Compressed air storage steel plate design method and system

Abstract

The invention provides a compressed air storage steel plate design method and system, and relates to the technical field of compressed air energy storage power station underground engineering, and the method comprises the steps: obtaining basic data, and carrying out modeling processing according to the basic data to obtain a first mechanical model; performing boundary constraint processing according to the first mechanical model to obtain a second mechanical model; performing internal force coefficient calculation according to the second mechanical model to obtain a third mechanical model; performing analogue simulation according to the third mechanical model to obtain a simulation result; and performing thickness design according to the simulation result, and calculating and screening the thicknesses under the bending strength, the shearing strength and the tensile strength to obtain the final design thickness. Through quantitative analysis of the steel plate cushion layer, the problem that traditional design is insufficient in understanding of mechanical behaviors and damage mechanisms of the steel plate cushion layer is solved, the technical blank of systematic design of the steel plate cushion layer in the high-pressure environment is filled, and the thickness of the steel plate cushion layer is scientifically designed.

Description

Technical Field

[0001] This invention relates to the field of underground engineering technology for compressed air energy storage power stations, specifically to a design method and system for steel plates in compressed air storage tanks. Background Technology

[0002] Compressed air energy storage (CAES) technology is one of the key technologies for addressing the volatility of renewable energy generation and realizing large-scale grid-connected energy storage. Underground high-pressure gas storage facilities, as their core infrastructure, typically operate in a high internal pressure environment of 5-20 MPa, and their sealing performance directly determines the safe and stable operation of the power station. To ensure airtightness, the inner walls of these gas storage facilities generally adopt a "steel plate-rubber" composite sealing layer structure. The rubber layer provides flexible sealing, while the steel plate pad serves as a rigid support, providing crucial structural support for the rubber sealing layer.

[0003] Currently, research on the aforementioned composite sealing systems mainly focuses on rubber materials, exploring their permeability, aging behavior, and the "compression-induced tensile cracking" failure mechanism under high pressure. However, systematic research on the mechanical behavior and design methods of the steel plate cushion layer, which serves as the core supporting component, under high internal pressure has not yet been established. Engineering practice shows that under repeated high-pressure air loads of 5-20 MPa, cracks inevitably form in the secondary lining concrete of gas storage facilities. Without a scientifically designed steel plate cushion layer as a transitional support, the rubber sealing layer will be squeezed into the concrete cracks under the drive of high-pressure gas, causing stress concentration and leading to puncture or tearing failure, ultimately resulting in catastrophic leakage.

[0004] Existing traditional design methods lack sufficient understanding of the mechanical properties and failure mechanisms of steel plate cushioning layers, and lack accurate definition and quantitative analysis of the "seam" function of steel plate cushioning layers, making it difficult to solve the above-mentioned technical problems. There is an urgent need for a design method and system for steel plates in compressed air storage tanks. Summary of the Invention

[0005] The purpose of this invention is to provide a design method and system for steel plates in compressed air storage tanks, thereby improving the aforementioned problems. To achieve the above objective, the technical solution adopted by this invention is as follows:

[0006] Firstly, this application provides a design method for steel plates in compressed air storage tanks, including:

[0007] Acquire basic data, including the maximum air pressure of the compressed air storage tank, the estimated width of concrete cracks, and the yield strength of the steel plate material.

[0008] Based on the aforementioned basic data, a modeling process is performed to simplify the steel strip covering a single concrete crack into a beam-like component, thus obtaining the first mechanical model.

[0009] Based on the first mechanical model, boundary constraints are applied, and by considering the constraints of high-pressure air and interfacial friction, a second mechanical model is obtained.

[0010] The internal force coefficients are calculated based on the second mechanical model, and the third mechanical model is obtained by determining the bending moment, shear force, and tension force coefficients.

[0011] Simulation was performed based on the third mechanical model, and the failure mode of the steel plate cushion under high-pressure air load was simulated to obtain the simulation results.

[0012] Based on the simulation results, the thickness is designed by calculating and selecting the thickness under bending strength, shear strength and tensile strength respectively, and the final design thickness is obtained.

[0013] Secondly, this application also provides a steel plate design system for compressed air storage tanks, including:

[0014] The acquisition module is used to acquire basic data, including the maximum air pressure of the compressed air storage tank, the estimated width of concrete cracks, and the yield strength of steel plate materials.

[0015] The simplification module is used to perform modeling processing based on the basic data, simplifying the steel strip covering a single concrete crack into a beam-like component to obtain the first mechanical model.

[0016] A construction module is used to perform boundary constraint processing based on the first mechanical model, and to obtain the second mechanical model by considering the constraints of high-pressure air and interface friction.

[0017] The calculation module is used to calculate the internal force coefficients based on the second mechanical model, and obtain the third mechanical model by determining the bending moment, shear force and tension force coefficients;

[0018] The simulation module is used to perform simulation based on the third mechanical model, and obtain simulation results by simulating the failure mode of the steel plate cushion under high pressure air load.

[0019] The output module is used to design the thickness based on the simulation results. It calculates and filters the thickness under bending strength, shear strength and tensile strength respectively to obtain the final design thickness.

