral pressure coefficient k, surrounding rock class, cohesion c of rock mass e (The input of the cohesion parameter here can be provided by geological exploration), internal friction angle Initial safety factor setting F s = 1.

[0097] Second step, determine the initial cyclic setting depth H0: By setting E a中间 (H) = 0, that is, when the formula (11) is equal to 0, solve for the initial cyclic setting depth H0.

[0098] Third step, determine the initial cyclic fracture angle β0: Substitute the H0 obtained from the calculation in the second step into E a外部 (β, H, F s ), that is, formula (9), by solving for the minimum value of E a外部 , set the fracture angle corresponding to the minimum value of E a外部 as the initial cyclic fracture angle β0.

[0099] Fourth step, recalculate the depth: Substitute the fracture angle β0 obtained in the third step into the depth control equation f(β, H, F s ) = 0, that is, in formula (15), and solve for the depth H1 again.

[0100] Fifth step, judge the rationality of the solved depth and further correct the result: Compare whether the difference between H0 and H1 meets the accuracy requirement. If not, substitute the H1 obtained in the fourth step into the third step, and cycle to solve for the fracture angle β0 and depth H1 until the depth H1 that meets the accuracy requirement is obtained.

[0101] Sixth step, solve for the final depth H: Substitute the initial cyclic fracture angle β0 corresponding to the depth H1 that finally meets the accuracy requirement in the fifth step above back into the depth control equation f(β, H, F s ) = 0, that is, in formula (15), and reset the safety factor F s value according to the project requirements, and solve for the final safe depth H.

[0102] First at F sWhen the condition of =1 is satisfied, the rupture angle β0 corresponding to the burial depth that meets the accuracy requirements can be regarded as the rupture angle in the actual situation, which can be used to ensure the accuracy of the conical rupture surface, so that the rupture angle will not change during the subsequent iterative calculation after readjusting the safety factor, and the failure can occur along the same rupture surface. Therefore, on the basis of determining the position of the actual rupture surface, the safety burial depth obtained by substituting the safety factor under the actual working condition back into the burial depth control equation is more suitable for the actual working condition. Further, in the process of solving the above model in this embodiment, the burial depth accuracy control is also used as the model criterion, which is easier to intuitively grasp, is beneficial to reducing the difference in the burial depth calculation results, improving the burial depth control accuracy, and the finally obtained safety burial depth is more suitable for the actual project.

[0103] In the process of solving the limit equilibrium theory model under the condition of the traditional plane strain mode, the rupture angle (i.e., the angle between the rupture surface and the horizontal plane) is used as the control target, and iterative calculation is carried out based on the initial burial depth provided by the relevant specifications to obtain the rupture angle that meets the accuracy, so as to deduce the safe burial depth of the cavern. This method is difficult to intuitively estimate the change in the safe burial depth caused by a 1° change range of the rupture angle, resulting in the inability to accurately define the allowable error of the rupture angle, which is not conducive to the burial depth control. Therefore, using the above model solving process provided by this embodiment to calculate the burial depth of the large tank type gas storage reservoir can further improve the burial depth calculation accuracy, reduce the difference in the burial depth calculation results, make the burial depth design more intuitive, and is more conducive to the burial depth accuracy control.

[0104] III. Example of the limit equilibrium theory model of the large tank type gas storage reservoir

[0105] Taking a certain compressed air energy storage peak shaving power station project as an example, this project adopts an advanced compressed air energy storage technology route, and the gas storage reservoir adopts a large tank type gas storage reservoir 1. Assume the designed volume is 105,000 m [[ID=—]] 3 ³, the designed radius of the upper sphere is 15 m, and the maximum gas storage pressure is 10.1 MPa. The calculation steps of the safe burial depth of the gas storage reservoir are as follows:

[0106] 1. Determine the design parameters: the radius of the upper sphere R = 15 m, the rock unit weight γ = 25 kN / m 3 ³, the designed internal pressure p u = 10100 kPa, the in-situ stress lateral pressure coefficient k = 1.3, the surrounding rock category is class III, the cohesion of the rock mass c e = 1700 kPa, the internal friction angle The initial safety factor is set as F s = 1.

