Design method for steel lining wall thickness of high internal pressure underground gas storage based on joint bearing

Abstract

This invention relates to the interdisciplinary fields of underground rock engineering and pressure vessel structural safety, specifically to a method for designing the wall thickness of steel linings in high-pressure underground gas storage facilities based on joint load-bearing. This invention establishes a joint load-bearing structural model of the steel lining and surrounding rock, upgrading the traditional model of the steel lining bearing pressure alone to a collaborative stress-bearing model. Through mechanical calculations, the internal pressure sharing effect of the surrounding rock is quantified, avoiding the thickness redundancy caused by neglecting the contribution of the surrounding rock stiffness, effectively reducing the cost of the steel lining and the amount of welding work. Secondly, based on cyclic working loads, the actual stress amplitude of the steel lining is calculated, establishing a quantitative correlation between rock mass characteristics, cyclic pressure, and the stress state of the steel lining, solving the problem that traditional methods cannot quantify fatigue risk. Finally, through multi-dimensional constraint verification and iterative optimization, it ensures that the steel lining simultaneously meets fatigue, static, and structural requirements, achieving wall thickness reduction while ensuring safety, thus balancing engineering safety, economy, and construction feasibility.

Description

Technical Field

[0001] This invention relates to the cross-technical fields of underground rock engineering and pressure vessel structural safety, specifically to a design method for the steel lining wall thickness of high-pressure underground gas storage facilities based on combined load-bearing capacity. Background Technology

[0002] The steel lining of a high-pressure underground gas storage facility is a core component ensuring the sealing and load-bearing safety of the cavern; its design directly determines the safety and economy of the project. Current steel lining designs often adopt the traditional self-pressure-bearing approach, simplifying the steel lining into a thin-shell pressure vessel that independently bears internal pressure, using formulas... = / Directly determining the thickness of the steel lining without considering the bearing capacity contribution of the surrounding rock not only resulted in an excessively thick steel lining and high project costs, but also significantly increased the workload and difficulty of on-site welding construction.

[0003] Meanwhile, gas storage facilities are in a state of continuous cyclic filling and discharging, and repeated changes in internal pressure can easily lead to fatigue failure of the steel lining. However, existing technologies have not yet established a quantitative correlation between rock mass stiffness, burial depth, cyclic pressure and fatigue life of steel lining. It is impossible to quantify the fatigue risk of steel lining under cyclic pressure, and it is difficult to take into account the multiple requirements of static load-bearing capacity, fatigue safety and economical construction. This restricts the scientific and rational design of steel lining for high-pressure underground gas storage facilities. Summary of the Invention

[0004] In view of this, embodiments of the present invention provide a steel lining wall thickness design method for high internal pressure underground gas storage based on combined bearing capacity, in order to solve the problems of traditional steel lining design not considering the combined bearing capacity of the surrounding rock, resulting in thickness redundancy, high cost, and inability to quantify the fatigue risk of steel lining under the coupled effect of cyclic pressure and rock mass characteristics.

[0005] In a first aspect, embodiments of the present invention provide a method for designing the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, the method comprising: Obtain the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel linings; A combined load-bearing structure model of steel lining and surrounding rock is established using the aforementioned basic parameters. Based on the combined load-bearing structure model of steel lining and surrounding rock, stress and deformation analysis is performed to obtain the actual stress state of the steel lining under the corresponding candidate steel lining design thickness. The actual stress state of the steel lining is verified according to the safety verification constraints of different dimensions, and the verification results of the corresponding candidate steel lining design thickness are obtained. The target steel lining design thickness that simultaneously meets all safety verification constraints is selected using the verification results.

[0006] Furthermore, the establishment of the combined load-bearing structure model of the steel lining and surrounding rock using the aforementioned basic parameters includes: Based on the gas storage geometry and candidate steel lining design thickness, the inner boundary of the steel lining, the contact boundary between the steel lining and the surrounding rock, and the equivalent outer boundary of the surrounding rock are determined. Based on this, the steel lining area and the surrounding rock area are divided to form a radial calculation partition for the combined bearing capacity analysis of the steel lining and the surrounding rock. Based on the working load, the internal pressure of the gas storage tank and the external constraint load of the surrounding rock are set to determine the corresponding load conditions. The load conditions include the internal pressure of the gas storage tank applied to the inner boundary of the steel lining and the external constraint load of the surrounding rock applied to the equivalent outer boundary of the surrounding rock. The external constraint load of the surrounding rock can be taken as the equivalent far-field pressure according to the geostress conditions, or it can be taken as zero in the simplified calculation. The structural elastic parameters and deformation characteristics are assigned based on the properties of the steel and surrounding rock materials, and the material property configuration is determined based on the structural elastic parameters and deformation characteristics. Based on the radial calculation partition, the load conditions and the material property configuration, a joint bearing assumption of complete coordinated deformation between the steel lining and the surrounding rock, i.e., continuous radial displacement of the contact surface between the steel lining and the surrounding rock, is set, and a joint bearing structure model of steel lining-surrounding rock is constructed.

[0007] Furthermore, the stress-deformation analysis based on the combined load-bearing structure model of the steel lining and surrounding rock to obtain the actual stress state of the steel lining includes: Based on the combined bearing structure model of steel lining and surrounding rock, a double-layer structure calculation partition is divided to adapt to the design thickness of the candidate steel lining. The double-layer structure calculation partition includes the steel lining region and the surrounding rock region. Obtain the mechanical boundary conditions corresponding to the computational partition of the two-layer structure; The properties of the steel and surrounding rock materials and the working load parameters are imported into the steel lining and surrounding rock joint bearing structure model, and the overall internal force and coordinated deformation of the double-layer structure are calculated in combination with the mechanical boundary conditions to obtain the overall stress and strain distribution of the structure. From the overall stress and strain distribution of the structure, the circumferential and radial internal forces and deformation characteristics of the corresponding area of ​​the steel lining are extracted to obtain the actual stress state of the steel lining.

[0008] Furthermore, obtaining the mechanical boundary conditions corresponding to the computational partition of the double-layer structure includes: For the calculation partition of the double-layer structure, the inner wall pressure boundary and the far-field outer constraint boundary of the surrounding rock of the gas storage are set respectively, and the displacement coordination and continuity requirements of the contact surface between the steel lining and the surrounding rock are set. The pressure-bearing boundary, the constraint boundary, and the displacement coordination and continuity requirement are taken as mechanical boundary conditions.