[0020] The beneficial effects of this invention are as follows:

[0021] The compressed air storage steel plate design method and system of the present invention accurately defines and quantifies the "seam" function of the steel plate cushion layer, fills the technical gap in the systematic design of steel plate cushion layers under high pressure environment, solves the problem of insufficient understanding of the mechanical behavior and failure mechanism of steel plate cushion layers in traditional design, and forms a scientific and complete design logic.

[0022] This invention establishes a reasonable mechanical model to describe the stress state of steel plates at concrete cracks by precise modeling, multiple constraint considerations and internal force coefficient calculation, thereby achieving accurate analysis of the mechanical behavior of steel plate cushion layers and improving the reliability of thickness design.

[0023] This invention employs multi-destruction mode simulation and multi-dimensional strength screening based on bending, shear, and tensile strength to scientifically design the thickness of the steel plate cushion layer. This ensures that the steel plate cushion layer can effectively prevent the rubber sealing layer from squeezing into the concrete cracks, thus avoiding the risk of sealing failure and catastrophic leakage. Attached Figure Description

[0024] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0025] Figure 1 This is a schematic diagram of the design process for the steel plate of the compressed air storage tank as described in this embodiment of the invention;

[0026] Figure 2 This is a schematic diagram of the compressed air storage tank steel plate design system structure described in this embodiment of the invention;

[0027] Figure 3 This is the first mechanical model of the compressed air storage tank steel plate design method described in this embodiment of the invention;

[0028] Figure 4 This is the second mechanical model of the compressed air storage tank steel plate design method described in this embodiment of the invention;

[0029] Figure 5 This is a curve showing the variation of the design thickness of the steel plate of the compressed air storage tank as a function of crack width, as described in this embodiment of the invention.

[0030] Figure 6 This is a curve showing the change in the design thickness of the steel plate of the compressed air storage tank as a function of air pressure, as described in this embodiment of the invention. Detailed Implementation

[0031] 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, not all, of the embodiments of the present invention. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0032] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, in the description of this invention, terms such as "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0033] Before proceeding with the specific design process for the steel plate of the compressed air storage tank, this invention reveals the following mechanism:

[0034] The steel plate gasket plays a crucial "bridging" role in the steel-rubber composite sealing system, and its mechanism of action is mainly reflected in the following two aspects:

[0035] (1) Preventing rubber puncture: When the internal pressure of the high-pressure gas storage tank increases, the secondary lining concrete structure will crack due to tensile stress exceeding its tensile strength. The appearance of cracks provides a direct path for high-pressure air to reach the rubber sealing layer. Without the steel plate cushion layer, the rubber will be forced into the concrete cracks, which are only a few millimeters wide, under high pressure, generating huge local tensile and shear strains, which will quickly lead to puncture failure. The presence of the steel plate cushion layer, with its strength and stiffness far exceeding that of rubber, covers the cracks and provides the rubber with a continuous and flat deformable base, fundamentally eliminating the risk of rubber puncture.

[0036] (2) Achieving a smooth transition zone: The core function of the steel plate cushion layer is its "transition zone" capability. That is, when a concrete crack opens, the steel plate covering it bends and deforms under air pressure, forming a smooth transition zone rather than a sharp step. This process makes full use of the good ductility and bending resistance of steel, ensuring that the rubber sealing layer attached to it can undergo a large-scale, continuous and uniform tensile deformation, rather than generating stress concentration at the crack edge, thereby ensuring the integrity and airtightness of the sealing system.

[0037] Example 1:

[0038] This embodiment provides a method for designing steel plates for compressed air storage tanks.

[0039] The specific implementation process is as follows:

[0040] See Figure 1 The figure shows that the method includes steps S100 to S600.

[0041] Step S100: Obtain basic data, including the maximum air pressure of the underground high-pressure gas storage tank of the compressed air energy storage power station, the estimated width of concrete cracks, and the yield strength of steel plate materials.

[0042] Specifically, the basic data needs to be determined in conjunction with the engineering design standards, structural stress characteristics, and material selection requirements of the underground high-pressure gas storage facility for compressed air energy storage power stations, including:

[0043] Maximum air pressure: refers to the highest internal pressure value of the gas storage facility during the design and operation phase. The value range is 5-20MPa based on the industry's conventional operating conditions. It needs to be clearly defined according to the power plant's energy storage scale, system operating parameters, and the gas storage facility's pressure-bearing design standards to avoid empirical and vague values, reduce design errors, and provide accurate data support for subsequent mechanical modeling and simulation analysis.

[0044] Estimated concrete crack width: refers to the maximum crack width that may occur in the secondary lining concrete of the gas storage facility under repeated high-pressure air loads. Based on concrete structural mechanics analysis, engineering practice experience, and crack control requirements, the estimated range is usually 0.1-3mm. It is adapted to 5-20MPa high-pressure conditions and concrete crack control requirements to ensure that the basic data matches the actual operating characteristics and structural stress law of the gas storage facility, thereby improving the adaptability of the design scheme to the operating conditions.

