Compressed air energy storage chamber displacement avoiding node determination method and device

Abstract

The invention discloses a compressed air energy storage chamber displacement avoiding node determining method and device, the method is applied to an energy storage chamber adopting a flexible sealing layer, the energy storage chamber comprises a lining, a stretchable node and a slippage layer, and the method comprises the steps that under the condition that it is determined that the energy storage chamber does not have internal air storage pressure, the stretchable node is connected with the slippage layer; based on the stress condition of the lining, first positions of the lining are determined through a first model, the stress condition of the lining meets the preset requirement, and the number of the first positions is multiple; second internal pressure is determined on the basis of the obtained first internal pressure and preset target gas storage pressure of the energy storage chamber, and the first internal pressure is the pressure limiting value which can be borne by the energy storage chamber when the energy storage chamber meets the structural bearing capacity requirement and the deformation requirement of the lining. According to the method, the node position and the deformation amount are reasonably determined, the stress state of the lining can be optimized, and the pressure can be more reasonably transmitted to the surrounding rock when the lining bears the internal pressure.

Description

Technical Field

[0001] This application relates to the technical field of compressed air energy storage, and particularly to a method and device for determining yielding displacement nodes of a compressed air energy storage chamber. Background Art

[0002] Compressed air energy storage technology is a large-capacity and long-duration physical energy storage technology that is vigorously developed and promoted in China. Currently, there are a large number of compressed air energy storage projects under construction and planned across the country. Since the investment in ground storage tanks is high and the number of available salt caverns is small, using artificial chambers, etc. as high-pressure air storage spaces has become the main solution for compressed air energy storage system projects under construction and planned.

[0003] Currently, the airtightness in mainstream artificial chambers mainly uses steel linings. However, due to the high price of high-strength steel, difficult construction, and long construction period, etc., there has been an idea to use flexible sealing materials for high-pressure airtightness. However, due to the problem of slit failure of flexible sealing materials, it is necessary to consider how to effectively and economically control the cracking of lining concrete.

[0004] Under most surrounding rock conditions, if flexible sealing materials are used as high-pressure airtight layers, artificial chambers need to be lined with reinforced concrete linings.

[0005] When the elastic modulus of the surrounding rock is small, the internal pressure borne by the surrounding rock of the underground artificial chamber is small when bearing high-pressure gas storage pressure, while the lining of the chamber will bear a large internal pressure. To prevent strength failure of the lining and slit failure of the flexible sealing layer caused by cracking of the lining concrete, measures such as increasing the reinforcement of the lining are taken to further improve the strength and stiffness of the lining. After the stiffness is increased, the pressure-bearing ratio of the lining will increase, and more lining configurations are required, thus entering a "vicious cycle". Therefore, it is necessary to consider reducing the pressure-bearing ratio of the lining to high-pressure gas storage pressure, giving full play to the bearing capacity of the surrounding rock, and increasing the pressure-bearing ratio of the surrounding rock. Summary of the Invention

[0006] The purpose of the embodiments of this application is to provide a method for determining yielding displacement nodes of a compressed air energy storage chamber, which is applied to an energy storage chamber with a flexible sealing layer. The energy storage chamber includes a lining, stretchable nodes, and a sliding layer. The method includes:

[0007] When it is determined that there is no internal gas storage pressure in the energy storage chamber, based on the stress condition of the lining, the first position of the lining is determined through a first model, where the first position is the position where the stress condition of the lining meets the preset requirements, and there are multiple first positions;

[0008] Determine a second internal pressure based on the obtained first internal pressure and the preset target gas storage pressure of the energy storage chamber, where the first internal pressure is the pressure limit that the second model can withstand when the energy storage chamber meets the structural bearing capacity requirements and deformation requirements of the lining;

[0009] Based on the second internal pressure, determine a first deformation amount of the surrounding rock through a third model, where the first model, the second model, and the third model are all models with different model contents;

[0010] Based on the first deformation amount, determine a second deformation amount of the lining;

[0011] Based on the first parameter of the slip layer, determine a third deformation amount of the node, where the first parameter at least includes thickness and shear modulus, and the third deformation amount is the limit value of the circumferential tensile deformation value of the node;

[0012] Based on the first position, the second deformation amount, and the third deformation amount, determine the target deformation amount of the node;

[0013] Based on the second deformation amount and the target deformation amount, determine the target positions for setting the nodes in the lining among multiple first positions, where there are multiple target positions.

[0014] As an optional embodiment, the method further includes:

[0015] Obtain the modeling parameters of the energy storage chamber, where the numerical modeling parameters at least include chamber structure parameters, site condition parameters, material parameters, boundary conditions, contact relationships, and construction processes, and the site condition parameters at least include engineering geological parameters and environmental condition parameters;

[0016] Based on the modeling parameters, determine a target model, where the target model includes the first model, the second model, the third model, and the fourth model with different model contents.

[0017] As an optional embodiment, the method further includes:

[0018] In the case of determining that there is no internal gas storage pressure in the energy storage chamber, determine the internal force of the energy storage chamber through the first model;

[0019] Based on the internal force, the structural bearing capacity and deformation requirements of the lining, determine the structural parameters and reinforcement parameters of the lining of the energy storage chamber;

[0020] Based on the structural parameters and the reinforcement parameters, back-calculate the first internal pressure through the second model.

[0021] An object of an embodiment of the present application is to provide a compressed air energy storage chamber, including:

[0022] A lining, which is a ring structure, and a flexible sealing layer is provided on the inner wall of the lining;

[0023] A plurality of stretchable nodes, which are circumferentially distributed on the lining;

[0024] A sliding layer, which is provided between the lining and the surrounding rock and is used to reduce the friction force between the two;

[0025] When the energy storage chamber is in the air inflation stage, the pressure of the gas in the energy storage chamber becomes larger, so that the lining deforms through the plurality of nodes, and the surrounding rock bears the acting force generated by the gas. Among them, the acting force borne by the surrounding rock when the plurality of nodes are provided on the lining is greater than the acting force borne by the surrounding rock when the plurality of nodes are not provided on the lining;

[0026] When the plurality of nodes reach the deformation limit, the deformed lining begins to jointly bear the acting force generated by the gas with the surrounding rock.

[0027] As an alternative embodiment, the node includes a first connecting member with a stretching amount and high ductility concrete, and two ends of the precast connecting member are respectively connected to the steel bars in the adjacent lining.

[0028] As an alternative embodiment, the first connecting member includes a fixed cylinder, a movable cylinder and a connecting cylinder. The steel bars on both sides of the node in the lining respectively penetrate through the fixed cylinder. One end in the fixed cylinder is provided with a movable cylinder that moves along its axial direction. The movable cylinder is connected to one of the steel bars, and the connecting cylinder is arranged at the other end of the fixed cylinder and is connected to the other steel bar.

[0029] As an alternative embodiment, the node includes a second connecting member with a stretching amount and conventional concrete. A plurality of structural joints corresponding to the nodes are provided on the lining. Two ends of the second connecting member are respectively connected to the steel bars in the adjacent lining, and the steel bar at one end penetrates through the structural joint.

[0030] As an alternative embodiment, a protection structure is provided on the inner wall of the lining. The installation position of the protection structure corresponds to the position of the structural joint, and is used to protect the flexible sealing layer when the structural joint opens. A waterproof member is provided in the structural joint.

[0031] As an alternative embodiment, the protection structure includes an arched rubber strip and an arc-shaped steel strip. Two ends of the rubber strip are respectively connected to the adjacent two arc-shaped segments and cover the structural joint. The steel strip is embedded in the rubber strip and corresponds to the structural joint.