[0009] Furthermore, the safety verification constraints in different dimensions include: fatigue performance constraints, static strength constraints, and construction structure constraints.

[0010] Furthermore, the verification of the actual stress state of the steel liner according to safety verification constraints of different dimensions, to obtain the verification result of the corresponding candidate steel liner design thickness, includes: Based on the fatigue performance, static strength, and safety check constraints corresponding to the construction structure, stress and deformation indices corresponding to the actual stress state of the steel lining under the candidate steel lining design thickness are matched respectively. The stress and deformation indices of the steel lining are compared with the constraint limits of various structural constraints to generate verification results corresponding to the design thickness of the candidate steel lining.

[0011] Furthermore, the step of using the verification results to select the target steel liner design thickness that simultaneously satisfies all structural deformation constraints includes: Based on the verification results corresponding to the candidate steel lining design thickness, determine whether the candidate steel lining design thickness meets all structural deformation constraints. If the condition is met, the candidate steel lining design thickness is locked and included in the set of alternative design thicknesses. The most economical and reasonable thickness value that meets all constraints is selected from the set of alternative design thicknesses to determine the target steel lining design thickness. Alternatively, if the condition is not met, the parameter values ​​of the candidate steel lining design thickness are adjusted, and the stress state of the steel lining is recalculated in the stress and deformation analysis stage.

[0012] Secondly, embodiments of the present invention provide a design device for the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, the device comprising: The acquisition module is used to acquire the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel linings. The analysis module is used to establish a combined load-bearing structure model of steel lining and surrounding rock using the basic parameters, and to perform stress and deformation analysis based on the combined load-bearing structure model of steel lining and surrounding rock to obtain the actual stress state of steel lining under the corresponding candidate steel lining design thickness. The verification module is used to verify the actual stress state of the steel lining according to the safety verification constraints of different dimensions, and to obtain the verification result of the corresponding candidate steel lining design thickness. The filtering module is used to filter out the target steel lining design thickness that simultaneously meets all safety verification constraints using the verification results.

[0013] Thirdly, embodiments of the present invention provide a computer device, including: a memory and a processor, the memory and the processor being communicatively connected to each other, the memory storing computer instructions, and the processor executing the computer instructions to perform the method described in the first aspect or any corresponding embodiment thereof.

[0014] Fourthly, embodiments of the present invention provide a computer-readable storage medium storing computer instructions that cause a computer to perform the method described in the first aspect or any of its corresponding embodiments.

[0015] This application upgrades the traditional design mode where only the steel lining bears pressure to a collaborative stress-bearing model of the steel lining and surrounding rock by establishing a joint bearing structure model of the steel lining and surrounding rock. Through mechanical calculations, the stiffness support and internal pressure sharing effects of the surrounding rock on the steel lining are quantified, avoiding the steel lining thickness redundancy problem caused by neglecting the contribution of the surrounding rock in traditional self-bearing designs. This reduces the steel lining wall thickness and project cost, and decreases the amount of on-site welding work. Secondly, in the stress-deformation analysis, key stress indicators such as the actual stress amplitude of the steel lining are calculated by combining the working load of the gas storage tank's cyclic filling and discharging. A quantitative correlation is established between rock mass stiffness, burial depth, cyclic pressure, and the stress state of the steel lining. Furthermore, through multi-dimensional safety verification and constraint checks of fatigue performance, static strength, and construction structure, the fatigue risk of the steel lining under the coupled action of cyclic pressure and rock mass characteristics can be quantified, ensuring that the steel lining simultaneously meets the requirements of fatigue safety, static bearing capacity, and construction structure. Finally, by iteratively optimizing the target steel lining design thickness to meet all constraints, the wall thickness was simplified and optimized while ensuring structural safety and sealing performance. This approach balanced engineering safety, economy, and construction feasibility, effectively solving the problems of traditional steel lining design methods. Attached Figure Description

[0016] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0017] Figure 1 This is a flowchart illustrating the design method for steel lining wall thickness of high internal pressure underground gas storage based on joint bearing according to some embodiments of the present invention. Figure 2 This is a schematic diagram of a double-layer structure of a gas storage tank according to some embodiments of the present invention; Figure 3 This is a structural block diagram of a steel lining wall thickness design device for a high internal pressure underground gas storage facility based on combined bearing, according to an embodiment of the present invention. Figure 4This is a schematic diagram of the hardware structure of a computer device according to an embodiment of the present invention. Detailed Implementation

[0018] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] According to embodiments of the present invention, a method for designing the steel lining wall thickness of a high internal pressure underground gas storage facility based on combined bearing is provided. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Furthermore, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0020] This embodiment provides a method for designing the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity. Figure 1 This is a flowchart of a design method for the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, according to an embodiment of the present invention. Figure 1 As shown, the process includes the following steps: Step S101: Obtain the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel lining.

[0021] In this embodiment, the geometric dimensions are structural geometric parameters such as the radial profile of the gas storage cavern, the inner and outer radii of the steel lining, and the boundary range of the surrounding rock; the working load includes the highest working internal pressure, the lowest working internal pressure, and the number of load cycles under the cyclic filling and discharging conditions of the gas storage; the properties of the steel and surrounding rock materials include mechanical indicators such as the elastic modulus, Poisson's ratio, and yield strength of the steel lining and the surrounding rock; the candidate steel lining design thickness is a pre-given initial steel lining wall thickness value used for iterative calculation.

[0022] In this embodiment, geometric dimensional parameters such as the radial dimensions of the gas storage cavern, the inner and outer radii of the steel lining, and the boundary range of the surrounding rock are collected and entered. Working load parameters such as the highest working internal pressure, the lowest working internal pressure, and the number of load cycles under the cyclic filling and discharging conditions of the gas storage are also entered. Material property parameters such as the elastic modulus, Poisson's ratio, and yield strength of the steel lining and the surrounding rock are collected. At the same time, a set of initial wall thicknesses for iterative calculations is given as candidate steel lining design thicknesses. These parameters are summarized and integrated to form a complete set of basic parameters for the gas storage, providing all the original input conditions for subsequent modeling, stress calculation, and thickness optimization.