[0107] 2. Determine the initial cyclic set burial depth H0: Substitute k into formula (14) to obtain the initiation angle α = 38.28°. For class III surrounding rock, the value of λ is 0.9, then:

[0108] C = πRcosαc eL0 = π×15×cos38.28×1700×(H0 + 5.71) = 62886.24×(H0 + 5.71),

[0109]

[0110] L0 = H0 + R - Rsinα = H0 + 15 - 15×sin38.28 = H0 + 5.71,

[0111] P = π(Rcosα) 2 p u = π×(15×cos38.28) 2 ×10100 = 4402900,

[0112]

[0113] Substitute the above results into formula (11) = 0, and we get:

[0114]

[0115] The initial cyclic setting burial depth H0 = 30.16 m can be solved.

[0116] 3. Determine the initial cyclic rupture angle β0: Substitute H0 obtained from the previous step into it, and we can get:

[0117] L0 = 30.16 + 15 - 15sin38.28 = 35.87,

[0118] C = πRcosαc e L0 = 62886.24×(30.16 + 5.71) = 2255729.429,

[0119]

[0120]

[0121]

[0122] Substitute the above formula into formula (9) to obtain the vertical active force E a :

[0123]

[0124] From the formula, it can be seen that E a is an equation about the only variable β, and the β - E a relationship curve can be plotted through the MATLAB toolbox, as Figure 12 shown. By solving the minimum value of E a the initial cyclic rupture angle β0 = 71.75° can be obtained.

[0125] 4. Recalculate the burial depth: Substitute the obtained initial cyclic rupture angle β0 into each parameter to get:

[0126] L0 = H1 + 15 - 15sin38.28 = H1 + 5.71,

[0127] C = πRcosαc e L0 = π×15×cos38.28×1700×(H1 + 5.71) = 62886.24×(H1 + 5.71),

[0128]

[0129]

[0130]

[0131] P = π(Rcosα) 2 p u = π×(15×cos38.28) 2 ×10100 = 4402900,

[0132]

[0133] Substitute into the burial depth control equation:

[0134]

[0135] The burial depth H1 = 16.13m can be solved.

[0136] 5. Judge the rationality of the solved burial depth and further correct the result: Compare the difference between H0 and H1 to get:

[0137] |H0 - H1| = 30.16 - 16.13 > 1m, which does not meet the accuracy requirement. Substitute H0 = H1 = 16.13m.

[0138] 6. Determine the initial cyclic rupture angle β0: Substitute H0 = 16.13 obtained from the previous step of calculation to get:

[0139] L0 = 16.13 + 15 - 15sin38.28 = 21.84,

[0140] C = πRcosαc e L0 = 62886.24×(16.13 + 5.71) = 1373435.482,

[0141]

[0142]

[0143]

[0144] Substitute the above formula into the solution of the active force E in the vertical plane a :

[0145]

[0146] By re-solving for E a the minimum value is obtained, and the initial cyclic rupture angle β0 = 70.04°.

[0147] 7. Recalculate the burial depth: Substitute the obtained initial cyclic rupture angle β0 into each parameter:

[0148] L0 = H1 + 15 - 15sin38.28 = H1 + 5.71,

[0149] C = πRcosαc e L0 = π×15×cos38.28×1700×(H1 + 5.71) = 62886.24×(H1 + 5.71),

[0150]

[0151]

[0152]

[0153] P = π(Rcosα) 2 p u = π×(15×cos38.28) 2 ×10100 = 4402900,

[0154]

[0155] Re-substitute into the burial depth control equation:

[0156]

[0157] The burial depth H1 = 16.16m can be solved through the burial depth control equation.

[0158] 8. Discriminate again the rationality of the solved burial depth and further correct the result: Compare the difference between H0 and H1 to obtain:

[0159] |H0 - H1| = 16.13 - 16.16 < 1m, meeting the accuracy requirements.

[0160] 9. Solve the final burial depth H: Substitute the above rupture angle β0 that finally meets the accuracy requirements into formula (14), and set the safety factor F as required s= 1.5, we get:

[0161]

[0162]

[0163]

[0164] Re-solving gives the final buried depth H = 23.5 m.