[0032] An object of an embodiment of the present application is to provide a displacement node determination device for a compressed air energy storage chamber, which is applied to an energy storage chamber using a flexible sealing layer. The energy storage chamber includes a lining, a stretchable node, and a sliding layer. The device includes:

[0033] A first determination module configured to, when it is determined that there is no internal gas storage pressure in the energy storage chamber, determine a first position of the lining based on the stress condition of the lining through a first model, where the first position is a position where the stress condition of the lining meets a preset requirement, and there are multiple first positions;

[0034] A second determination module configured to determine a second internal pressure based on the obtained first internal pressure and the target gas storage pressure of the preset energy storage chamber, where the first internal pressure is the pressure limit that the second model can withstand when the energy storage chamber meets the structural bearing capacity requirement and deformation requirement of the lining;

[0035] A third determination module configured to determine a first deformation amount of the surrounding rock based on the second internal pressure through a third model, where the first model, the second model, and the third model are models with different model contents;

[0036] A fourth determination module configured to determine a second deformation amount of the lining based on the first deformation amount;

[0037] A fifth determination module configured to determine a third deformation amount of the node based on a first parameter of the sliding layer, where the first parameter includes at least thickness and shear modulus, and the third deformation amount is the limit value of the circumferential tensile deformation value of the node;

[0038] A sixth determination module configured to determine a target deformation amount of the node based on the first position, the second deformation amount, and the third deformation amount;

[0039] A seventh determination module configured to determine a target position for setting the node in the lining among multiple first positions based on the second deformation amount and the target deformation amount, where there are multiple target positions.

[0040] The beneficial effects of the embodiments of the present application are as follows:

[0041] In this application, a number of circumferential nodes that can be freely stretched by a certain length are provided on the lining, enabling the lining to undergo circumferential free stretching deformation in the initial stage of bearing internal pressure, controlling the circumferential stress state of the lining at this stage, transferring more of the internal air pressure to the surrounding rock. After the free stretching deformation of the circumferential variable stiffness nodes ends, as the internal air pressure increases, the lining begins to bear the internal pressure circumferentially and jointly bears the action of the high-pressure gas with the surrounding rock, ultimately ensuring that the proportion of the lining bearing the internal pressure is small and increasing the economy of the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] Figure 1 It is a flowchart of the method for determining the displacement nodes of the compressed air energy storage chamber in the embodiment of this application;

[0043] Figure 2 It is a cross-sectional schematic diagram of the energy storage chamber in the embodiment of this application;

[0044] Figure 3 It is a schematic diagram of the deformation trend of the lining under the action of internal air pressure in the embodiment of this application;

[0045] Figure 4 It is a cross-sectional schematic diagram of the node arrangement on the lining in the embodiment of this application;

[0046] Figure 5 It is a schematic diagram of the deformation trend of the lining and the node under the action of internal air pressure in the embodiment of this application Figure 1 ;

[0047] Figure 6 It is a schematic diagram of the deformation trend of the lining and the node under the action of internal air pressure in the embodiment of this application Figure 2 ;

[0048] Figure 7 It is a schematic diagram of the structure of the node in the embodiment of this application;

[0049] Figure 8 It is a schematic diagram of the structure of the node in another embodiment of this application;

[0050] Figure 9 It is a schematic diagram of the part structure of the first connecting member in the embodiment of this application;

[0051] Figure 10 It is a schematic diagram of the installation structure of the first connecting member in the embodiment of this application;

[0052] Figure 11 It is a schematic diagram of the structure of the protection structure in the embodiment of this application.

[0053] Among them,

[0054] 1. Lining; 11. Steel bars; 12. Concrete; 2. Surrounding rock; 3. Node; 4. Slip layer; 5. Primary support; 6. Sealing layer; 7. Structural joint; 9. First connecting member; 91. Fixed cylinder; 92. Connecting cylinder; 93. Movable cylinder; 10. Protection structure; 101. Rubber strip; 102. Steel plate strip. Detailed implementation manners

[0055] Reference is made herein to the various solutions and features of the present application with reference to the accompanying drawings.

[0056] It should be understood that various modifications can be made to the embodiments applied herein. Therefore, the above description should not be regarded as a limitation, but only as an example of the embodiments. Those skilled in the art will think of other modifications within the scope and spirit of the present application.

[0057] The accompanying drawings, which are included in and form a part of this specification, illustrate embodiments of the present application and, together with the general description of the present application given above and the detailed description of the embodiments given below, serve to explain the principles of the present application.

[0058] These and other features of the present application will become apparent from the following description of the preferred forms of the embodiments given by way of non-limiting examples with reference to the accompanying drawings.

[0059] It should also be understood that although the present application has been described with reference to some specific examples, those skilled in the art can surely implement many other equivalent forms of the present application.

[0060] When combined with the accompanying drawings, the above and other aspects, features and advantages of the present application will become more apparent in view of the following detailed description.

[0061] Hereinafter, specific embodiments of the present application will be described with reference to the accompanying drawings; however, it should be understood that the embodiments applied are only examples of the present application and can be implemented in various ways. Well-known and / or repetitive functions and structures are not described in detail to avoid unnecessary or redundant details from obscuring the present application. Therefore, the specific structural and functional details applied herein are not intended to be limiting, but only as a basis and representative basis for the claims to teach those skilled in the art to use the present application in substantially any suitable detailed structure in a variety of ways.

[0062] This specification may use the phrases "in one embodiment", "in another embodiment", "in yet another embodiment" or "in other embodiments", which may each refer to one or more of the same or different embodiments according to the present application.

[0063] A method for determining the displacement nodes of a compressed air energy storage chamber according to an embodiment of the present application is applied to an energy storage chamber using a flexible sealing layer 6. The energy storage chamber includes a lining 1, a stretchable node 3, and a sliding layer 4.

[0064] The energy storage chamber is an underground space structure for storing energy, mainly used for compressed air energy storage. In a compressed air energy storage power station project, the energy storage chamber is usually a circular space excavated underground and reinforced with a lining 1 to store high-pressure air.

[0065] The flexible sealing layer 6 is a flexible sealing material layer attached to the inner wall of the lining 1, and its function is to prevent gas leakage in the energy storage chamber. A special rubber sealing layer 6 laid on the inner surface of the lining 1 of the energy storage chamber can closely fit the lining 1 and effectively block gas from escaping.

[0066] The lining 1 is a structure in an artificial chamber for bearing the pressure of the surrounding rock 2, enclosing the surrounding rock 2, and preventing the surrounding rock 2 from weathering and collapsing. The lining 1 is a ring structure in the energy storage chamber and can be composed of materials such as steel bars 11 and concrete 12. For example, in a compressed air energy storage chamber, a circular closed structure formed by pouring steel bars 11 and concrete 12 is the lining 1.

[0067] The stretchable node 3 is a regional node 3 in the lining 1 structure that can undergo a certain circumferential tensile deformation, enabling the lining 1 to undergo circumferential free tensile deformation in the initial stage of bearing internal pressure and adjusting the bearing pressure ratio between the lining 1 and the surrounding rock 2.

[0068] The sliding layer 4 is a structural layer provided between the lining 1 and the surrounding rock 2, and its main function is to reduce the friction force between the lining 1 and the surrounding rock 2 during circumferential tensile deformation, enabling the lining 1 to deform more smoothly. For example, a smooth geotextile or a material layer with a low friction coefficient is laid between the lining 1 and the surrounding rock 2. It can ensure that during the inflation process of the energy storage chamber, the circumferential tensile deformation of the lining 1 is not affected by excessive frictional resistance.

[0069] As Figure 1 shown, the method includes:

[0070] S10. When it is determined that there is no internal gas storage pressure in the energy storage chamber, based on the force condition of the lining 1, determine the first position of the lining 1 through a first model, where the first position is the position where the force condition of the lining 1 meets the preset requirements, and there are multiple first positions.