[0023] As an example, the basic parameters include: ① Geometric dimensions: inner radius of the steel liner a, outer radius of the steel liner (inner radius of the surrounding rock) c, and steel liner thickness t=ca; the outer boundary of the surrounding rock can be treated as an infinite domain, or the equivalent far-field boundary radius b can be used for calculation. ② Working loads: internal pressure p, and far-field external pressure σ of the surrounding rock. h The value can be 0 or the stress can be superimposed. ③ Properties of steel and surrounding rock materials: Elastic modulus E of steel lining s Poisson ratio v s Elastic modulus E of surrounding rock m Poisson ratio v m The steel lining is completely bonded to the surrounding rock and undergoes coordinated deformation under internal pressure, with continuous radial displacement.

[0024] Step S102: Establish a combined load-bearing structure model of steel lining and surrounding rock using basic parameters, and perform stress and deformation analysis based on the combined load-bearing structure model of steel lining and surrounding rock to obtain the actual stress state of steel lining under the corresponding candidate steel lining design thickness.

[0025] In this embodiment, the steel lining and surrounding rock joint bearing structure model simplifies the circular gas storage tank into a double-layer thick-walled cylindrical structure with the steel lining and surrounding rock tightly bonded together. It is a mechanical calculation model constructed by following the bearing mechanism of interlayer coordinated deformation, continuous radial displacement, and the joint bearing of internal pressure load by the surrounding rock and the steel lining. The stress and deformation analysis is carried out by calculating the internal forces and deformations based on the elastic theory of double-layer thick-walled cylinders. The actual stress state of the steel lining specifically refers to the internal force and deformation response of the steel lining, such as radial stress, circumferential stress, strain, and radial displacement, under the candidate steel lining design thickness.

[0026] Specifically, based on the obtained geometric dimensions, working load, material properties, and candidate steel lining design thickness, the circular gas storage facility is simplified into a double-layer thick-walled cylindrical structure with the steel lining tightly bonded to the surrounding rock. Basic assumptions are set regarding complete bonding, coordinated deformation, and continuous radial displacement between the steel lining and the surrounding rock, thus constructing a joint bearing structure model of the steel lining and surrounding rock. Then, based on this model, a double-layer calculation zone is divided between the steel lining and the surrounding rock. Mechanical boundary conditions are set for inner wall bearing pressure, far-field constraint of the surrounding rock, and continuous interlayer displacement. Substituting material and load parameters, the overall internal force and coordinated deformation are calculated based on the elastic theory of double-layer thick-walled cylinders. The radial stress, circumferential stress, strain, and displacement indices of the steel lining under the candidate steel lining design thickness are extracted to obtain the actual stress state of the steel lining.

[0027] Step S103: Verify the actual stress state of the steel lining according to the safety verification constraints of different dimensions, and obtain the verification results of the corresponding candidate steel lining design thickness.

[0028] In this embodiment, the safety verification constraints of different dimensions include three dimensions: fatigue performance constraints, static strength constraints, and construction constraints. Among them, the fatigue performance constraints control the fatigue life of the steel lining according to the nominal stress amplitude in accordance with the "Steel Structure Design Standard". The static strength constraints control the stress level of the steel lining membrane with the yield strength of the steel as the limit. The construction constraints limit the minimum wall thickness to meet the requirements of on-site construction, corrosion resistance, and welding process. The verification result is the compliance judgment conclusion obtained by verifying the stress and deformation index of the steel lining against the three types of constraint limits for the candidate steel lining design thickness.

[0029] Specifically, fatigue performance, static strength, and construction details are used as three dimensions for safety verification constraints. Based on the "Steel Structure Design Standard", fatigue allowable stress amplitude constraint limits are set, static strength constraint limits are set based on the yield strength of steel, and minimum structural wall thickness constraint limits are set in combination with construction welding and anti-corrosion requirements. The stress and deformation indices of the steel lining corresponding to the candidate steel lining design thickness are matched, and the actual indices are compared with the constraint limits of each dimension one by one. Fatigue life verification, static strength verification, and structural thickness verification are completed respectively. The overall compliance verification result of the corresponding candidate steel lining design thickness is formed by combining the individual judgment results.

[0030] Step S104: Use the verification results to select the target steel lining design thickness that simultaneously meets all safety verification constraints.

[0031] In this embodiment of the application, the verification result is the compliance judgment result of the three constraints of fatigue, static strength and construction structure corresponding to the design thickness of each candidate steel lining; the target steel lining design thickness is the final steel lining design thickness that can simultaneously meet the fatigue safety requirements, static strength requirements and construction structure requirements after iterative adjustment of wall thickness, repeated modeling calculation and multi-dimensional verification, and achieves simplified wall thickness, economic rationality and balance of structural bearing and sealing function by relying on the joint bearing characteristics of steel lining and surrounding rock.

[0032] Specifically, based on the verification results corresponding to each candidate steel lining design thickness, it is determined whether the current wall thickness simultaneously meets all constraints of fatigue, static strength, and construction structure. If the constraints are not met, the steel lining wall thickness parameters are automatically adjusted, and the process returns to the modeling and stress-deformation analysis stage to recalculate and repeat the multi-dimensional verification. If all constraints are met, the wall thickness is included in the candidate design thickness set. Finally, from the candidate thickness set, the value that takes into account the combined load-bearing characteristics, structural safety, construction conditions, and is economically reasonable is selected and determined as the target steel lining design thickness that meets all safety verification constraints.

[0033] In one embodiment of this application, a combined load-bearing structure model of steel lining and surrounding rock is established using basic parameters, including: Step A1: Based on the geometric dimensions of the gas storage facility and the design thickness of the candidate steel lining, determine the inner boundary of the steel lining, the contact boundary between the steel lining and the surrounding rock, and the equivalent outer boundary of the surrounding rock. Based on this, divide the steel lining area and the surrounding rock area to form a radial calculation partition for the joint bearing capacity analysis of the steel lining and the surrounding rock.