[0165] This embodiment proposes a method for determining the buried depth of a compressed air energy storage cavern - the ultimate equilibrium theory model of a large tank - type gas storage reservoir. This model restores the real stress situation, analyzes based on a three - dimensional model, assumes that the rock mass undergoes anti - uplift failure along a fixed rupture angle, and a frustum - shaped rupture surface will be formed at the top of the large tank. The cohesion and internal friction angle are introduced on the conical rupture surface, and the equilibrium equation between the internal resistance of the overlying frustum and the uplift force of the large tank is established to obtain the buried depth control equation. When specifically solving, the surrounding rock within the rupture surface is divided into two parts, the inner part is a cylinder, and the outer part is a hollow frustum. There are frictional force and active force E at the interface between the inner and outer parts a , and the control equation is solved based on the equality of the active forces of the inner and outer blocks. This method can solve problems such as the existing vertical failure model and rigid cone failure model over - estimating the buried depth due to not considering the strength of the rock mass itself. It provides a new idea for the extended application of the tunnel - type gas storage reservoir model to the large tank - type gas storage reservoir, can make up for the blank of the existing buried depth calculation model of the large tank - type gas storage reservoir, make the buried depth calculation result more reasonable and reliable, and greatly improve the engineering applicability.

[0166] Embodiment 2

[0167] Based on Embodiment 1, due to the limitations of geological exploration, there are large differences in strength parameters such as cohesion and internal friction angle in actual engineering, over - estimating the role of cohesion and internal friction angle. And cohesion is the controlling factor in the above - mentioned buried depth calculation. Therefore, to reduce the variability of the buried depth calculation result and lower the application difficulty of the above - mentioned buried depth calculation method in engineering, this embodiment further weakens and corrects the cohesion in the model solving process of the above - mentioned buried depth calculation method, making the buried depth calculation result more reasonable and reliable. As Figure 13 shown, the steps of weakening and correcting the cohesion parameter include:

[0168] The first step, draw the cohesion - buried depth relationship curve: Based on the established buried depth control equation, with the cohesion c of the rock mass e as the only independent variable and the buried depth H as the dependent variable, calculate the buried depths corresponding to the cohesion in a certain interval respectively, such as the 0 - 2 Mpa interval, and draw the cohesion - buried depth relationship curve. The effect is as Figure 14As shown. At this time, other parameters in the buried depth control equation except cohesion and buried depth can be taken as fixed values according to the actual working conditions. For example, the safety factor is taken as the safety factor required by the actual working conditions, and the rupture angle is the rupture angle β0 corresponding to the buried depth under the condition of meeting the accuracy requirements; based on this, the above buried depth control equation can be expressed as f(H, c e ) = 0.

[0169] Step 2: Determine the modified cohesion value: As Figure 14 shown, the overall trend of the cohesion-buried depth relationship curve f(H, c e ) = 0 is that the buried depth decreases with the increase of cohesion. When the cohesion is low, the buried depth is more sensitive to the change of cohesion, the tangent of the curve is steep, and the tangent of the curve gradually becomes flat with the increase of cohesion. By linear data fitting, the curve is divided into three sections according to the slope change: the high-sensitivity area of cohesion, the low-sensitivity area of cohesion, and the medium-sensitivity area of cohesion, where the medium-sensitivity area of cohesion is located in the middle section. Based on safety considerations in this embodiment, the overall optimization principle is: take the minimum cohesion value in the medium-sensitivity area of cohesion that is not greater than the original cohesion as the modified cohesion.

[0170] Step 3: Re-determine the modified buried depth: Substitute the modified cohesion value obtained in the second step above into the model solving process of Embodiment 1 again, and replace the cohesion parameter c e provided by the geological exploration, and re-obtain the finally modified buried depth result according to the solving process of the above model solving process.

[0171] In the buried depth solving process of the large tank-type gas storage reservoir based on the limit equilibrium model in Embodiment 1, the cohesion C of the contact surface between the middle cylinder and the outer hollow frustum is calculated by multiplying the rock mass cohesion by the total rupture surface area, and the rock mass cohesion is provided by the geological exploration. Due to the limitations of the geological exploration, it often leads to an overestimation of the rock mass strength, and the failure of the surrounding rock caused by the expansion and penetration of cracks under cyclic loading is not considered. In this solution, the minimum medium-sensitivity cohesion value is found in the response curve of the buried depth to the cohesion as the buried depth calculation parameter, which can not only consider the beneficial effect of a certain bonding force on the whole section, but also equivalently simulate the low-cohesion working condition (the most unfavorable state) caused by the expansion of the surrounding rock cracks under cyclic loading. Based on this, the modified buried depth result is more reasonable, the variability of the buried depth calculation result is small, and it is more suitable for actual engineering.