[0071] In this embodiment, when the lining 1 is in the actual working state, it is subjected to various forces such as surrounding rock pressure and groundwater pressure. These forces will cause bending moments and shear forces to be generated in the lining 1. The preset requirements are determined based on factors such as the engineering design objectives and the material properties of the lining 1. In this scenario, the preset requirement is the situation where the combined bending moment and shear force of the lining 1 are relatively small. Because when the bending moment and shear force are small, the structure of the lining 1 is more stable, and the risk of instability of the lining 1 structure at the set node 3 can be reduced.

[0072] The first positions are multiple positions calculated by the first model where the stress conditions on the lining 1 meet the preset requirements. These positions have relatively small bending moments and shear forces when the lining 1 bears no internal gas storage pressure. For example, through ABAQUS simulation calculations, it is found that in certain specific angular regions of the circular lining 1 structure, the values of the bending moment and shear force are the smallest in the entire lining 1, and the positions of these regions are the first positions. In actual engineering, these positions may be more suitable for setting the stretchable node 3 because setting the node 3 at these positions has less impact on the overall structural stability of the lining 1.

[0073] S20. Based on the obtained first internal pressure and the preset target gas storage pressure of the energy storage chamber, determine the second internal pressure, where the first internal pressure is the pressure limit that the second model can bear when the energy storage chamber meets the structural bearing capacity requirements and deformation requirements of the lining 1, and the deformation requirement is the concrete 12 crack requirement of the lining 1.

[0074] In this embodiment, the first internal pressure is the maximum pressure that the energy storage chamber can bear on the premise of meeting the structural bearing capacity and deformation requirements of the lining 1. This value is a key indicator for evaluating the bearing capacity of the energy storage chamber. For example, when designing an energy storage chamber, according to conditions such as the strength grade of the concrete 12, the reinforcement configuration, and the allowable maximum crack width, calculate the maximum internal pressure that the chamber can bear without exceeding the structural bearing capacity limit of the lining 1 and the concrete 12 crack limit.

[0075] The target gas storage pressure is a preset gas storage pressure value according to the design purpose and engineering requirements of the energy storage chamber. This is the pressure level that the energy storage chamber is expected to reach and maintain during normal operation, and it determines the energy storage capacity of the energy storage chamber and the subsequent energy output efficiency.

[0076] The second internal pressure is the pressure value obtained by subtracting the first internal pressure from the preset target gas storage pressure, that is, the second internal pressure = target gas storage pressure - first internal pressure. The second internal pressure is the part of the pressure that needs to be borne by the surrounding rock 2 after considering the bearing capacity of the lining 1.

[0077] S30. Based on the second internal pressure, determine the first deformation amount of the surrounding rock 2 through the second model, where the first model, the second model, and the third model are all models with different model contents.

[0078] In this embodiment, the first model - the third model are numerical models respectively used to simulate and calculate the structural mechanical properties of the energy storage chamber, which can be established by software such as ABAQUS and FLAC3D, and analyzed and calculated by setting different parameters and boundary conditions.

[0079] The surrounding rock 2 is the rock mass around the energy storage chamber, which interacts with the lining 1 and jointly bears the pressure inside the energy storage chamber. For example, when excavating the energy storage chamber underground, the undisturbed rock around the chamber is the surrounding rock 2. The properties of the surrounding rock 2 (such as elastic modulus, strength, etc.) have a great influence on the stability and bearing capacity of the energy storage chamber.

[0080] S40. Based on the first deformation amount, determine the second deformation amount of the lining 1.

[0081] In this embodiment, the first deformation amount is the deformation amount generated by the surrounding rock 2 calculated through the second model under the action of the second internal pressure. This deformation amount reflects the mechanical response of the surrounding rock 2 after bearing part of the internal pressure. For example, using the second model to simulate that under the action of the second internal pressure, the surrounding rock 2 has a certain displacement and strain, and the deformation amount of the surrounding rock 2 represented by these displacements and strains is the first deformation amount.

[0082] The second deformation amount is the deformation amount of the lining 1 determined according to the interaction relationship between the lining 1 and the surrounding rock 2 based on the first deformation amount of the surrounding rock 2. Since the lining 1 and the surrounding rock 2 are in close contact, the deformation of the surrounding rock 2 will drive the deformation of the lining 1. For example, when the surrounding rock 2 has an outward radial displacement under the action of the second internal pressure, the lining 1 will also correspondingly generate deformation, and this deformation amount is the second deformation amount. It is of great significance for determining the stress state of the lining 1 and the tensile amount of the node 3.

[0083] And, at this time, the second deformation amount S of the lining 1 is the total circumferential free tensile deformation value of the node 3. When designing the node 3, determine the circumferential free tensile deformation limit value Sa of a single node 3 according to the second deformation amount S in the circumferential direction of the lining 1 and the set number n of the nodes 3, that is, Sa = S / n.

[0084] S50. Based on the first parameter of the slip layer 4, determine the third deformation amount of the node 3, where the first parameter includes at least the thickness and shear modulus, and the third deformation amount is the limit value of the circumferential tensile deformation value of the node 3.

[0085] In this embodiment, the first parameters of the sliding layer 4 at least include the thickness and the shear modulus, and these parameters reflect the physical properties of the sliding layer 4 and have an important influence on determining the tensile deformation limit value of the node 3.

[0086] The third deformation amount is determined according to the first parameters of the sliding layer 4 and is the limit value of the circumferential tensile deformation value of the node 3, where the limit value is the maximum value. This limit value ensures that during the tensile process of the node 3, it can not only meet the deformation requirements of the lining 1 but also will not damage the sliding layer due to excessive stretching. For example, through calculation, combined with the thickness and shear modulus of the sliding layer 4, it is determined that the maximum circumferential tensile deformation value of the node 3 cannot exceed a certain value, and this value is the third deformation amount. During the design and construction process, it is necessary to strictly control the tensile deformation of the node 3 not to exceed the third deformation amount.

[0087] Specifically, in order to better enable the relative deformation of the lining 1 structure and the surrounding rock 2 (or the primary support 5) to occur through the sliding layer 4, the circumferential free tensile deformation limit value Sa should not be set too large. Combining the thickness of the sliding layer and the shear modulus of the sliding layer, the maximum value of Sa is determined.

[0088] S60. Based on the first position, the second deformation amount, and the third deformation amount, determine the target deformation amount of the node 3.

[0089] In this embodiment, the target deformation amount is a key value determined under various factors such as meeting the structural stress requirements, construction feasibility, and project economy. For example, through comprehensive calculation and evaluation of the stress analysis of different positions of the lining 1 (the first position), the deformation condition of the lining 1 (the second deformation amount), and the limitation of the tensile of the node 3 by the sliding layer 4 (the third deformation amount), it is determined that the target deformation amount of the node 3 at a certain position is a certain value. This target deformation amount will guide the design and layout of the node 3.

[0090] Specifically, combining the number n of the nodes 3 that are suitable to be used as found above, the calculated second deformation amount S of the circumferential direction of the lining 1, the maximum limit value of Sa, and the characteristics that the number of the nodes 3 should be minimized as much as possible in view of construction efficiency and project cost control, etc., finally determine the number of the nodes 3 to be set, and further the target deformation amount of the node 3 can be determined.

[0091] S70. Based on the second deformation amount and the target deformation amount, determine the target positions for setting the node 3 in the lining 1 among a plurality of the first positions, where the target positions are multiple.

[0092] In this embodiment, the target positions are the specific positions where the stretchable nodes 3 are arranged in the lining 1, which are finally determined from among multiple first positions according to the second deformation amount and the target deformation amount. These positions are determined through detailed mechanical calculations and engineering analyses, enabling the lining 1 structure to achieve an optimal stress state when bearing internal pressure. For example, among multiple first positions with relatively small bending moments and shear forces in the circular lining 1 structure, several specific positions are finally selected as the target positions for arranging the nodes 3 by comparing the construction convenience and the target deformation amount at different positions. Arranging the nodes 3 at these target positions can maximize the role of the nodes 3 and optimize the performance of the lining 1 structure.