[0034] In this embodiment, firstly, based on the actual engineering cavern geometry of the gas storage facility, the overall radial profile of the circular cross-section of the gas storage facility, the inner diameter of the cavern, and the reference range of the infinitely extended boundary of the surrounding rock are determined. Then, combined with the pre-set candidate steel lining design thickness, the inner radial boundary of the steel lining, the interface between the steel lining and the surrounding rock, and the outer extension boundary of the surrounding rock are defined, thus completing the radial partitioning of the steel lining area and the surrounding rock area, clearly defining the radial distribution range and physical boundary range of each of the two-layer structures.

[0035] Based on this, and taking into account the radial partitioning and boundary range, and according to the morphological characteristics of the double-layer thick-walled cylindrical structure, the annular nested spatial structure of the gas storage tank with steel lining embedded and surrounding rock encased is restored, and the overall radial calculation partitioning including radial dimensions, layer boundaries, and structural morphology is fully constructed.

[0036] Step A2: Set the internal working pressure of the gas storage tank and the external constraint load of the surrounding rock according to the working load, and determine the corresponding load conditions.

[0037] In this embodiment, based on the working load parameters corresponding to the actual operating conditions of the gas storage facility, key load indicators such as the highest working internal pressure, the lowest working internal pressure, and the number of load cycles during the cyclic charging and discharging process are extracted. The internal medium pressure of the gas storage facility is set as the uniformly distributed pressure of the inner wall of the steel lining. At the same time, the far-field external constraint load of the surrounding rock is set according to the stress distribution characteristics of the surrounding rock. The external load can be set to zero or stress superposition processing can be performed according to the actual operating conditions. By defining the magnitude and action form of the inner wall bearing load and the boundary action mode of the outer constraint load of the surrounding rock, the conditions of all external forces acting on the double-layer structure are clarified and integrated to form the load conditions. The load conditions include the internal pressure of the gas storage facility applied to the inner boundary of the steel lining and the external constraint load of the surrounding rock applied to the equivalent outer boundary of the surrounding rock. The external constraint load of the surrounding rock can be taken as the equivalent far-field pressure according to the stress conditions, or it can be taken as zero in simplified calculations.

[0038] Step A3: Assign structural elastic parameters and deformation characteristics based on the properties of steel and surrounding rock materials, and determine material property configuration based on structural elastic parameters and deformation characteristics.

[0039] In this embodiment, based on the pre-obtained performance parameters of steel and surrounding rock materials, the core mechanical indicators such as the elastic modulus, Poisson's ratio, and yield strength of the steel lining and the elastic modulus and Poisson's ratio of the surrounding rock mass are extracted respectively. According to the respective zoning attributes of the double-layer structure, the elastic parameters, deformation characteristics, and strength indicators of the steel lining structure and the surrounding rock structure are assigned values ​​one by one, clarifying the elastic deformation law, lateral deformation characteristics, and ultimate bearing capacity of the two different media.

[0040] After assigning material parameters to each region, the mechanical property parameters of the steel lining and surrounding rock are standardized and uniformly organized to form a standardized material property configuration that can be directly imported into the mechanical model. This configuration follows the constitutive characteristics of the rock mass and steel structure materials, meets the requirements of the elastic theory calculation of double-layer thick-walled cylinders, and can reflect the differences in deformation response and joint stress characteristics of the steel lining and surrounding rock under load.

[0041] Step A4: Based on the radial calculation partition, load conditions and material property configuration, set the assumption of fully coordinated deformation between the steel liner and the surrounding rock, that is, the joint bearing assumption of continuous radial displacement of the contact surface between the steel liner and the surrounding rock, and construct the steel liner-surrounding rock joint bearing structure model.

[0042] In this embodiment, the generated structural radial calculation partitions, load conditions, and material property configurations form the basic framework. Following the double-layer joint bearing design mechanism of this invention, the contact assumption is set that the steel lining and the surrounding rock are completely and tightly bonded without relative slippage. At the same time, it is limited that the steel lining and the surrounding rock generate synergistic stress and coordinated deformation under the action of internal pressure load, and the radial displacement of the interlayer contact surface remains continuously distributed, which conforms to the basic mechanical assumption of the joint bearing of double-layer thick-walled cylinder.

[0043] Based on the established radial calculation partitions of the structure, load action mode, material mechanical properties, and interlayer coordinated deformation constraints, and following the mechanical analysis framework of an elastic thick-walled cylinder, a steel lining-surrounding rock joint bearing structure model is constructed by integrating four core elements: geometry, load, material, and deformation assumptions. This model can reflect the joint bearing and coordinated deformation mechanism of the steel lining and surrounding rock in a gas storage facility. The model abandons the traditional design concept of steel lining bearing alone and includes the surrounding rock in the category of the main bearing body, which can quantify the stiffness ratio and internal force distribution law of the steel lining and surrounding rock.

[0044] In one embodiment of this application, stress-deformation analysis is performed based on a combined load-bearing structure model of steel lining and surrounding rock to obtain the actual stress state of the steel lining, including: Step B1: Based on the combined bearing structure model of steel lining and surrounding rock, divide the double-layer structure calculation partitions to match the design thickness of the candidate steel lining. The double-layer structure calculation partitions include the steel lining area and the surrounding rock area.

[0045] In this embodiment, based on the already constructed steel lining and surrounding rock joint bearing structure model, and using the candidate steel lining design thickness as the basis for layered control, combined with the characteristics of the gas storage tank's circular cross-section double-layer thick-walled cylindrical structure, the overall model is finely divided into regions according to radial dimension limits. The inner radial starting boundary and outer interface boundary of the steel lining are determined based on the candidate steel lining design thickness. The annular area inside the interface is defined as the steel lining region, and the area extending infinitely from the outer side of the interface to the surrounding rock is defined as the surrounding rock region, thus completing the calculation and partitioning of the double-layer structure adapted to the candidate steel lining wall thickness.

[0046] This partitioning follows the actual structural construction of the gas storage facility and the elastic theory partitioning principle of the double-layer thick-walled cylinder. It matches the radial space ratio corresponding to the design thickness of the candidate steel lining, clarifies the calculation range, radial interval and structural hierarchy relationship of the steel lining area and the surrounding rock area, so that each calculation partition has an independent geometric range and mechanical analysis unit attribute.