[0045] Yield strength of steel plate material: refers to the standard yield strength value of the commonly used steel in the project. It must meet the current steel material standards and the support strength requirements of the sealing system, standardize the steel selection and performance parameters, and ensure the support strength of the steel plate pad and the realization of the "joint" function.

[0046] Step S200: Based on the basic data, perform modeling processing to simplify the steel strip covering a single concrete crack into a beam-like component, thus obtaining the first mechanical model.

[0047] Specifically, focusing on a single concrete crack as the core analysis object, the steel plate strip covering it is mechanically simplified: the width of the concrete crack is directly assigned to the beam-like member as a span parameter, ensuring that the member's span is consistent with the actual stress scenario; based on the maximum air pressure during the operation of the gas storage facility, it is converted into a uniformly distributed load perpendicular to the steel plate surface, accurately simulating the action of high-pressure air on the steel plate; at the same time, the cross-sectional parameters of the beam-like member are clearly defined, with the width uniformly taken as 1m, and the thickness reserved as a variable to be designed. This achieves accurate replication of the actual stress state of the steel plate cushion layer, clarifies the core parameters and load forms of the member, and provides a concise and practical mechanical framework for the subsequent derivation of the maximum bending moment, shear force, and tensile force calculation formulas based on beam bending theory.

[0048] Step S300: Perform boundary constraint processing based on the first mechanical model. By considering the constraints of high-pressure air and interface friction, a second mechanical model is obtained.

[0049] Specifically, boundary constraint optimization was carried out to fully consider the dual constraint effects in actual engineering: high-pressure air constraint and interfacial friction constraint. This broke through the theoretical limitations of ideal simply supported or fixed-supported constraints, making the boundary conditions of the mechanical model more consistent with engineering reality. This effectively improved the simulation accuracy of the model for the actual stress state of the steel plate, providing a key guarantee for the reliability of subsequent internal force calculation results.

[0050] Step S400: Calculate the internal force coefficients based on the second mechanical model, and obtain the third mechanical model by determining the bending moment, shear force, and tension force coefficients.

[0051] Specifically, precise calculations of internal force coefficients were conducted. Combining beam bending theory and elastic constraint characteristics, the mechanical responses corresponding to different constraint coefficients k were systematically analyzed, clarifying the correspondence between the coefficients and the constraint coefficient k. Through mechanical simulation and theoretical verification, a coefficient database was established to ensure that each coefficient accurately reflects the influence of boundary constraints on internal force transmission. The quantitative correlation between boundary constraints and internal force parameters was clarified, providing core coefficient support for the subsequent accurate calculation of maximum bending moment, shear force, and tension force, avoiding mechanical analysis errors caused by ambiguity in internal force coefficients.

[0052] Step S500: Perform simulation based on the third mechanical model to obtain simulation results by simulating the failure mode of the steel plate cushion under high-pressure air load.

[0053] Specifically, this study focuses on the failure modes of steel plate cushions under high-pressure air loads. By setting different air pressure levels (5-20 MPa), concrete crack widths, and steel plate thicknesses, the mechanical response of the steel plate under actual working conditions is simulated. The stress changes at mid-span and support sections are monitored, capturing the timing and characteristics of flexural, shear, and tensile failures. Critical loads, stress distributions, and deformation data corresponding to different failure modes are recorded, ultimately forming complete simulation results. This clearly reveals the failure mechanism and sequence of the steel plate cushion, intuitively presenting the influence of various design parameters on the failure modes, and providing a clear optimization direction for subsequent thickness design.

[0054] Step S600: Based on the simulation results, the thickness is designed by calculating and filtering the thickness under bending strength, shear strength and tensile strength respectively, to obtain the final design thickness.

[0055] Specifically, firstly, based on the bending strength requirement, the minimum bending thickness is calculated using formulas by combining the maximum bending moment, section modulus, and steel yield strength. Secondly, based on the shear strength requirement, a shear safety factor within the same range is introduced, and the minimum shear thickness is calculated by combining the maximum shear force. Finally, based on the tensile strength requirement, the minimum tensile thickness is calculated based on the maximum tensile force and the tensile strength of the steel. The three sets of calculation results are then screened to determine the final design thickness of the steel plate pad. This achieves a scientific and quantitative design of the steel plate thickness, breaking away from the traditional experience-based design model and ensuring that the thickness simultaneously meets the triple safety requirements of bending, shear, and tension, effectively avoiding sealing system failure due to insufficient thickness.

[0056] Further, step S200 includes steps S210 to S230.

[0057] Step S210: Based on the estimated concrete crack width in the basic data, perform crack width mapping processing. By setting the estimated concrete crack width as the span of the beam member, the beam span parameter is obtained.

[0058] Step S220: Based on the beam span parameters and the maximum air pressure in the foundation data, perform load application processing by applying the maximum air pressure as a uniformly distributed load perpendicular to the slab surface to obtain the load parameters.

[0059] Step S230: Based on the beam span parameters and the load parameters, perform component simplification processing. By simplifying the steel strip covering a single concrete crack into a beam-type component with the beam span parameters as the span and the unit value as the width, and bearing the load parameters, the first mechanical model is obtained.