[0172] Taking the example of the limit equilibrium theory model of the large tank-type gas storage reservoir in Embodiment 1, the weakening correction process of the cohesion parameter is continued to be described:

[0173] 1. Plot the cohesion - burial depth relationship curve: Based on the established burial depth control equation and the burial depth solving process, taking cohesion as the only variable, calculate the corresponding burial depths for the cohesion values in the range of 0 - 2 Mpa respectively, and plot the cohesion - burial depth relationship curve. At this time, the safety factor in the burial depth control equation is taken as the safety factor required by the actual working conditions (which can be 1.5 - 3 depending on different projects), the rupture angle is the rupture angle corresponding to the burial depth under the condition of meeting the accuracy requirements, and other parameters except cohesion and burial depth are taken as fixed values according to the actual working conditions.

[0174] 2. Determine the modified cohesion value: As shown in the box in Figure 14 , when taking the minimum cohesion value in the medium - sensitive area of cohesion not greater than the original cohesion as the modified cohesion, the corresponding cohesion at this point is 0.6 Mpa, and this value is taken as the modified cohesion.

[0175] 3. Re - determine the modified burial depth: Substitute the obtained modified cohesion parameter back into the model solving process, and the final safe burial depth is 37.63 m. That is, replace the cohesion provided by the geological exploration with the modified cohesion, and re - perform iterative calculations through the above - mentioned model solving process to obtain the final safe burial depth, reducing the variability of the burial depth calculation results caused by the limitations of geological exploration, which leads to differences in strength parameters such as cohesion and internal friction angle in actual projects. In this embodiment, by using the minimum cohesion value in the medium - sensitive area as the modified cohesion to calculate the safe burial depth, the safety factor is more abundant, and it is more applicable to the current situation where there is no clear specification and relevant research indicating the loss ratio of cohesion parameters under cyclic loading, and the selection tends to be conservative; if the project economic indicators and surrounding rock conditions are good, etc., it is also possible to preferentially choose the maximum cohesion in the medium - sensitive area as the modified cohesion, and accordingly the safe burial depth is smaller.

[0176] Through the sensitivity analysis of the cohesion parameter, the cohesion - burial depth response curve is divided into high, medium, and low - sensitive areas of cohesion according to the slope change. Taking the minimum value in the medium - sensitive area of cohesion as the selected parameter to re - calculate the final safe burial depth weakens the influence of the cohesion provided by the geological exploration, fully considers the gravity and the frictional resistance on the rupture surface, can not only consider the beneficial effect of a certain bonding force in the full cross - section, but also equivalently simulate the low - cohesion working condition (or the most unfavorable state) caused by the crack expansion of the surrounding rock of the cavern under cyclic loading, which can solve the problems that the existing rigid cone failure model does not consider the rock mass's own strength or over - estimates the cohesion, etc., making the burial depth calculation result more reasonable and greatly improving the engineering applicability.

[0177] It should be noted that in the expression description of the burial depth control equation in this article, the influencing parameters include but are not limited to several items listed in the brackets, which is only a formula simplification for the convenience of quick understanding. For example, E a外部 (β, H, F s ) in the meaning expressed, Ea外部 In addition to being related to the fracture angle β, burial depth H, and safety factor, it is actually also related to the tunnel radius R, the designed internal pressure p of the tunnel u , initiation angle α, and cohesion c of the rock mass e and other parameters.

[0178] Embodiment 3

[0179] Based on Embodiment 1, this embodiment provides an electronic device, which includes a memory and at least one processor. The memory stores a computer program, and the processor is configured to execute the computer program to implement the above calculation method.

[0180] Specifically, the above-mentioned processor may include a central processing unit (CPU), or an application specific integrated circuit (ASIC), or may be configured as one or more integrated circuits for implementing the embodiments of the present application. Among them, the memory may include a mass storage for data or instructions. By way of example and not limitation, the memory may include a hard disk drive (HDD), a floppy disk drive, a solid state drive (SSD), a flash memory, an optical disk, a magneto-optical disk, a magnetic tape, or a universal serial bus (USB) drive, or a combination of two or more of these. In appropriate cases, the memory may include removable or non-removable (or fixed) media. In appropriate cases, the memory may be internal or external to the data processing device. In a specific embodiment, the memory is non-volatile memory. In a specific embodiment, the memory includes a read-only memory (ROM) and a random access memory (RAM). In appropriate cases, the ROM may be a mask-programmed ROM, a programmable ROM (PROM), an erasable PROM (EPROM), an electrically erasable PROM (EEPROM), an electrically alterable ROM (EAROM), or a flash memory, or a combination of two or more of these.When appropriate, the RAM can be a Static Random-Access Memory (SRAM) or a Dynamic Random Access Memory (DRAM). Among them, the DRAM can be a Fast Page Mode Dynamic Random Access Memory (FPMDRAM), an Extended Date Out Dynamic Random Access Memory (EDODRAM), a Synchronous Dynamic Random-Access Memory (SDRAM), etc.