[0047] Step B2: Obtain the mechanical boundary conditions corresponding to the calculation partition of the double-layer structure.

[0048] In this embodiment, firstly, a stress-bearing boundary is set for the inner wall of the gas storage steel lining to withstand the internal working pressure, simulating the uniformly distributed load of the medium pressure on the inner wall of the steel lining during the gas filling and releasing process. Secondly, a far-field outer constraint boundary for the surrounding rock is set. Based on the mechanical properties of the surrounding rock, the outer boundary is set as a stress constraint or a free expansion boundary, which can be superimposed or zeroed according to the actual geostress conditions. At the same time, a displacement coordination and continuous boundary condition is set for the interface between the steel lining and the surrounding rock, limiting the contact surface of the two-layer structure to have no relative slippage and synchronous changes in radial displacement, satisfying the joint bearing assumption of fully bonded and coordinated deformation. The inner wall pressure-bearing boundary, the far-field constraint boundary of the surrounding rock, and the interlayer displacement continuous boundary are integrated to form mechanical boundary conditions adapted to the calculation partition of the double-layer structure.

[0049] In one embodiment of this application, obtaining the mechanical boundary conditions corresponding to the calculation partition of the double-layer structure includes: setting the inner wall pressure boundary of the gas storage and the outer constraint boundary of the far field of the surrounding rock for the calculation partition of the double-layer structure, and setting the displacement coordination and continuity requirements of the contact surface between the steel lining and the surrounding rock; and taking the pressure boundary, the constraint boundary and the displacement coordination and continuity requirements as mechanical boundary conditions.

[0050] Specifically, such as Figure 2 As shown, a circular cross-section gas storage facility is simplified into a double-layer thick-walled cylindrical structure consisting of a steel liner and an equivalent bearing layer of surrounding rock. The equivalent bearing layer of surrounding rock may include the surrounding rock itself, or it may include a concrete liner and surrounding rock that share the load. Treating the surrounding rock as the primary load-bearing component allows for a reduction in the design thickness of the steel liner, enabling a thinner steel liner to provide sealing. The steel liner and surrounding rock are considered to deform in complete harmony.

[0051] For a flexible, thick-walled cylinder, the basic form of the Lamé solution is: .

[0052] 1) Radial stress and deformation in the steel lining region (a≤r≤c): .

[0053] 2) Surrounding rock region (c≤r≤b): .

[0054] Among them, the mechanical boundary conditions are: ①When r=a, ; ②When r=b, ; ③When r=c, .

[0055] From the above simultaneous equations, the coefficients A1 and B1 can be solved: .

[0056] .

[0057] Where β is the relative circumferential stiffness ratio, which can be understood as the ratio of the steel lining's ability to resist expansion to the surrounding rock's ability to resist expansion, i.e.: .

[0058] Step B3 involves importing the properties of the steel and surrounding rock materials and the working load parameters into the combined bearing structure model of the steel lining and surrounding rock, and then calculating the overall internal force and coordinated deformation of the double-layer structure in conjunction with the mechanical boundary conditions to obtain the overall stress and strain distribution of the structure.

[0059] In this embodiment of the application, the pre-acquired performance parameters of steel and surrounding rock materials and the working load parameters of the gas storage tank are uniformly imported into the joint bearing structure model of steel lining and surrounding rock. The material performance parameters include mechanical indicators such as the elastic modulus, Poisson's ratio, and yield strength of steel and surrounding rock. The working load parameters include working condition parameters such as the highest working internal pressure, the lowest working internal pressure, and the number of cyclic loads.

[0060] Simultaneously, by associating and binding mechanical boundary conditions, and relying on the elastic theory of double-layer thick-walled cylinders and the calculation principle of Lame solution, the overall internal force and coordinated deformation of the double-layer structure are calculated. The model defines the constitutive deformation characteristics of each zone according to the input material parameters, applies internal and external loads according to the working load, and constrains the stress and deformation state of each boundary according to the mechanical boundary conditions. The simulation simulates the mechanical response process of the steel lining and surrounding rock jointly bearing and coordinating deformation under internal pressure, and solves the radial stress, circumferential stress, strain and displacement variation laws at all locations in the entire structure. Finally, the complete stress and strain distribution results of the entire structure are output, reflecting the overall stress and deformation of the double-layer structure under the candidate steel lining design thickness.

[0061] Step B4: Extract the circumferential and radial internal forces and deformation characteristics of the corresponding area of ​​the steel lining from the overall stress and strain distribution of the structure to obtain the actual stress state of the steel lining.

[0062] In this embodiment, based on the obtained overall structural stress-strain distribution results, the mechanical response data of the corresponding area of ​​the steel lining is located and extracted from the overall global data according to the defined radial range of the steel lining area. Characteristic indicators such as circumferential internal force, radial internal force, structural strain, and radial deformation at key locations within the steel lining area are extracted one by one. The stress level, strain magnitude, and displacement deformation of the steel lining under the combined load-bearing mode are summarized and compiled. Irrelevant mechanical data of the surrounding rock area are eliminated, and only the stress and deformation parameters specific to the steel lining are retained.

[0063] By standardizing, screening, and integrating the extracted indicators, the stress state, strain response, and deformation characteristics of the steel lining under the candidate steel lining design thickness are quantified, forming a complete actual stress state of the steel lining. This stress state can be directly used for subsequent multi-dimensional constraint verification of fatigue performance, static strength, and construction structure, realizing the transformation of the overall structural calculation results into steel lining special design verification parameters, and providing a quantitative basis for subsequent wall thickness compliance judgment.

[0064] In one embodiment of this application, the safety verification constraints of different dimensions include: fatigue performance constraints, static strength constraints, and construction structure constraints.

[0065] The process involves verifying the actual stress state of the steel lining according to safety check constraints of different dimensions, and obtaining the verification results for the corresponding candidate steel lining design thickness. This includes: matching the stress and deformation indices corresponding to the actual stress state of the steel lining under the candidate steel lining design thickness based on the safety check constraints corresponding to fatigue performance, static strength, and construction structure; and comparing the stress and deformation indices of the steel lining with the constraint limits of various structural constraints to generate the verification results for the corresponding candidate steel lining design thickness.