[0060] Specifically, considering the 5-20MPa operating pressure environment of the underground high-pressure gas storage facility in the compressed air energy storage power station, the estimated concrete crack width w in the basic data... c The effects of surrounding rock deformation, construction defects, and long-term air pressure circulation need to be comprehensively considered. The maximum estimated crack width w of the concrete lining should be determined through engineering geological investigation. c The core logic is that the stress range of the steel plate strips and the crack extension area are highly coincident. The crack width directly determines the stress range that the steel plate needs to cross. This realizes the direct correlation between concrete crack defects and the stress model of the steel plate, which can accurately reflect the actual stress state of the steel plate cushion layer and ensure that the stress boundary of the model is consistent with that of the actual engineering scenario.

[0061] Based on the maximum air pressure P during gas storage operation a This is equivalent to a uniformly distributed load perpendicular to the steel plate surface. This treatment needs to consider the uniform action characteristics of high-pressure air—unlike traditional structural loads, the force exerted by high-pressure air on the steel plate in the gas storage tank has no local concentration effect, and the load direction is always perpendicular to the lining surface. Therefore, using a uniformly distributed load model can accurately restore the load transfer path and avoid mechanical calculation deviations caused by the simplification of the load form.

[0062] like Figure 3 As shown, for steel strips covering a single concrete crack, the simplified logic is as follows: the width is taken as a unit value (1m) to eliminate the interference of the width dimension on the stress calculation, focusing on the core design parameter of thickness; the span is taken as the mapped crack width w. c This ensures that the span of the component under stress matches the actual support conditions; the thickness is retained as the parameter t5 to be designed. The simplified beam component can be directly analyzed using structural mechanics methods, clarifying the correspondence of core design parameters, solving the problem of stress calculation under irregular support conditions of steel plate strips, and laying the foundation for subsequent mechanical model construction.

[0063] Further, step S300 includes steps S310 to S330.

[0064] Step S310: Analyze the sources of constraint based on the first mechanical model. By identifying the free rotation constraint effect provided by high-pressure air on the outside of the crack and the slip constraint effect generated by the frictional resistance between the steel plate and the concrete interface, the combination of constraint factors is obtained.

[0065] Step S320: Perform elastic constraint simplification processing based on the combination of constraint factors, and obtain constraint parameters by introducing constraint coefficients to represent the elasticity of boundary constraints;

[0066] Step S330: Apply boundary conditions according to the constraint parameters, and obtain the second mechanical model by mapping the degree of constraint using the constraint parameters.

[0067] Specifically, by deeply analyzing the special environment of the high-pressure gas storage reservoir, the combination of constraint factors includes two key effects: one is the constraint of high-pressure air. The steel plate outside the crack is tightly pressed against the concrete base surface by high-pressure air, forming a "gas pressure locking" effect, which restricts the free rotation of the steel plate and provides rotational constraint; the other is the constraint of the frictional resistance at the interface between the steel plate and the concrete. The frictional force between the steel plate and the concrete restricts the free rotation and slip of the steel plate. Accurately identifying the dual constraint mechanism under high-pressure environment, as Figure 4 shown, the two constraint effects work together, making the boundary of the steel plate neither an ideal simply supported (without rotational constraint) nor an ideal fixed support (completely restricting rotation), but forming a complex elastic constraint state.

[0068] Introduce a constraint coefficient k (0 < k < 1, where k = 0 is simply supported and k = 1 is fixed support) to quantify the elastic degree of boundary constraint. The value of this coefficient needs to be adjusted in combination with the actual engineering situation. When the pressure in the gas storage reservoir is relatively high (≥15 MPa), the gas pressure locking effect is enhanced, and the k value approaches 1 (close to fixed support); when there is lubrication treatment or construction gap at the interface, the frictional resistance decreases, and the k value approaches 0 (close to simply supported). By using the constraint coefficient, the complex physical constraints are transformed into quantifiable mechanical parameters, solving the problem that the boundary conditions in the traditional model are idealized and do not conform to the actual situation, making the model adaptable to gas storage reservoir scenarios with different pressure grades and different construction qualities. Combine the constraint parameter k with the span and load parameters of the first mechanical model: when k = 0.6 (medium constraint state), the boundary rotational stiffness is between simply supported and fixed support, and the internal force distribution of the component is more in line with the actual engineering situation, providing a reliable mechanical basis for subsequent failure mode analysis and strength verification.

[0069] Furthermore, step S400 includes steps S410 to S430.

[0070] Step S410: Define the coefficient type according to the second mechanical model. By expressing the internal force distribution with the combined action of bending moment, shear force and tensile force, obtain the coefficient type set;

[0071] Step S420: Conduct numerical derivation according to the coefficient type set. Verify the consistency between the coefficient value and the mechanical model by referring to the bending theory of the beam, and calculate the coefficient value;

[0072] Step S430: Classify the internal force coefficients of the beam according to the coefficient value, and construct a third mechanical model with the classification result and the second mechanical model.