[0093] When this application is in use, exemplarily, there is a compressed air energy storage chamber. A first model is established using ABAQUS, and the stress of the lining 1 structure is calculated under the condition of no internal pressure to find multiple positions with relatively small bending moments and shear forces as the first positions. Given that the target gas storage pressure is P, the first internal pressure P1 is obtained through preliminary calculations, and then the second internal pressure P2 (P2 = P - P1) is derived. Furthermore, the deformation amount of the surrounding rock 2 and the deformation amount of the lining 1 are determined. Combining with the parameters of the sliding layer 4, the numerical values related to the deformation amount of the nodes 3 are determined, and finally the target positions for arranging the nodes 3 are determined.

[0094] This application reasonably determines the positions and deformation amounts of the nodes 3, which can optimize the stress state of the lining 1 structure, enabling the lining 1 to more reasonably transfer the pressure to the surrounding rock 2 when bearing internal pressure, reducing the bearing ratio of the lining 1, and reducing the tensile force and tensile stress in the circumferential direction of the lining 1 structure.

[0095] In one embodiment, the method further includes:

[0096] Obtaining the modeling parameters of the energy storage chamber, where the numerical modeling parameters at least include chamber structure parameters, site condition parameters, material parameters, boundary conditions, contact relationships, and construction processes. The site condition parameters at least include engineering geological parameters and environmental condition parameters;

[0097] Based on the modeling parameters, determining a target model, where the target model includes the first model, the second model, the third model, and the fourth model with different model contents.

[0098] In this embodiment, it can be established using software such as ABAQUS and FLAC3D, and analyzed and calculated by setting different parameters and boundary conditions. For example, a model simulating the energy storage chamber is established using ABAQUS, and the material parameters, boundary conditions, etc. are set, which is a specific model example.

[0099] The modeling parameters are various parameters used to establish the numerical model of the energy storage chamber, covering chamber structure parameters (such as chamber shape, size, etc.), site condition parameters (engineering geological parameters such as the elastic modulus of surrounding rock 2, environmental condition parameters such as the distribution of surrounding buildings), material parameters (the elastic modulus, strength, etc. of the lining 1 material), boundary conditions (the boundary constraint conditions of the surrounding rock), contact relationships (the contact methods between the lining 1 and the surrounding rock 2, etc.), and construction processes (excavation methods, lining 1 construction sequence), etc.

[0100] Specifically, the chamber structure parameters are the radius, height, lining 1 thickness, etc. of the chamber. The site condition parameters are the elastic modulus, Poisson's ratio, compressive strength, etc. of the surrounding rock 2. The material parameters are the compressive strength, elastic modulus of the concrete 12 used for the lining 1, the yield strength, elastic modulus of the steel bars 11, etc.

[0101] The boundary conditions are the boundary constraint conditions at the bottom and sides of the surrounding rock. By setting reasonable boundary conditions, the model can more realistically simulate the authenticity of the surrounding rock 2 conditions.

[0102] The contact relationship involves the contact behaviors and mechanical transfer characteristics between different components or regions such as between the lining 1 and the surrounding rock 2, between the lining and the sealing layer, and between the lining structural blocks. Different contact relationships have a significant impact on the structural force transfer and deformation.

[0103] The construction process is simulated according to the actual design conditions. The simulation of the construction process can reflect the force and deformation changes of the structure at different construction stages, which is crucial for optimizing the design and construction plans.

[0104] The target models are the first model, the second model, the third model, and the fourth model containing different contents. These models are constructed according to the modeling parameters and are used for analysis and calculation at different stages. Among them, the first model is used to calculate the structural parameters (size parameters) and reinforcement parameters of the lining 1 under the condition of no internal pressure. The second model is used to calculate the maximum internal pressure (the first internal pressure) that the lining 1 structure can withstand. The third model is used to calculate the deformation amount of the surrounding rock 2 under the action of the second internal pressure. The fourth model is used for the final overall checking and verification.

[0105] Specifically, the lining 1 structure in the first model is continuous, that is, no node 3 is set. The second model is used to calculate the maximum internal pressure that the lining 1 structure can withstand under the condition of no surrounding rock 2 constraint and under the structural parameters and reinforcement parameters of the lining 1 adopted in the design calculation of the first model. The third model is used to calculate the deformation amount of the surrounding rock 2 under the action of the second internal pressure, and the structure of the lining 1 is not considered in the third model.

[0106] After the design of the energy storage chamber is completed, the fourth model is finally used for checking calculations. Based on the key parameters such as the number and position of the designed Node 3, the dimensions and reinforcement of the lining 1, etc., an accurate model that conforms to the final design form is constructed. After the model is established, comprehensive calculation and analysis are carried out to check whether there are problems in the current design. Specifically, the following key aspects are focused on:

[0107] ① Stability of surrounding rock 2: Evaluate whether the surrounding rock 2 will be damaged under the design conditions. By calculating the stress and strain distribution of the surrounding rock 2, and comparing the strength parameters of the surrounding rock 2, judge whether the surrounding rock 2 will show local or overall damage and instability. For example, if the stress in a certain area of the surrounding rock 2 calculated exceeds its compressive strength, then this area may be damaged, which means that the design may need to be adjusted, such as increasing the structural strength of the lining 1 or optimizing the layout of Node 3, to reduce the burden on the surrounding rock 2 and ensure its stability.

[0108] ② Integrity of lining 1 structure: Check whether the structure of the chamber lining 1 will be damaged. Analyze the internal force distribution of the lining 1 under various loads such as internal pressure and surrounding rock 2 pressure, and check whether the key parts of the lining 1 structure meet the strength requirements. If the internal force in a certain part of the lining 1 exceeds the bearing capacity of its material, it may lead to damage forms such as cracks and fractures in the lining 1. At this time, it is necessary to re-examine the dimensions and reinforcement design of the lining 1, or adjust the setting of Node 3 to enhance the bearing capacity of the lining 1 structure.

[0109] ③ Deformation control: Consider whether the deformations of the lining 1 structure and the surrounding rock 2 are too large. Calculate the deformation amounts of the lining 1 and the surrounding rock 2 under different working conditions, and compare them with the design allowable deformation limits. If the deformation is too large, it will not only affect the normal use of the energy storage chamber, but also may cause problems such as the failure of the sealing layer 6 and the loosening of the structural connection parts. Once it is found that the deformation exceeds the limit, the design scheme needs to be optimized, such as adjusting the deformation ability of Node 3, changing the stiffness of the lining 1, etc., to control the deformation within a reasonable range.

[0110] Through the checking calculations of the fourth model, a comprehensive evaluation of the design of the energy storage chamber can be carried out, potential problems can be discovered in time and improved, ensuring the safety, reliability and economy of the design scheme, and providing a strong guarantee for the smooth implementation of the compressed air energy storage project.

[0111] This application accurately obtains and uses modeling parameters to construct a target model, which can more accurately simulate the actual situation of the energy storage chamber, provide a reliable model basis for subsequent determination of the position of Node 3, calculation of deformation amounts, etc., and improve the accuracy and reliability of the design.

[0112] In one embodiment, the method further includes:

[0113] When it is determined that there is no internal gas storage pressure in the energy storage chamber, the internal force of the energy storage chamber is determined through the first model.

[0114] Based on the internal force, the structural bearing capacity and deformation requirements of the lining, the structural parameters and reinforcement parameters of the lining 1 of the energy storage chamber are determined.

[0115] Based on the structural parameters and the reinforcement parameters, the first internal pressure is calculated back through the second model.

[0116] In this embodiment, the internal force refers to the various relevant load effects borne by the lining 1 structure in each working condition when there is no internal gas storage pressure acting on the energy storage chamber. Such load effects are mainly caused by the pressure of the surrounding rock 2, the pressure of groundwater, the self-weight of the chamber, the load effects of the internal equipment in the chamber, and the load effects generated by other environmental factors around the chamber, etc.