[0066] As an example, (1) the safety check constraint corresponding to fatigue performance refers to the constraint limit set according to the structural classification method based on nominal stress amplitude in accordance with the "Steel Structure Design Standard" GB50017 to ensure that the steel lining does not suffer fatigue failure under the long-term cyclic filling and discharging conditions of the gas storage tank. This constraint is calculated based on the highest and lowest working internal pressure difference of the gas storage tank to determine the nominal stress amplitude of the steel lining, and then based on the number of cycles, component connection category parameters C2 and β2, and fatigue partial factor γ. M,fat The allowable stress amplitude for constant-amplitude fatigue [Δσ] is determined, and the final requirement is the actual stress amplitude Δσ of the steel lining. s The ratio of the allowable stress amplitude to the partial factor is not greater than the value used to verify the fatigue resistance of the steel lining.

[0067] ① Under cyclic filling and discharging conditions, the highest working internal pressure of the gas storage tank is p. max The minimum working internal pressure is p min The calculated nominal stress amplitude of the steel lining under this internal pressure difference condition is:

[0068] ② Based on the "Steel Structure Design Standard" GB50017, fatigue calculation of steel structures adopts the traditional structural classification method based on nominal stress amplitude. The fatigue calculation formula based on the normal stress amplitude in the formula is as follows:

[0069] In the formula, [Δσ] is the allowable normal stress amplitude for constant amplitude fatigue; n is the number of cycles; C2 and β2 are the relevant parameters of the component and connection, and their values ​​are determined according to the categories specified in the standard.

[0070] The stress amplitude Δσ of the steel lining should satisfy the fatigue criterion: .

[0071] In the formula, γ M,fat This is the fatigue partial factor, and its value is taken according to the specification.

[0072] (2) The safety check constraint corresponding to static strength refers to the strength control limit set to ensure that the steel lining does not yield under the action of the highest working internal pressure. This constraint is first calculated based on the stiffness distribution coefficient β between the steel lining and the surrounding rock, to determine the maximum membrane stress σ generated by the steel lining under internal pressure. m Combined with the yield strength f of the steel Tensile strength reduction factor χ and material partial factor γ M,0 The strength limit is determined, and the maximum membrane stress σ of the steel liner is ultimately required. m The static bearing capacity of the steel lining should not exceed this limit to verify its static bearing capacity and avoid plastic deformation or yield failure.

[0073] For example, the calculation of the maximum membrane stress of the steel liner: In the formula, σm is the maximum membrane stress of the steel lining.

[0074] The maximum membrane stress of the steel liner should meet the strength criterion: In the formula, f y χ represents the yield strength of the steel lining. y γ is the tensile strength reduction factor, taken from the reference code for tension members; M,0 This is the material partial factor, a safety factor that takes into account the statistical dispersion of materials, and is taken from the standard.

[0075] (3) The safety verification constraint corresponding to the construction structure refers to the minimum design wall thickness limit of the steel lining set to meet the requirements of on-site welding, anti-corrosion construction, installation process and long-term service stability of the steel lining. This limit is determined by combining the on-site construction conditions of the gas storage project, the processing and welding process of the steel lining plate, the corrosion allowance, and the industry's general construction requirements. It is not directly related to the mechanical properties of the steel lining material and the internal pressure load, but only serves as a mandatory control condition at the construction level. The subsequent verification process using this constraint is as follows: based on the candidate steel lining design thickness, extract its corresponding actual wall thickness parameter, compare the wall thickness with the minimum wall thickness limit set by the construction structure constraint, and determine whether the candidate steel lining design thickness is not less than the construction limit, thereby completing the compliance judgment of the construction structure dimension.

[0076] In one embodiment of this application, the target steel lining design thickness that simultaneously satisfies all safety verification constraints is selected using the verification results. This includes: determining whether the candidate steel lining design thickness satisfies all safety verification constraints based on the verification results corresponding to the candidate steel lining design thickness; if it is determined to be satisfied, locking the candidate steel lining design thickness and including it in the candidate design thickness set; selecting the most economical and reasonable thickness value that meets all constraints from the candidate design thickness set to determine the target steel lining design thickness; or, if it is determined to be unsatisfactory, adjusting the parameter values ​​of the candidate steel lining design thickness and returning to the stress deformation analysis stage to recalculate the stress state of the steel lining.

[0077] Specifically, based on the three types of verification results corresponding to the candidate steel lining design thickness—fatigue performance, static strength, and construction structure—it is determined whether the wall thickness simultaneously meets all safety check constraint requirements. If it is determined that any constraint is not met, the parameter values ​​of the candidate steel lining design thickness are adjusted according to the type of constraint not met (such as excessive fatigue stress amplitude, insufficient static strength, or insufficient structural thickness). For example, the wall thickness may be appropriately increased or the wall thickness range may be finely adjusted. Then, the process returns to the stress and deformation analysis stage, the model is re-established, the stress, strain, and stress state of the steel lining under the new wall thickness are calculated, and multi-dimensional verification is carried out again.

[0078] If it is determined that all safety verification constraints are met simultaneously, the candidate steel lining design thickness is locked as the compliant wall thickness and included in the set of alternative design thicknesses. After multiple rounds of iterative calculations, an economic rationality assessment is conducted on all compliant alternative design thicknesses in the set. Combining material costs, construction difficulty, and engineering economy, the thickness with the most conciseness and the most reasonable cost is selected under the premise of meeting all safety and structural requirements. Finally, the target design thickness of the steel lining of the high internal pressure underground gas storage is determined.

[0079] This embodiment also provides a design device for the steel lining wall thickness of a high-pressure underground gas storage facility based on combined bearing capacity. This device is used to implement the above embodiments and preferred embodiments, and details already described will not be repeated. As used below, the term "module" can refer to a combination of software and / or hardware that performs a predetermined function. Although the device described in the following embodiments is preferably implemented in software, hardware implementation, or a combination of software and hardware, is also possible and contemplated.