[0181] The memory can be used to store or cache various data files required for processing and / or communication, as well as possible computer program instructions executed by the processor.

[0182] The processor reads and executes the computer program instructions stored in the memory to implement any of the methods in the above embodiments. In some of these embodiments, the electronic device may further include a communication interface and a bus. Among them, the processor, the memory, and the communication interface are connected through the bus and complete communication with each other.

[0183] A bus includes hardware, software, or both, and couples components of a computer device together. The bus includes at least one of the following, without limitation: a data bus, an address bus, a control bus, an expansion bus, a local bus. By way of example and not limitation, the bus may include an Accelerated Graphics Port (AGP) or other graphics bus, an Extended Industry Standard Architecture (EISA) bus, a Front Side Bus (FSB), a Hyper Transport (HT) interconnect, an Industry Standard Architecture (ISA) bus, an InfiniBand interconnect, a Low Pin Count (LPC) bus, a memory bus, a Micro Channel Architecture (MCA) bus, a Peripheral Component Interconnect (PCI) bus, a PCI-Express (PCI-X) bus, a Serial Advanced Technology Attachment (SATA) bus, a Video Electronics Standards Association Local Bus (VLB) bus, or other suitable bus or a combination of two or more of these. In suitable cases, the bus may include one or more buses. Although embodiments of the present application describe and illustrate specific buses, the present application contemplates any suitable bus or interconnect.

[0184] Embodiment 4

[0185] Based on Embodiment 1, this embodiment provides a computer-readable storage medium, on which a computer program is stored, and when the computer program is executed, the above-described calculation method is implemented.

[0186] Those skilled in the art can understand that all or part of the steps to implement the above method embodiments can be completed by hardware related to program instructions. The foregoing program can be stored in a computer-readable storage medium. When the program is executed, it performs the steps including the above method embodiments. When the above integrated unit of the present invention is implemented in the form of a software functional unit and sold or used as an independent product, it can also be stored in a computer-readable storage medium. Based on such an understanding, the technical solution of the embodiments of the present invention, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to enable a computer device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the method described in Embodiment 1 of the present invention. The foregoing storage medium includes: various media such as removable storage devices, ROMs, magnetic disks, or optical discs that can store program codes.

[0187] The foregoing is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A calculation method for the burial depth of a large tank-type gas storage reservoir, characterized in that It includes the following steps: On the assumption that the overlying rock mass of the large tank-type gas storage reservoir undergoes anti-lifting failure along a fixed fracture angle circumferentially at the vault, the overlying rock mass that is assumed to undergo anti-lifting failure along the fixed fracture angle is divided into a first entity and a second entity. The second entity is the overlying rock mass that undergoes anti-lifting failure in the vertically upward direction at the position where the large tank-type gas storage reservoir starts to crack under the action of anti-lifting failure. The first entity is the remaining external hollow frustum after removing the second entity from the overlying rock mass that has undergone anti-lifting failure. The side surface of the first entity is the fracture surface that undergoes anti-lifting failure along the fixed fracture angle. Through force analysis, the driving force E of the second entity on the first entity is obtained respectively a外部 and the driving force E of the first entity on the second entity a中间 . According to E a外部 = E a中间 , the buried depth control equation f = E a外部 - E a中间 = 0; Therefore, the burial depth of the large tank-type gas storage reservoir is obtained by iterative solution based on the burial depth control equation.

2. The method for calculating the burial depth of a large tank-type gas storage reservoir according to claim 1, wherein The steps of obtaining the burial depth control equation by introducing the cohesive force and internal friction angle on the fracture surface include: Taking half of the first entity as the research object, according to the active force E of half of the first entity by the second entity a外部 , the cohesive force C of half of the contact surface between the first entity and the second entity, the gravity of half of the first entity, and the frictional force R on half of the fracture surface s and the cohesive force C s , establish the force balance equations in the horizontal and vertical directions respectively. After eliminating R s obtain the active force E a外部 ; Taking the second entity as the research object, based on half of the active force E of the first entity on the second entity a中间 , half of the cohesive force C of the contact surface between the first entity and the second entity, and the gravity of the second entity, establish the force balance equation in the vertical direction to obtain the active force E a中间 ; According to E a外部 = E a中间 The buried depth control equation f = E a外部 - E a中间 = 0 is obtained.