[0117] For example, in an underground compressed air energy storage chamber, in the non-gas storage working condition, the chamber bears the pressure of the surrounding rock 2, the groundwater pressure, the self-weight of the chamber lining 2, the load of the internal equipment in the chamber, and other possible load effects such as earthquakes, etc., which cause bending moments, shear forces and axial forces, etc. to be generated inside the lining 1. By using numerical simulation software (such as ABAQUS) to establish a model under the condition of no internal pressure, it is calculated that the bending moment at a certain position of the lining 1 is 150 kN·m, the shear force is 200 kN, and the axial force is 550 kN. These are the specific numerical manifestations of the internal force of the lining 1 structure.

[0118] The structural bearing capacity and deformation requirements of the lining refer to the control standard for the concrete cracks of the lining 1 in the design and construction of the energy storage chamber. It is a key index to ensure the durability, safety and safety of the sealing layer of the lining 1 structure. Therefore, it is necessary to limit the crack width to extend the service life of the lining 1 and prevent gas leakage.

[0119] In this embodiment, the concrete crack limit value can be 0.2 mm. During the design and construction process, it is necessary to ensure that the crack width generated by the concrete 12 of the lining 1 under various working conditions does not exceed 0.2 mm.

[0120] In actual engineering, designers will determine the appropriate structural parameters and reinforcement parameters of the lining 1 through theoretical calculations and empirical formulas according to factors such as the internal forces (including bending moments, shear forces and axial forces) generated by the loads borne by the lining 1, the material properties of the concrete 12 (such as strength grade, shrinkage properties), and the reinforcement conditions, etc., to meet this crack width requirement.

[0121] During construction, construction workers will also adopt corresponding construction techniques and quality control measures, such as reasonably selecting the concrete 12 mix ratio, controlling the concrete pouring temperature, strengthening the concrete vibration and curing, etc., to minimize the generation of concrete cracks and control the crack width within 0.2 mm.

[0122] The structural parameters are the relevant parameters used to describe the geometric dimensions of the lining 1 structure. It includes the thickness, circumferential length, radial dimension, etc. of the lining 1. Taking the circular lining 1 as an example, the lining 1 thickness is a key structural parameter, which directly affects the bearing capacity and stability of the lining 1.

[0123] For example, the designed thickness of the lining 1 of a certain circular compressed air energy storage chamber is 0.5 m, and this 0.5 m is the lining 1 thickness in the structural parameters. In addition, the circumferential length depends on the perimeter of the chamber. If the radius of the chamber is 5 m, then the circumferential length is approximately 31.4 m, which is also part of the structural parameters. These structural parameters are important basic data for the structural design and mechanical analysis of the lining 1.

[0124] The reinforcement parameters refer to the relevant parameters of the reinforcement 11 configuration in the lining 1, which are used to determine the specifications and layout methods of the reinforcement 11 in the lining 1 structure to enhance the bearing capacity of the lining 1. It mainly includes the diameter, spacing, quantity of the reinforcement 11, and the grade of the reinforcement 11, etc.

[0125] For example, in the design of a certain lining 1, HRB400 grade reinforcement 11 with a diameter of 25 mm is adopted and arranged at a spacing of 150 mm, and there is corresponding reinforcement in the circumferential and longitudinal directions of the lining 1. The specifications and layout parameters of these reinforcements 11 are the reinforcement parameters. A reasonable design of the reinforcement parameters can effectively improve the mechanical properties such as tensile and flexural resistance of the lining 1 and ensure the safety of the lining 1 when bearing various loads.

[0126] Back calculation is a process of deriving other relevant unknown parameters through reverse calculation methods based on known results or conditions. After determining the structural parameters and reinforcement parameters of the lining 1, using the second model, according to the bearing capacity of the lining 1 structure and established deformation (such as the concrete 12 crack width) requirements and other conditions, the maximum internal air pressure load value that the energy storage chamber can bear when meeting these requirements is calculated in reverse, that is, the first internal pressure.

[0127] For example, given the structural parameters (thickness 0.5 m, circumferential length 31.4 m) and reinforcement parameters (11 HRB400 grade steel bars, diameter 25 mm, spacing 150 mm) of a certain lining 1, these parameters are input into the first model (such as an ABAQUS model), the material properties, boundary conditions, and the limiting conditions for deformation and crack width of the structure are set, and then through the calculation function of the model, the maximum internal air pressure load value that the lining 1 can withstand under these conditions is obtained as 2 MPa. This calculation process is the back calculation, and the obtained 2 MPa is the first internal pressure.

[0128] This application designs the size and reinforcement of the lining 1 by determining the internal force of the lining 1 and the deformation amount of the cracks in the concrete 12 of the lining 1, and then back calculates the first internal pressure, which can make the structural design of the lining 1 more reasonable and meet the actual stress requirements of the project. At the same time, it provides basic data for subsequent calculations such as determining the second internal pressure, ensuring the accuracy of the entire design process.

[0129] An example of a compressed air energy storage chamber according to an embodiment of this application, as Figures 2 - 6 shown, includes:

[0130] A lining 1, which is a ring structure, and a flexible sealing layer 6 is provided on the inner wall of the lining 1;

[0131] A plurality of stretchable nodes 3, which are circumferentially distributed on the lining 1;

[0132] A sliding layer 4, which is provided between the lining 1 and the surrounding rock 2 and is used to reduce the friction force between the two;

[0133] When the energy storage chamber is in the air inflation stage, the pressure of the gas in the energy storage chamber increases, so that the lining 1 deforms through the plurality of nodes 3, and the surrounding rock 2 bears the acting force generated by the gas. Among them, the acting force borne by the surrounding rock 2 when the plurality of nodes 3 are provided on the lining 1 is greater than the acting force borne by the surrounding rock 2 when the plurality of nodes 3 are not provided on the lining 1;

[0134] When the plurality of nodes 3 reach the deformation limit, the deformed lining 1 begins to jointly bear the acting force generated by the gas with the surrounding rock 2. Among them, when the nodes 3 are in the deformation stage, the acting force generated by the lining 1 can be ignored. When the deformation of the nodes 3 ends, tensile force begins to be generated in the circumferential direction of the lining 1, and at this time, the lining 1 and the surrounding rock 2 together bear the action of the internal air pressure of the energy storage chamber.

[0135] In this embodiment, the inflation stage refers to the working stage when high-pressure gas starts to be injected into the compressed air energy storage chamber. In this stage, the gas pressure in the chamber gradually increases, and the lining 1 and the surrounding rock 2 begin to bear the effects brought by the gas pressure. In this stage, the lining 1 and the surrounding rock 2 will undergo corresponding deformations as the pressure increases.

[0136] The acting force is the circumferential tensile force generated by the gas on the lining 1 and the surrounding rock 2 when the air pressure of the gas starting to be filled in the compressed air energy storage chamber is greater than the acting forces such as the external surrounding rock pressure, water pressure, and the self-weight of the lining 1. Since the gas pressure acts uniformly in all directions, in a circular chamber structure, an acting force will be generated. For example, in a circular energy storage chamber filled with high-pressure gas, every part of the lining 1 and the surrounding rock 2 is subjected to a tensile force along the circumferential tangent direction, and this tensile force is the acting force.

[0137] The deformation limit is the maximum tensile deformation that the stretchable node 3 can withstand. When the tensile deformation of the node 3 reaches this limit value, the node 3 can no longer continue to stretch freely and begins to bear the acting force together with the lining 1. For example, if the maximum tensile deformation designed for a certain stretchable node 3 is 10 mm, when the stretching amount of the node 3 reaches 10 mm, the deformation limit is reached. After that, if the gas pressure continues to increase, the node 3 will jointly bear the acting force with the lining 1 to ensure the stability of the chamber structure.