[0080] This embodiment provides a design device for the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, such as... Figure 3 As shown, it includes: The acquisition module 401 is used to acquire the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel linings. Analysis module 402 is used to establish a combined load-bearing structure model of steel lining and surrounding rock using basic parameters, and to perform stress and deformation analysis based on the combined load-bearing structure model of steel lining and surrounding rock to obtain the actual stress state of steel lining under the corresponding candidate steel lining design thickness. The verification module 403 is used to verify the actual stress state of the steel lining according to the safety verification constraints of different dimensions, and to obtain the verification result of the corresponding candidate steel lining design thickness. The filtering module 404 is used to filter out the target steel lining design thickness that simultaneously meets all safety verification constraints using the verification results.

[0081] In this embodiment, the analysis module 402 is used to determine the inner boundary of the steel lining, the contact boundary between the steel lining and the surrounding rock, and the equivalent outer boundary of the surrounding rock based on the geometric dimensions of the gas storage tank and the design thickness of the candidate steel lining. Based on these, it divides the steel lining region and the surrounding rock region to form a radial calculation partition for the combined load-bearing analysis of the steel lining and surrounding rock. It sets the internal pressure of the gas storage tank and the external constraint load of the surrounding rock according to the working load, and determines the corresponding load conditions. It assigns structural elastic parameters and deformation characteristics based on the material properties of the steel and surrounding rock, and determines the material property configuration based on these parameters. Based on the radial calculation partition, load conditions, and material property configuration, it sets the assumption of fully coordinated deformation between the steel lining and the surrounding rock, i.e., continuous radial displacement of the contact surface between the steel lining and the surrounding rock, and constructs a combined load-bearing structural model of the steel lining and surrounding rock.

[0082] In this embodiment, the analysis module 402 is used to divide the double-layer structure calculation partitions based on the steel liner and surrounding rock joint bearing structure model to adapt to the candidate steel liner design thickness. The double-layer structure calculation partitions include the steel liner region and the surrounding rock region. The module obtains the mechanical boundary conditions corresponding to the double-layer structure calculation partitions. The module imports the material properties of steel and surrounding rock and the working load parameters into the steel liner and surrounding rock joint bearing structure model, and calculates the overall internal force and coordinated deformation of the double-layer structure in combination with the mechanical boundary conditions to obtain the overall stress and strain distribution of the structure. From the overall stress and strain distribution of the structure, the module extracts the circumferential and radial internal forces and deformation characteristic indicators of the corresponding region of the steel liner to obtain the actual stress state of the steel liner.

[0083] In this embodiment of the application, the analysis module 402 is used to calculate the partition for the double-layer structure, set the inner wall pressure boundary of the gas storage tank and the outer constraint boundary of the far field of the surrounding rock, and set the displacement coordination and continuity requirements of the contact surface between the steel lining and the surrounding rock; and use the pressure boundary, constraint boundary and displacement coordination and continuity requirements as mechanical boundary conditions.

[0084] In the embodiments of this application, the safety verification constraints of different dimensions include: fatigue performance constraints, static strength constraints, and construction structure constraints.

[0085] In this embodiment of the application, the verification module 403 is used to match the stress index and deformation index corresponding to the actual stress state of the steel lining under the candidate steel lining design thickness according to the safety verification constraints corresponding to fatigue performance, static strength and construction structure; and compare the stress index and deformation index of the steel lining with the constraint limit values ​​of various structural constraints item by item to generate the verification result of the corresponding candidate steel lining design thickness.

[0086] In this embodiment, the screening module 404 is used to determine whether the candidate steel lining design thickness meets all safety verification constraints based on the verification results corresponding to the candidate steel lining design thickness; if it is determined to meet the constraints, the candidate steel lining design thickness is locked and included in the candidate design thickness set; the economically reasonable thickness value that meets all constraints is selected from the candidate design thickness set to determine the target steel lining design thickness; or, if it is determined not to meet the constraints, the parameter value of the candidate steel lining design thickness is adjusted, and the stress deformation analysis is returned to recalculate the stress state of the steel lining.

[0087] Please see Figure 4 , Figure 4 This is a schematic diagram of the structure of a computer device provided in an optional embodiment of the present invention, such as... Figure 4As shown, the computer device includes one or more processors 10, memory 20, and interfaces for connecting the components, including high-speed interfaces and low-speed interfaces. The components communicate with each other via different buses and can be mounted on a common motherboard or otherwise installed as needed. The processors can process instructions executed within the computer device, including instructions stored in or on memory to display graphical information of a GUI on external input / output devices (such as display devices coupled to the interfaces). In some alternative implementations, multiple processors and / or multiple buses can be used with multiple memories and multiple memory modules, if desired. Similarly, multiple computer devices can be connected, each providing some of the necessary operations (e.g., as a server array, a group of blade servers, or a multiprocessor system).

[0088] Processor 10 may be a central processing unit, a network processor, or a combination thereof. Processor 10 may further include a hardware chip. The hardware chip may be an application-specific integrated circuit (ASIC), a programmable logic device (PLD), or a combination thereof. The programmable logic device may be a complex programmable logic device (CAMP), a field-programmable gate array (FPGA), a general-purpose array logic (GDA), or any combination thereof.

[0089] The memory 20 stores instructions executable by at least one processor 10 to cause the at least one processor 10 to perform the method shown in the above embodiments.

[0090] The memory 20 may include a program storage area and a data storage area. The program storage area may store the operating system and application programs required for at least one function. The data storage area may store data such as basic parameters, model parameters, verification results, and target steel lining design thickness generated during the execution of the method of the present invention. Furthermore, the memory 20 may include high-speed random access memory and may also include non-transient memory, such as at least one disk storage device, flash memory device, or other non-transient solid-state storage device. In some optional embodiments, the memory 20 may optionally include memory remotely located relative to the processor 10, and these remote memories can be connected to the computer device via a network. Examples of such networks include, but are not limited to, the Internet, corporate intranets, local area networks, mobile communication networks, and combinations thereof.

[0091] The memory 20 may include volatile memory, such as random access memory; the memory may also include non-volatile memory, such as flash memory, hard disk or solid-state drive; the memory 20 may also include a combination of the above types of memory.

[0092] The computer device also includes a communication interface 30 for communicating with other devices or communication networks.