[0073] Specifically, based on the elastic constraint characteristics of the second mechanical model, the internal force distribution is characterized by bending moment M, shear force V, and tensile force T. The steel plate not only bears bending and shear forces, but the air pressure at the cracks also induces axial tensile force. The synergistic effect of these three types of internal forces is the key cause of steel plate failure. The coefficient type set includes the bending moment coefficient C. M Shear force coefficient C V and tensile coefficient C T It comprehensively covers the stress state of the components.

[0074] According to the bending theory of beams, the maximum bending moment M in this model is... max and maximum shear force V max and maximum tensile force T max They are represented as follows:

[0075]

[0076] V max =C v ·P a ·w c

[0077] T max =C T ·P a ·w c

[0078] Among them, w c P represents the width of the concrete crack. a C is the maximum air pressure. M C is the bending moment coefficient associated with boundary constraint condition k; v C is the shear force coefficient associated with the boundary constraint condition k; T The tensile coefficient is related to the boundary constraint condition k. For a beam fixed at both ends, C M =1 / 12, C F =0.5, C T =0.5; for a simply supported beam, C M =1 / 8, C F =0.5, C T =0.5. For elastically constrained beams, the coefficient lies between these two values.

[0079] This model considers the triple internal forces acting on steel plates under high pressure, overcoming the limitations of traditional models that only focus on bending and shear. The numerical derivation is linked to constraint coefficients, enabling dynamic adaptation of internal force calculations to different engineering scenarios and enhancing the model's practicality.

[0080] Further, step 500 includes steps S510 to S530.

[0081] Step 510: Based on the third mechanical model, classify the failure modes of the steel plate cushion layer under high-pressure air load to obtain the failure mode classification results.

[0082] Step 520: Based on the failure mode classification results, establish mathematical models for multiple failure modes. By substituting bending moment, shear force, and tensile force into the mathematical model and limiting the coefficients, the effect mechanisms of multiple failure modes are obtained.

[0083] Step S530: Based on the effect mechanism under various failure modes, the cross-sectional parameters of the steel plate per unit width are introduced to calculate the stress parameters of the steel plate cushion layer. The stress parameters of the steel plate cushion layer and the yield strength of the steel are substituted into the mathematical model for simulation, and the simulation results are output.

[0084] Specifically, considering the engineering application scenarios and material properties of the steel plate cushion layer, the failure mode classification results include three core forms: bending failure (plastic hinge formation at mid-span or support), shear failure (shear slip at crack edges), and tensile failure (tensile fracture at mid-span). The classification is based on actual engineering problems in high-pressure gas storage facilities, where the steel plate first undergoes bending deformation, leading to edge shear stress concentration, and ultimately potentially causing overall failure due to tensile forces. The classification results closely align with the actual failure evolution path.

[0085] Mathematical models were established for the three types of damage modes:

[0086] (1) Bending failure:

[0087]

[0088] Where, σ max For bending stress; f is the section modulus of a steel plate per unit width. y The yield strength of the steel. Maximum bending moment M. max When it occurs at the mid-span or support section, the bending stress σ caused by this bending moment max Exceeding the yield strength f of steel y When the bending moment exceeds the yield strength, the steel plate will undergo plastic hinge formation, resulting in permanent indentation deformation. Based on the relationship between section modulus and bending stress, a plastic development coefficient under high pressure is introduced to clarify the formation mechanism of plastic hinge when the bending moment exceeds the yield strength.

[0089] (2) Shear failure:

[0090]

[0091] According to Von Mises' criterion, when a material is in a plastic state, the equivalent stress is always a constant value. Therefore, the shear strength τ of steel... y Approximately 0.577f yIn engineering, 0.6f is often used. y Among them, τ max For shear stress; A s =t s 0.6f is the cross-sectional area of ​​the steel plate per unit width. y The shear strength of the steel; the maximum shear force V max It occurs at the support (crack edge) section. The shear stress τ caused by this shear force... max When the shear strength of the steel is exceeded, the steel plate may experience shear slip failure at this point.

[0092] (3) Tensile failure:

[0093]

[0094] Where, σ t,max The mid-span bending moment; T max For the maximum tension, f y The yield strength of the steel; the maximum tensile force T. max It occurs in the mid-span section of the steel plate, when the mid-span bending moment σ t,max Exceeding the yield strength f of the steel y A plastic hinge is then formed, and further increases in load will lead to tensile failure of the steel plate.

[0095] The above reveals the failure mechanism of the combined action of multiple internal forces, through the maximum bending moment M max Maximum shear force V max Maximum tensile force T max By substituting the values ​​into the mathematical model and limiting the range of values ​​for various coefficients, the failure effect mechanism of "bending moment dominance - shear force synergy - tensile force termination" was revealed. The output results accurately reflect the true stress state of the steel plate, providing a quantitative strength basis for subsequent thickness design.

[0096] Further, step 600 includes steps S610 to S630.

[0097] Step S610: Based on the simulation results, classify the steel plate cushion thickness model according to various requirements of thickness design to obtain the thickness design model classification results;

[0098] Step S620: Based on various thickness design models, introduce safety factors with different bearing capacities to perform mathematical modeling on the models to obtain the thickness design model calculation unit;

[0099] Step S630: Calculate the thickness of the steel plate cushion layer based on the bending strength, shear strength, and tensile strength of the steel plate cushion layer according to the calculation unit, filter the calculation results, and obtain the final design thickness of the steel plate cushion layer of the compressed air storage tank.