[0138] Specifically, in a compressed air energy storage chamber, as the gas is injected and the pressure rises, the stretchable nodes 3 on the lining 1 begin to stretch, and the surrounding rock 2 first bears most of the air pressure generated by the gas in the energy storage chamber; when the nodes 3 are stretched to the limit, the lining 1 and the surrounding rock 2 jointly bear the air pressure generated by the gas in the energy storage chamber to maintain the stability of the chamber structure.

[0139] This application can, during the inflation process of the energy storage chamber, first let the surrounding rock 2 bear the main pressure, reduce the initial burden on the lining 1. As the pressure increases, the lining 1 and the surrounding rock 2 jointly bear the load, giving full play to the bearing capacity of the surrounding rock 2, reducing the bearing ratio of the lining 1, improving the engineering economy, and at the same time ensuring the airtightness and structural stability of the chamber.

[0140] In one embodiment, as Figure 7 shown, the node 3 includes a first connecting member 9 with a stretching amount and high-ductility concrete 12, and both ends of the precast connecting member are respectively connected to the steel bars 11 in the adjacent lining 1.

[0141] In this embodiment, the first connecting member 9 is a key component constituting the stretchable node 3 and has the characteristic of a certain free stretching length. It mainly plays the role of connecting the steel bars 11 in the adjacent lining 1 and can generate tensile deformation when subjected to axial tension, thereby enabling the entire node 3 to have stretching ability.

[0142] High ductility concrete 12 is a concrete 12 material that has significant performance differences from traditional concrete 12. It has a smaller tensile elastic modulus, which means that it is more likely to undergo elastic deformation when subjected to force; and its ultimate tensile strain is much higher than that of ordinary concrete 12, which allows it to withstand greater deformation during stretching without easily cracking. Using high ductility concrete 12 in the tensile node 3 can make the node 3 deform more evenly during stretching, thereby improving the tensile performance and durability of the node 3.

[0143] The high ductility concrete 12 is wrapped around the first connection member 9. When the node 3 is subjected to a force, the high ductility concrete 12 stretches along with the stretching of the first connection member 9, and can maintain the integrity of the overall structure without obvious cracks.

[0144] By connecting the two ends of the first connecting member 9 to the adjacent steel bars 11, the node 3 and the steel bar 11 skeleton of the lining 1 form a whole, ensuring that when the node 3 is stretched, the tension can be effectively transmitted to the steel bars 11, thereby driving the deformation of the entire lining 1 structure.

[0145] When the present application is applied, in the tensile node 3, both ends of the first connecting member 9 are connected to the steel bars 11 in the adjacent lining 1, and the high ductility concrete 12 is wrapped around it. When the node 3 is subjected to a force, the first connecting member 9 is tensilely deformed, and the high ductility concrete 12 is deformed accordingly, which together cause the node 3 to be stretched to a certain extent, and ensure the integrity and uniformity of the node 3 during stretching.

[0146] The node 3 structure of the present application can effectively adapt to the circumferential tensile deformation of the lining 1, is not easy to crack when subjected to tension, improves the tensile performance and durability of the node 3, and then improves the stability and reliability of the entire lining 1 structure, ensuring the safety of the energy storage chamber when subjected to internal pressure.

[0147] In one embodiment, if Figure 9 and Figure 10 As shown, the first connecting member 9 includes a fixed tube 91, a movable tube 93 and a connecting tube 92. The steel bars 11 located on both sides of the node 3 in the lining 1 respectively pass through the fixed tube 91. A movable tube 93 that moves along its axial direction is provided at one end of the fixed tube 91. The movable tube 93 is connected to one of the steel bars 11. The connecting tube 92 is provided at the other end of the fixed tube 91 and connected to the other steel bar 11.

[0148] In this embodiment, the fixed cylinder 91 plays a role in fixing the position of the steel bar 11, ensuring that the steel bar 11 maintains a relatively stable position relationship during the stretching process of the node 3. It provides an installation foundation for the movable cylinder 93 and the connecting cylinder 92, making the structure of the entire connecting member more stable.

[0149] For example, in the first connecting member 9 of a tensile node 3, the fixing tube 91 is a hollow metal cylinder, whose inner diameter is slightly larger than the diameter of the steel bar 11, and the steel bar 11 can pass through the fixing tube 91. The length of the fixing tube 91 is determined according to the design requirements of the node 3, generally about 20-50 cm, and it is connected to the surrounding concrete 12 structure by welding or other fixing methods to ensure that no displacement occurs when the node 3 is subjected to force.

[0150] The movable cylinder 93 is one of the key components to realize the tensile function of the node 3. When subjected to tension, the movable cylinder 93 slides in the fixed cylinder 91, thereby causing tensile deformation of the node 3. One end of the movable cylinder 93 is connected to one of the steel bars 11. When the steel bar 11 is subjected to tension, the movable cylinder 93 moves accordingly.

[0151] For example, the movable cylinder 93 is a short metal cylinder, and its outer diameter is slightly smaller than the inner diameter of the fixed cylinder 91, so as to ensure smooth sliding in the fixed cylinder 91. The movable cylinder 93 and the steel bar 11 can be connected by welding or threading to ensure a firm connection. When the node 3 is pulled, the movable cylinder 93 can slide 10-20 mm in the fixed cylinder 91, realizing the stretching function of the node 3.

[0152] The connecting tube 92 is used to connect another steel bar 11, and two adjacent steel bars 11 are connected into a whole through the fixed tube 91 and the movable tube 93. It ensures the effective transmission of the tension between the two steel bars 11, so that the entire node 3 works together during the stretching process.

[0153] For example, the connecting tube 92 is also a metal cylinder, and its two ends have different connection structures, one end is connected to the fixing tube 91 by threading, and the other end is connected to the steel bar 11 by welding or threading. The length and diameter of the connecting tube 92 are determined according to the specifications of the steel bar 11 and the design requirements of the node 3. Generally, the length is about 10-20 mm, ensuring that the two steel bars 11 can be reliably connected and the tension can be smoothly transmitted between the steel bars 11.

[0154] The present application makes the tensile deformation of the node 3 more flexible and reliable through the design of the first connecting member 9, can accurately control the stretching amount, improve the tensile performance and bearing capacity of the node 3, and enhance the adaptability of the lining 1 structure when subjected to internal pressure.

[0155] In another embodiment, if Figure 8As shown, the node 3 includes a second connecting member with a stretching amount and normal concrete 12. A plurality of structural joints 7 corresponding to the node 3 respectively are provided on the lining 1. Both ends of the second connecting member are respectively connected to the steel bars 11 in the adjacent linings 1, and the steel bars 11 at one end penetrate through the structural joint 7. Among them, the structure of the first connecting member 9 may be the same as or different from the structure of the second connecting member.

[0156] In this embodiment, the second connecting member plays a role in transmitting tensile force and coordinating the deformation of the steel bars 11 in the node 3. The normal concrete 12 is an ordinary concrete 12 material, which is used to pour the main structural part of the node 3 in the stretchable node 3. It provides support and protection for the second connecting member, making the node 3 have a certain integrity and stability. For example, the normal concrete 12 with a strength grade of C30 is used for pouring. After the C30 concrete 12 reaches the design strength, it can bear a certain amount of pressure and tensile force, and work together with the second connecting member to ensure the structural integrity of the node 3 during the stretching process.

[0157] The structural joint 7 refers to a structurally openable joint preset artificially during the construction process of the lining 1. These structural joints 7 are the key structural elements to realize the variable stiffness characteristics of the node 3, which are reserved during the concrete 12 pouring of the lining 1, making the concrete 12 discontinuous at the structural joint.