3. The method for calculating the burial depth of a large tank-type gas storage reservoir according to claim 2, characterized in that The cohesive force C of half of the contact surface between the first entity and the second entity is: the product of the rock mass cohesive force c e and half of the lateral area of the second entity.

4. A method for calculating the burial depth of a large tank type gas storage reservoir according to claim 2, characterized in that, Half of the cohesion C on the fracture surface s is: the product of the cohesion c of the rock mass e and half of the lateral area of the first entity.

5. A method for calculating the burial depth of a large tank-type gas storage reservoir according to any one of claims 1-4, characterized in that With the fracture angle β, burial depth H, and safety factor F s As the adjustment control variables, the burial depth control equation is expressed as f(β, H, F s ) = E a外部 (β, H, F s ) - E a中间 (H) = 0; The steps of calculating the burial depth of the large tank-type gas storage reservoir based on the burial depth control equation include: S1: Set the initial cyclic set burial depth H0; S2: Set the safety factor F s initially to 1, and substitute the initial cyclic setting burial depth H0 into E a外部 (β, H, F s ) to solve for the minimum value of E a外部 Set the rupture angle corresponding to the minimum value of E a外部 as the initial cyclic rupture angle β0; S3: Substitute the initial cyclic fracture angle β0 into the burial depth control equation f(β, H, F s ) to solve for the burial depth H1; S4: Compare whether the difference between H0 and H1 meets the accuracy requirement; if not, substitute H1 back into E in step S2 a外部 (β, H, F s ) Solve for the minimum value of E a外部 , and reset the fracture angle corresponding to the minimum value of E a外部 as the initial cyclic fracture angle β0, and cyclically solve the initial cyclic fracture angle β0 and the burial depth H1 until the difference between H0 and H1 meets the accuracy requirement; When the difference between H0 and H1 meets the accuracy requirement, determine the burial depth H1 and the initial cyclic fracture angle β0; S5: Substitute the initial cyclic rupture angle β0 corresponding to the case where the accuracy requirement is met into the burial depth control equation f(β, H, F s ) = 0, and reset the safety factor F according to the design requirements s , and solve for the final safe burial depth H.

6. A method for calculating the burial depth of a large tank-type gas storage reservoir according to claim 5, characterized in that In step S1, when E a中间 (H) = 0, the initial cyclic setting burial depth H0 is calculated.

7. A method for calculating the burial depth of a large tank-type gas storage reservoir according to claim 5, characterized in that When the buried depth control equation f is related to the cohesion c of the rock mass e it further includes a step S6 of weakening and correcting the cohesion of the rock mass: S61: When obtaining the initial loop rupture angle β0 that meets the requirements and resetting the safety factor F according to the actual working conditions s under the condition that the cohesion c of the rock mass e is used as the independent variable and the buried depth H is used as the dependent variable, the buried depth control equation is expressed as: f(H, c e ) = 0, and the buried depths corresponding to the cohesion within a certain interval are calculated respectively, and the cohesion-buried depth relationship curve is plotted; S62: Divide the cohesive force-burial depth relationship curve into three sections in sequence by linear data fitting and according to the slope change, and select any cohesive force value in the middle section of the three sections as the corrected cohesive force; S63: Substitute the corrected cohesive force back into steps S1-S5 to calculate the corrected final safe burial depth.

8. A method for calculating the burial depth of a large tank-type gas storage reservoir according to claim 7, characterized in that, In the middle section of the cohesive force-burial depth relationship curve, use the minimum cohesive force value in the middle section that is not greater than the original cohesive force as the corrected cohesive force.

9. An electronic device, characterized in that, The electronic device includes a memory and at least one processor. The memory stores a computer program, and the processor is configured to execute the computer program to implement the burial depth calculation method according to any one of claims 1-8.

10. A computer-readable storage medium, characterized in that, A computer program is stored on the computer-readable storage medium, and when the computer program is executed, it implements the burial depth calculation method according to any one of claims 1-8 above.

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