[0100] Specifically, to ensure the safety and reliability of the steel plate cushion layer, the thickness-based design must simultaneously meet the requirements for bending, shear, and tensile strength, while considering a certain safety margin. The thickness design model classification results include three categories, and different bearing capacity safety factors are introduced for the three categories of design models: bending bearing capacity safety factor φ m Safety factor φ for shear bearing capacity v and tensile bearing capacity safety factor φ t By integrating the safety factor, the internal force coefficients of the third mechanical model, and the mechanical property parameters of the steel, a thickness design calculation unit is constructed.

[0101] (1) Thickness design for flexural strength:

[0102]

[0103] Among them, t s,m Minimum thickness to meet bending resistance requirements; M max P is the maximum bending moment; a f is the maximum air pressure; y The yield strength of the steel; w c C is the width of the concrete crack. M φ is the bending moment coefficient. m The safety factor for flexural bearing capacity is recommended to be between 1.1 and 1.3.

[0104] (2) Thickness design for shear strength:

[0105]

[0106] Among them, V max For maximum shear force; t s,v Minimum thickness to meet shear resistance requirements; C V φ is the shear force coefficient. v The shear bearing capacity safety factor is recommended to be between 1.1 and 1.3.

[0107] (3) Thickness design for tensile strength:

[0108]

[0109] Among them, T max The maximum tensile force; t s,t Minimum thickness to meet tensile strength requirements; C T φ is the tensile coefficient. T The safety factor for tensile bearing capacity is recommended to be between 1.1 and 1.3.

[0110] The calculated results for the three thicknesses are filtered, and the maximum value is selected as the candidate thickness. A safety factor is then applied to the corresponding thickness.

[0111] ts =max(t) s,m ,t s,v ,t s,t )

[0112] Among them, t s The design of steel plate thickness is calculated using a calculation unit under three different models to adapt to different engineering scenarios. This solves the problem that traditional single-thickness design cannot take into account safety, economy and construction. The introduction of differentiated safety factors meets the risk classification and control requirements of high-pressure gas storage facilities, thus improving the scientific nature and reliability of the design.

[0113] Furthermore, the present invention discloses specific implementations of the following engineering examples:

[0114] Assuming the air load on the gas storage tank is 18 MPa, the safety factors for both bending and shear bearing capacity are taken as 1.3, and the steel plate is simply supported at the supports on both sides of the crack, with the support constraint moment coefficient C... M Take 0.125, support constraint shear force coefficient C V Taking a value of 0.5, using Q420 steel, the design tensile strength is taken as 375MPa, and the shear strength as 215MPa. The required design thickness of the steel plate for different crack widths is shown in Table 1. Substituting the data into the thickness design formula for calculation, the results show that both the mid-span bending design thickness and the support shear design thickness of the steel plate increase linearly with increasing crack width. The mid-span bending design thickness of the steel plate is much larger than the support shear design thickness, indicating that the steel plate joint is mainly controlled by the mid-span bending strength. Figure 5 As shown, when the crack span is 2mm, the design thicknesses for bending, shear and tensile strength of the steel plate are 0.33mm, 0.09mm and 0.04mm, respectively.

[0115] Table 1: Design thickness of steel plate required for different crack widths

[0116]

[0117] Assuming the concrete crack width is controlled at 3mm, the required design thickness of the steel plate under different air pressure loads is shown in Table 2. The results show that the design thickness of the steel plate for bending resistance at mid-span is directly proportional to the square root of the air pressure load on the gas storage facility, and the design thickness of the steel plate for shear resistance at the supports is also directly proportional to the air pressure load. When the air pressure load is 10MPa, the design thicknesses for bending and shear resistance of the steel plate are 0.37mm and 0.08mm, respectively; when the air pressure load is 18MPa, the design thicknesses for bending and shear resistance of the steel plate are 0.5mm and 0.14mm, respectively.

[0118] Table 2: Design Thickness of Steel Plate Required Under Different Air Pressure Loads

[0119]

[0120] like Figure 5 and Figure 6 As shown, under the same conditions, the bending design thickness of the steel plate is greater than the shear design thickness, and the tensile design thickness is the smallest. This indicates that the bending moment at the mid-span of the steel plate first reaches the bending ultimate strength, and the steel plate undergoes bending deformation into the crack. Secondly, the support shear force reaches the shear ultimate strength, and the steel plate will be sheared on both sides of the crack, which reflects the deformation characteristics of the steel plate joint.

[0121] Example 2:

[0122] like Figure 2 As shown, this embodiment provides a deformation design system for the steel plate cushion layer of a compressed air storage tank. The system includes:

[0123] The acquisition module 101 is used to acquire basic data, including the maximum air pressure of the compressed air storage tank, the estimated width of concrete cracks, and the yield strength of steel plate materials.

[0124] The simplification module 102 is used to perform modeling processing based on the basic data, simplifying the steel strip covering a single concrete crack into a beam-like component to obtain the first mechanical model.