[0158] Specifically, when the energy storage chamber is inflated and the lining 1 is subjected to a force, at first the structural joint 7 will gradually open. During the opening process of the structural joint 7, due to the existence of the second connecting member, the steel bars 11 in the adjacent linings 1 can maintain a certain connection relationship. When the structural joint 7 opens to the preset value, the second connecting member begins to bear the force and transmits the tensile force to the adjacent steel bars 11, enabling the entire node 3 to participate in the work of resisting the force, thereby realizing the variable stiffness characteristics of the node 3.

[0159] For example, the lining 1 is divided into multiple segments. During the concrete 12 pouring process of the lining 1, the construction personnel, according to the design requirements, reserved a plurality of structural joints 7 with a width of 10 mm in the circumferential direction of each segment of the lining 1. The setting positions of the structural joints 7 on any segment of the lining 1 correspond to or are staggered from the setting positions of the structural joints 7 on the adjacent segments of the lining 1.

[0160] When the chamber starts to be inflated and the internal air pressure gradually rises, the lining 1 is subjected to forces. Initially, the structural joint 7 begins to slowly open. For example, when the air pressure reaches 1 MPa, the structural joint 7 opens to 8 mm. As the air pressure continues to rise to 2 MPa, the structural joint 7 further opens to 12 mm. When the air pressure reaches 3 MPa, the structural joint 7 opens to the preset value of 15 mm. At this time, the node 3, which was originally in a relatively flexible state, begins to exert a circumferential tensile force as the connecting member starts to bear tensile force. The lining 1 begins to bear the force, bears the internal air pressure together with the surrounding rock, and restricts the further circumferential tensile deformation of the chamber lining, ensuring the safety and stability of the surrounding rock and preventing the flexible sealing layer inside the lining from being damaged due to excessive opening of the structural joint.

[0161] This application enables the node 3 to play different roles at different stress stages. When the structural joint 7 starts to open in the initial stage, it can adapt to a certain amount of deformation, reduce the generation of forces on the lining 1 structure, and transfer the main internal air pressure for energy storage to the surrounding rock. When the structural joint 7 opens to a certain extent, the node 3 bears tensile force, restricting the further increase in the circumferential tensile deformation of the lining 1 structure under high internal pressure, ensuring that the surrounding rock and the flexible sealing layer are not damaged due to excessive deformation of the lining structure. Moreover, the combination of conventional concrete 12 and the second connecting member is relatively simple in construction and low in cost, having good economic efficiency.

[0162] In one embodiment, as Figure 11 shown, a protection structure 10 is provided on the inner wall of the lining 1. The installation position of the protection structure 10 corresponds to the position of the structural joint 7 and is used to protect the flexible sealing layer 6 when the structural joint 7 opens. A waterproof member is provided in the structural joint 7.

[0163] In this embodiment, during the inflation process of the energy storage chamber, since the lining 1 is subjected to forces, the structural joint 7 will gradually become larger. This is the manifestation of the stretchable node 3 achieving tensile deformation, and it may also cause slotting damage to the flexible sealing layer 6. Therefore, the protection structure 10 is needed for protection. The protection structure 10 protects the flexible sealing layer 6 when the structural joint 7 opens, preventing the flexible sealing layer 6 from being damaged due to the opening of the structural joint 7 and ensuring the sealing performance of the energy storage chamber.

[0164] When the air pressure inside the energy storage chamber gradually rises and the force on the lining 1 increases, the structural joint 7 starts to gradually open from its initial width of a few millimeters and may open to more than ten millimeters or even larger. The specific opening degree depends on the design of the node 3 and the magnitude of the tensile force it bears.

[0165] The waterproof component is a part installed in the structural joint 7, and its function is to prevent groundwater and the like from seeping into the structural joint 7, so as to avoid affecting the structural performance and sealing performance. For example, a rubber waterstop is arranged in the structural joint 7 as the waterproof component. The rubber waterstop has good elasticity and waterproof performance. During the opening and closing process of the structural joint 7, it can always maintain a sealed state and prevent groundwater from entering the structural joint 7. Even in the case of a relatively high groundwater level, the rubber waterstop can effectively prevent water penetration and ensure the stability of the lining 1 structure and the sealing of the chamber.

[0166] Through the setting of the protective structure 10 and the waterproof component, the present application effectively protects the flexible sealing layer 6, ensures the sealing of the energy storage chamber, and avoids gas leakage caused by the damage of the sealing layer 6; the waterproof component ensures the waterproof performance of the structure and improves the durability and reliability of the structure.

[0167] In one embodiment, as Figure 11 shown, the protective structure 10 includes an arched rubber strip 101 and an arc-shaped steel strip 102. The two ends of the rubber strip 101 are respectively connected to two adjacent arc segments and cover the structural joint 7, and the steel strip 102 is embedded in the rubber strip 101 and corresponds to the structural joint 7.

[0168] In this embodiment, the arched rubber strip 101 is made of rubber material and has an arched shape. Rubber has good flexibility and elasticity, and the arched design enables it to better adapt to the deformation when the structural joint 7 opens. When the structural joint 7 opens, the arched rubber strip 101 can stretch accordingly and always cover the structural joint 7, preventing external substances from contacting the flexible sealing layer 6 and playing a role of isolation and buffering.

[0169] For example, in a certain compressed air energy storage chamber, the arched rubber strip 101 made of natural rubber has an arch height of 2 - 3 cm, and the arc length is determined according to the length of the structural joint 7. During the inflation process of the chamber, the structural joint 7 gradually opens, and the arched rubber strip 101 can stretch with the change of the structural joint 7 and maintain the coverage of the structural joint 7 to protect the flexible sealing layer 6 on the inner side of the lining 1.

[0170] The arc-shaped steel strip 102 is arc-shaped and made of steel plate. The steel plate has relatively high strength and stiffness, and the arc design matches the arched rubber strip 101 and is embedded inside the rubber strip 101. In the protective structure 10, the arc-shaped steel strip 102 mainly plays a role in enhancing the strength of the protective structure, resisting possible trap joint failures, and avoiding the flexible sealing layer 6 from being torn or damaged due to large external forces.

[0171] For example, in the same compressed air energy storage chamber, arc-shaped steel strips 102 are made of Q235 steel plates with a thickness of 3-5 mm, and their arcs are consistent with the arc of the arched rubber strip 101. When the structural joint 7 opens, even under a large external force, the arc-shaped steel strips 102 can prevent the rubber strip 101 from being overly deformed or damaged by virtue of their own strength, thereby protecting the integrity of the flexible sealing layer 6.

[0172] In actual construction, both ends of the arched rubber strip 101 are firmly adhered to the adjacent lining 1 through a special adhesive, so that the structural joint 7 is completely covered. During the operation of the energy storage chamber, regardless of how the structural joint 7 changes, the rubber strip 101 can stably cover the structural joint 7 to protect the flexible sealing layer 6.

[0173] The protection structure 10 of the present application is ingeniously designed. By utilizing the flexibility of the rubber strip 101 and the strength of the steel strip 102, it can adapt to the opening and contraction of the structural joint, effectively protect the flexible sealing layer 6, ensure the sealing performance of the energy storage chamber, extend the service life of the energy storage chamber, and reduce the maintenance cost.