[0093] This invention also provides a computer-readable storage medium. The methods described above according to embodiments of the invention can be implemented in hardware or firmware, or implemented as computer code that can be recorded on a storage medium, or implemented as computer code downloaded via a network and originally stored on a remote storage medium or a non-transitory machine-readable storage medium and then stored on a local storage medium. Thus, the methods described herein can be processed by software stored on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. The storage medium can be a magnetic disk, optical disk, read-only memory, random access memory, flash memory, hard disk, or solid-state drive, etc.; further, the storage medium can also include combinations of the above types of memory. It is understood that computers, processors, microprocessor controllers, or programmable hardware include storage components capable of storing or receiving software or computer code, which, when accessed and executed by the computer, processor, or hardware, implements the methods shown in the above embodiments.

[0094] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A method for designing the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, characterized in that, The method includes: Obtain the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel linings; A combined load-bearing structure model of steel lining and surrounding rock is established using the aforementioned basic parameters. Based on the combined load-bearing structure model of steel lining and surrounding rock, stress and deformation analysis is performed to obtain the actual stress state of the steel lining under the corresponding candidate steel lining design thickness. The actual stress state of the steel lining is verified according to the safety verification constraints of different dimensions, and the verification results of the corresponding candidate steel lining design thickness are obtained. The target steel lining design thickness that simultaneously meets all safety verification constraints is selected using the verification results.

2. The method according to claim 1, characterized in that, The establishment of a combined load-bearing structure model of steel lining and surrounding rock using the aforementioned basic parameters includes: Based on the geometric dimensions of the gas storage facility and the design thickness of the candidate steel lining, the inner boundary of the steel lining, the contact boundary between the steel lining and the surrounding rock, and the equivalent outer boundary of the surrounding rock, the steel lining area and the surrounding rock area are divided accordingly, forming a radial calculation partition for the joint bearing capacity analysis of the steel lining and the surrounding rock. Based on the working load, set the internal pressure of the gas storage tank and the external constraint load of the surrounding rock to determine the corresponding load conditions. The structural elastic parameters and deformation characteristics are assigned based on the properties of the steel and surrounding rock materials, and the material property configuration is determined based on the structural elastic parameters and deformation characteristics. Based on the radial calculation partition, the load conditions and the material property configuration, a joint bearing assumption of complete coordinated deformation between the steel lining and the surrounding rock, i.e., continuous radial displacement of the contact surface between the steel lining and the surrounding rock, is set, and a joint bearing structure model of steel lining-surrounding rock is constructed.

3. The method according to claim 1, characterized in that, The stress-deformation analysis based on the combined bearing structure model of the steel lining and surrounding rock is used to obtain the actual stress state of the steel lining, including: Based on the combined bearing structure model of steel lining and surrounding rock, a double-layer structure calculation partition is divided to adapt to the design thickness of the candidate steel lining. The double-layer structure calculation partition includes the steel lining region and the surrounding rock region. Obtain the mechanical boundary conditions corresponding to the computational partition of the two-layer structure; The properties of the steel and surrounding rock materials and the working load parameters are imported into the steel lining and surrounding rock joint bearing structure model, and the overall internal force and coordinated deformation of the double-layer structure are calculated in combination with the mechanical boundary conditions to obtain the overall stress and strain distribution of the structure. From the overall stress and strain distribution of the structure, the circumferential and radial internal forces and deformation characteristics of the corresponding area of ​​the steel lining are extracted to obtain the actual stress state of the steel lining.

4. The method according to claim 3, characterized in that, The step of obtaining the mechanical boundary conditions corresponding to the computational partition of the two-layer structure includes: For the calculation partition of the double-layer structure, the inner wall pressure boundary and the far-field outer constraint boundary of the surrounding rock of the gas storage are set respectively, and the displacement coordination and continuity requirements of the contact surface between the steel lining and the surrounding rock are set. The pressure-bearing boundary, the constraint boundary, and the displacement coordination and continuity requirement are taken as mechanical boundary conditions.

5. The method according to claim 1, characterized in that, The different dimensions of safety verification constraints include: fatigue performance constraints, static strength constraints, and construction structure constraints.

6. The method according to claim 5, characterized in that, The verification of the actual stress state of the steel liner according to structural deformation constraints of different dimensions, to obtain the verification result of the corresponding candidate steel liner design thickness, includes: Based on the aforementioned fatigue performance constraints, static strength constraints, and construction constraints, the stress and deformation indices corresponding to the actual stress state of the steel lining under the candidate steel lining design thickness are matched respectively. The stress and deformation indices of the steel lining are compared with the constraint limits of various structural constraints to generate verification results corresponding to the design thickness of the candidate steel lining.

7. The method according to claim 1, characterized in that, The process of using the verification results to select the target steel liner design thickness that simultaneously satisfies all safety check constraints includes: Based on the verification results corresponding to the candidate steel lining design thickness, it is determined whether the candidate steel lining design thickness meets all safety verification constraints. If the condition is met, the candidate steel lining design thickness is locked and included in the set of alternative design thicknesses. The most economical and reasonable thickness value that meets all constraints is selected from the set of alternative design thicknesses to determine the target steel lining design thickness. Alternatively, if the condition is not met, the parameter values ​​of the candidate steel lining design thickness are adjusted, and the stress state of the steel lining is recalculated in the stress and deformation analysis stage.

8. A design device for the steel lining wall thickness of a high-pressure underground gas storage facility based on combined load-bearing capacity, characterized in that, The device includes: The acquisition module is used to acquire the basic parameters of the gas storage facility, including geometric dimensions, working load, properties of steel and surrounding rock materials, and design thickness of candidate steel linings. The analysis module is used to establish a combined load-bearing structure model of steel lining and surrounding rock using the basic parameters, and to perform stress and deformation analysis based on the combined load-bearing structure model of steel lining and surrounding rock to obtain the actual stress state of steel lining under the corresponding candidate steel lining design thickness. The verification module is used to verify the actual stress state of the steel lining according to the safety verification constraints of different dimensions, and to obtain the verification result of the corresponding candidate steel lining design thickness. The filtering module is used to filter out the target steel lining design thickness that simultaneously meets all safety verification constraints using the verification results.

9. A computer device, characterized in that, include: A memory and a processor, the memory and the processor being communicatively connected to each other, the memory storing computer instructions, the processor executing the computer instructions to perform the method of any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer instructions for causing the computer to perform the method of any one of claims 1 to 7.

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