[0125] The construction module 103 is used to perform boundary constraint processing based on the first mechanical model, and to obtain the second mechanical model by considering the constraints of high-pressure air and interface friction.

[0126] The calculation module 104 is used to calculate the internal force coefficients based on the second mechanical model, and obtain the third mechanical model by determining the bending moment, shear force and tension force coefficients;

[0127] The simulation module 105 is used to perform simulation based on the third mechanical model, and obtain simulation results by simulating the failure mode of the steel plate cushion under high pressure air load.

[0128] The output module 106 is used to design the thickness based on the simulation results. By calculating and filtering the thickness under bending strength, shear strength and tensile strength respectively, the final design thickness is obtained.

[0129] In one specific embodiment of the present invention, the simplification module 102 includes:

[0130] The first simplification unit is used to perform crack width mapping processing based on the estimated concrete crack width in the basic data, and obtain the beam span parameter by setting the estimated concrete crack width as the span of the beam member.

[0131] The second simplification unit is used to perform load application processing based on the beam span parameters and the maximum air pressure in the foundation data. By applying the maximum air pressure as a uniformly distributed load perpendicular to the plate surface, the load parameters are obtained.

[0132] The third simplification unit is used to simplify the component according to the beam span parameters and the load parameters. By simplifying the steel strip covering a single concrete crack into a beam component with the beam span parameters as the span and unit width, and bearing the load parameters, the first mechanical model is obtained.

[0133] In one specific embodiment of the present invention, the construction module 103 includes:

[0134] The first building unit is used to perform constraint source analysis based on the first mechanical model. By identifying the free rotation constraint effect provided by high-pressure air on the outside of the crack and the slip constraint effect generated by the frictional resistance between the steel plate and the concrete interface, the combination of constraint factors is obtained.

[0135] The second construction unit is used to perform elastic constraint simplification processing based on the combination of constraint factors, and obtain constraint parameters by introducing constraint coefficients to represent the elasticity of boundary constraints;

[0136] The third building unit is used to apply boundary conditions according to the constraint parameters, and to obtain the second mechanical model by mapping the degree of constraint using the constraint parameters.

[0137] In one specific embodiment of the present invention, the calculation module 104 includes:

[0138] The first calculation unit is used to define the coefficient types according to the second mechanical model, and obtains the coefficient type set by representing the internal force distribution by the combined action of bending moment, shear force and tension.

[0139] The second calculation unit is used to perform numerical derivation based on the set of coefficient types, verify the consistency between the coefficient values ​​and the mechanical model by comparing them with the bending theory of beams, and calculate the coefficient values.

[0140] The third calculation unit is used to classify the internal force coefficients of the beam according to the coefficient values, and the classification results are combined with the second mechanical model to construct the third mechanical model.

[0141] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for designing steel plates for compressed air storage tanks, characterized in that, include: Acquire basic data, including the maximum air pressure of the compressed air storage tank, the estimated width of concrete cracks, and the yield strength of the steel plate material. Based on the aforementioned basic data, a modeling process is performed to simplify the steel strip covering a single concrete crack into a beam-like component, thus obtaining the first mechanical model. Based on the first mechanical model, boundary constraints are applied, and by considering the constraints of high-pressure air and interfacial friction, a second mechanical model is obtained. The internal force coefficients are calculated based on the second mechanical model, and the third mechanical model is obtained by determining the bending moment, shear force, and tension force coefficients. Simulation was performed based on the third mechanical model, and the failure mode of the steel plate cushion under high-pressure air load was simulated to obtain the simulation results. Based on the simulation results, the thickness is designed by calculating and selecting the thickness under bending strength, shear strength and tensile strength respectively, and the final design thickness is obtained.

2. The design method for the steel plate of the compressed air storage tank according to claim 1, characterized in that, Modeling is performed based on the aforementioned basic data, including: Based on the estimated concrete crack width in the basic data, crack width mapping is performed. By setting the estimated concrete crack width as the span of the beam member, the beam span parameter is obtained. Based on the beam span parameters and the maximum air pressure in the foundation data, load application processing is performed. By applying the maximum air pressure as a uniformly distributed load perpendicular to the slab surface, the load parameters are obtained. Based on the beam span parameters and the load parameters, the component is simplified by simplifying the steel strip covering a single concrete crack into a beam-like component with the beam span parameters as the span and the unit value as the width, and bearing the load parameters, thus obtaining the first mechanical model.

3. The design method for the steel plate of the compressed air storage tank according to claim 1, characterized in that, Boundary constraint processing is performed based on the first mechanical model, including: Based on the first mechanical model, the source of constraint is analyzed. By identifying the free rotation constraint effect provided by high-pressure air on the outside of the crack and the slip constraint effect generated by the frictional resistance between the steel plate and the concrete interface, the combination of constraint factors is obtained. Based on the combination of constraint factors, a simplified elastic constraint process is performed. By introducing constraint coefficients to represent the elasticity of the boundary constraints, constraint parameters are obtained. Boundary conditions are applied based on the constraint parameters, and the degree of constraint is mapped using the constraint parameters to obtain the second mechanical model.