[0174] A displacement node determination device for a compressed air energy storage chamber according to an embodiment of the present application is applied to an energy storage chamber using a flexible sealing layer 6. The energy storage chamber includes a lining 1, a stretchable node 3, and a sliding layer 4. The device includes:

[0175] A first determination module configured to, when it is determined that there is no internal gas storage pressure in the energy storage chamber, determine a first position of the lining 1 based on the force condition of the lining 1 through a first model, where the first position is a position where the force condition of the lining 1 meets a preset requirement, and there are multiple first positions;

[0176] A second determination module configured to determine a second internal pressure based on the obtained first internal pressure and the preset target gas storage pressure of the energy storage chamber, where the first internal pressure is the pressure limit that the energy storage chamber can withstand when meeting the structural bearing capacity requirement and deformation requirement of the lining;

[0177] A third determination module configured to determine a first deformation amount of the surrounding rock 2 based on the second internal pressure through the third model, where the first model, the second model, and the third model are all models with different model contents;

[0178] A fourth determination module configured to determine a second deformation amount of the lining 1 based on the first deformation amount;

[0179] A fifth determination module configured to determine a third deformation amount of the node 3 based on a first parameter of the slip layer 4, where the first parameter includes at least thickness and shear modulus, and the third deformation amount is a limit value of the circumferential tensile deformation value of the node 3;

[0180] A sixth determination module configured to determine a target deformation amount of the node 3 based on the first position, the second deformation amount, and the third deformation amount;

[0181] A seventh determination module configured to determine a target position for arranging the node 3 in the lining 1 among a plurality of the first positions based on the second deformation amount and the target deformation amount, where there are a plurality of the target positions.

[0182] In this embodiment, in an actual energy storage chamber design, each module of this device is used, and through numerical model calculation, parameters such as the target position and deformation amount of the stretchable node 3 arranged on the lining 1 are gradually determined to guide the engineering construction.

[0183] This application modularizes the process of determining the node 3, which is convenient for operation and implementation, improves the efficiency and accuracy of the design, ensures the rationality of the setting of the node 3, optimizes the stress of the lining 1 structure, and improves the engineering economy and structural stability.

[0184] The above embodiments are only exemplary embodiments of this application and are not used to limit this application. The protection scope of this application is defined by the claims. Those skilled in the art can make various modifications or equivalent replacements to this application within the essence and protection scope of this application, and such modifications or equivalent replacements should also be regarded as falling within the protection scope of this application.

Claims

1. A method for determining the displacement nodes of a compressed air energy storage chamber, characterized in that, Applied to an energy storage chamber with a flexible sealing layer, the energy storage chamber includes a lining, stretchable nodes, and a sliding layer, and the method includes: When it is determined that there is no internal gas storage pressure in the energy storage chamber, based on the stress condition of the lining, the first position of the lining is determined through a first model, where the first position is the position where the stress condition of the lining meets the preset requirements, and there are multiple first positions; Based on the obtained first internal pressure and the preset target gas storage pressure of the energy storage chamber, a second internal pressure is determined, where the first internal pressure is the pressure limit that the second model can bear when the energy storage chamber meets the structural bearing capacity requirements and deformation requirements of the lining; Based on the second internal pressure, the first deformation amount of the surrounding rock is determined through a third model, where the first model, the second model, and the third model are all models with different model contents; Based on the first deformation amount, the second deformation amount of the lining is determined; Based on the first parameters of the sliding layer, the third deformation amount of the nodes is determined, where the first parameters at least include thickness and shear modulus, and the third deformation amount is the limit value of the circumferential tensile deformation value of the nodes; Based on the first position, the second deformation amount, and the third deformation amount, the target deformation amount of the nodes is determined; Based on the second deformation amount and the target deformation amount, the target positions for setting the nodes in the lining are determined among multiple first positions, where there are multiple target positions.

2. The method according to claim 1, characterized in that, The method further includes: Obtaining the modeling parameters of the energy storage chamber, where the numerical modeling parameters at least include chamber structure parameters, site condition parameters, material parameters, boundary conditions, contact relationships, and construction processes, and the site condition parameters at least include engineering geological parameters and environmental condition parameters; Based on the modeling parameters, a target model is determined, where the target model includes the first model, the second model, the third model, and the fourth model with different model contents.

3. The method according to claim 2, characterized in that, The method further includes: When it is determined that there is no internal gas storage pressure in the energy storage chamber, the internal force of the energy storage chamber is determined through the first model; Based on the internal force, the structural bearing capacity, and the deformation requirements of the lining, the structural parameters and reinforcement parameters of the lining of the energy storage chamber are determined; Based on the structural parameters and the reinforcement parameters, the first internal pressure is back-calculated through the second model.

4. A compressed air energy storage chamber, characterized in that, Including: A lining, which is a ring structure, and a flexible sealing layer is provided on the inner wall of the lining; Multiple stretchable nodes, which are circumferentially distributed on the lining; A sliding layer, which is provided between the lining and the surrounding rock and is used to reduce the friction force between the two; When the energy storage chamber is in the inflation stage, the pressure of the gas in the energy storage chamber increases, so that the lining deforms through multiple nodes, and the surrounding rock bears the acting force generated by the gas, where the acting force borne by the surrounding rock when multiple nodes are provided on the lining is greater than the acting force borne by the surrounding rock when no multiple nodes are provided on the lining; When multiple ones of the nodes reach the deformation limit, the deformed lining starts to jointly bear the acting force generated by the gas with the surrounding rock.

5. The compressed air energy storage chamber according to claim 4, wherein The node includes a first connecting member having a tensile amount and high-ductility concrete, and two ends of the precast connecting member are respectively connected to steel bars in adjacent linings.

6. The compressed air energy storage chamber according to claim 5, wherein The first connecting member includes a fixed cylinder, a movable cylinder, and a connecting cylinder. The steel bars on both sides of the node in the lining respectively penetrate through the fixed cylinder. One end in the fixed cylinder is provided with a movable cylinder that moves along its axial direction. The movable cylinder is connected to one of the steel bars, and the connecting cylinder is arranged at the other end of the fixed cylinder and is connected to the other steel bar.

7. The compressed air energy storage chamber according to claim 4, characterized in that, The node includes a second connecting member having a tensile amount and normal concrete. A plurality of structural joints respectively corresponding to the nodes are arranged on the lining. Two ends of the second connecting member are respectively connected to steel bars in adjacent linings, and the steel bar at one end penetrates through the structural joint.

8. The compressed air energy storage chamber according to claim 7, characterized in that, A protection structure is provided on the inner wall of the lining. The installation position of the protection structure corresponds to the position of the structural joint and is used to protect the flexible sealing layer when the structural joint opens. A waterproof member is arranged in the structural joint.

9. The compressed air energy storage chamber according to claim 8, characterized in that, The protection structure includes an arched rubber strip and an arc-shaped steel strip. Two ends of the rubber strip are respectively connected to adjacent arc-shaped segments and cover the structural joint. The steel strip is embedded in the rubber strip and corresponds to the structural joint.

10. A displacement node determination device for a compressed air energy storage chamber, characterized in that, Applied to an energy storage chamber using a flexible sealing layer, the energy storage chamber includes a lining, stretchable nodes, and a sliding layer. The device includes: A first determination module configured to, when determining that there is no internal gas storage pressure in the energy storage chamber, determine a first position of the lining based on the stress condition of the lining through a first model, where the first position is a position where the stress condition of the lining meets a preset requirement, and there are multiple first positions; A second determination module configured to determine a second internal pressure based on the acquired first internal pressure and the preset target gas storage pressure of the energy storage chamber, where the first internal pressure is the pressure limit that a second model can bear when the energy storage chamber meets the structural bearing capacity requirement and deformation requirement of the lining; A third determination module configured to determine a first deformation amount of the surrounding rock based on the second internal pressure through a third model, where the first model, the second model, and the third model are all models with different model contents; A fourth determination module configured to determine a second deformation amount of the lining based on the first deformation amount; A fifth determination module configured to determine a third deformation amount of the node based on a first parameter of the sliding layer, where the first parameter at least includes thickness and shear modulus, and the third deformation amount is the limit value of the circumferential tensile deformation value of the node; A sixth determination module configured to determine a target deformation amount of the node based on the first position, the second deformation amount, and the third deformation amount; A seventh determination module configured to determine, based on the second deformation amount and the target deformation amount, target positions for arranging the nodes in the lining among a plurality of the first positions, where there are a plurality of the target positions.

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