4. The design method for the steel plate of the compressed air storage tank according to claim 1, characterized in that, The internal force coefficients are calculated based on the second mechanical model, including: Based on the second mechanical model, the coefficient types are defined, and the internal force distribution is represented by the combined action of bending moment, shear force and tension force to obtain the coefficient type set; Numerical derivation is performed based on the set of coefficient types. The consistency between the coefficient values ​​and the mechanical model is verified by comparing them with the bending theory of beams. The coefficient values ​​are then calculated. The internal force coefficients of the beam are classified according to the coefficient values, and the classification results are combined with the second mechanical model to construct a third mechanical model.

5. The design method for the steel plate of the compressed air storage tank according to claim 1, characterized in that, Simulations are performed based on the third mechanical model, including: Based on the third mechanical model, the failure modes of the steel plate cushion layer under high-pressure air load are classified, and the failure mode classification results are obtained. Based on the failure mode classification results, mathematical models were established for multiple failure modes. By substituting bending moment, shear force, and tensile force into the mathematical model and limiting the coefficients, the effect mechanisms of multiple failure modes were obtained. Based on the effect mechanisms under various failure modes, the cross-sectional parameters of the steel plate per unit width are introduced to calculate the stress parameters of the steel plate cushion layer. The stress parameters of the steel plate cushion layer and the yield strength of the steel are substituted into the mathematical model for simulation, and the simulation results are output.

6. The design method for the steel plate of the compressed air storage tank according to claim 1, characterized in that, Based on the simulation results, a thickness design model was established to obtain the final design thickness of the steel plate cushion layer of the underground high-pressure gas storage tank of the compressed air energy storage power station, including: Based on the simulation results, the steel plate cushion thickness model was classified according to various requirements of thickness design, and the thickness design model classification results were obtained. Based on various thickness design models, safety factors with different bearing capacities are introduced to mathematically model the models, resulting in a thickness design model calculation unit. The calculation unit calculates the thickness of the steel plate cushion layer to assess its bending strength, shear strength, and tensile strength. The calculation results are then filtered to obtain the final design thickness of the steel plate cushion layer for the underground high-pressure gas storage of the compressed air energy storage power station.

7. A compressed air storage tank steel plate design system, characterized in that, include: The acquisition module is used to acquire basic data, including the maximum air pressure of the compressed air storage tank, the estimated width of concrete cracks, and the yield strength of steel plate materials. The simplification module is used to perform modeling processing based on the basic data, simplifying the steel strip covering a single concrete crack into a beam-like component to obtain the first mechanical model. A construction module is used to perform boundary constraint processing based on the first mechanical model, and to obtain the second mechanical model by considering the constraints of high-pressure air and interface friction. The calculation module is used to calculate the internal force coefficients based on the second mechanical model, and obtain the third mechanical model by determining the bending moment, shear force and tension force coefficients; The simulation module is used to perform simulation based on the third mechanical model, and obtain simulation results by simulating the failure mode of the steel plate cushion under high pressure air load. The output module is used to design the thickness based on the simulation results. It calculates and filters the thickness under bending strength, shear strength and tensile strength respectively to obtain the final design thickness.

8. The compressed air storage tank steel plate design system according to claim 7, characterized in that, The simplification module includes: The first simplification unit is used to perform crack width mapping processing based on the estimated concrete crack width in the basic data, and obtain the beam span parameter by setting the estimated concrete crack width as the span of the beam member. The second simplification unit is used to perform load application processing based on the beam span parameters and the maximum air pressure in the foundation data. By applying the maximum air pressure as a uniformly distributed load perpendicular to the plate surface, the load parameters are obtained. The third simplification unit is used to simplify the component according to the beam span parameters and the load parameters. By simplifying the steel strip covering a single concrete crack into a beam component with the beam span parameters as the span and unit width, and bearing the load parameters, the first mechanical model is obtained.

9. The compressed air storage tank steel plate design system according to claim 7, characterized in that, The building module includes: The first building unit is used to perform constraint source analysis based on the first mechanical model. By identifying the free rotation constraint effect provided by high-pressure air on the outside of the crack and the slip constraint effect generated by the frictional resistance between the steel plate and the concrete interface, the combination of constraint factors is obtained. The second construction unit is used to perform elastic constraint simplification processing based on the combination of constraint factors, and obtain constraint parameters by introducing constraint coefficients to represent the elasticity of boundary constraints; The third building unit is used to apply boundary conditions according to the constraint parameters, and to obtain the second mechanical model by mapping the degree of constraint using the constraint parameters.

10. The compressed air storage tank steel plate design system according to claim 7, characterized in that, The computing module includes: The first calculation unit is used to define the coefficient types according to the second mechanical model, and obtains the coefficient type set by representing the internal force distribution by the combined action of bending moment, shear force and tension. The second calculation unit is used to perform numerical derivation based on the set of coefficient types, verify the consistency between the coefficient values ​​and the mechanical model by comparing them with the bending theory of beams, and calculate the coefficient values. The third calculation unit is used to classify the internal force coefficients of the beam according to the coefficient values, and the classification results are combined with the second mechanical model to construct the third mechanical model.

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