Gas storage chamber lining anti-falling and anti-instability structure, chamber, method, equipment and medium

Abstract

The invention relates to the field of underground energy storage chamber construction, in particular to a lining anti-falling and anti-instability structure of a gas storage chamber, the chamber, a method, equipment and a medium, the lining anti-falling and anti-instability structure comprises a lining, a reinforced concrete lining, a plurality of studs and a plurality of tie bars, and the lining is arranged on the inner wall of the reinforced concrete lining; the plurality of toggle pins are arranged on the lining and embedded in the reinforced concrete lining, and the plurality of toggle pins are correspondingly connected with the plurality of tie bars; a plurality of steel bars are embedded in the reinforced concrete lining, and the tie bars are correspondingly connected with the steel bars so that the lining and the reinforced concrete lining can be relatively fixed. According to the anti-falling and anti-instability structure, the stud and the tie bar structure can be arranged on the outer side of the lining, the tie bar is fixed to the steel bar in the reinforced concrete lining so that the anti-external-pressure, anti-falling and anti-instability functions can be achieved, after the anti-falling and anti-instability structure is adopted, prefabrication of the anti-falling and anti-instability structure can be achieved, the construction efficiency can be improved, and the construction cost can be reduced.

Description

Technical Field

[0001] The present invention relates to the technical field of underground energy storage chamber construction, and in particular to a gas storage chamber liner anti-detachment and anti-instability structure, a chamber, a method, a device and a medium. Background Art

[0002] Compressed air energy storage, as a large-scale physical energy storage technology, is regarded as a large-scale energy storage technology with great potential due to its outstanding advantages such as large energy storage capacity, long life, high efficiency, fast response speed, safety and reliability. It will occupy an important position in the future energy storage industry. Underground gas storage is an important part of the compressed air energy storage system and is the technical key to ensure its operating performance and reliability. Artificial underground cavern gas storage has the advantages of large storage scale, flexible site selection, low construction cost and little impact on the surrounding environment. Underground caverns usually use thin steel plates (thickness 6mm~20mm) as sealing layers, and an integrally cast reinforced reinforced concrete lining is set between the steel plate and the surrounding rock as the force transmission structure layer of the sealing layer to transfer high internal pressure loads to the surrounding rock.

[0003] Because underground gas storage caverns are generally buried deep, there is groundwater around them. Usually, the diameter of the cavern is large, the sealing lining is thin, and the lining's ability to resist external pressure is extremely weak. During maintenance conditions, the outer groundwater penetrates through the lining cracks and acts on the lining. Under the action of deadweight, ground stress and external water pressure, the lining is very likely to have stability problems and fall off between the reinforced concrete lining. If the thickness of the lining is determined according to the calculation to meet the external pressure, the thickness of the lining will be significantly thickened, and the economic efficiency will decrease; if the method of setting stiffening rings is adopted, the spacing between the stiffening rings is usually dense, which will also greatly increase the construction difficulty and cost. Summary of the invention

[0004] The purpose of the present invention is to overcome the technical problems that the existing chamber lining is easily unstable under the action of external pressure, and the use of stiffening rings to resist external pressure is cumbersome and costly to construct, and to provide a gas storage chamber lining anti-detachment and anti-instability structure, chamber, method, equipment and medium.

[0005] In a first aspect, the present invention provides an anti-detachment and anti-instability structure for the lining of a gas storage chamber, comprising an inner lining, a reinforced concrete lining, a plurality of bolts and a plurality of tie bars, wherein the inner lining is arranged on the inner wall of the reinforced concrete lining, a plurality of the bolts are arranged on the inner lining and buried in the reinforced concrete lining, and a plurality of the bolts are connected correspondingly to a plurality of the tie bars; a plurality of steel bars are buried in the reinforced concrete lining, and the tie bars are connected correspondingly to the steel bars to relatively fix the inner lining and the reinforced concrete lining.

[0006] Here, the studs can ensure that the lining and concrete are closely combined and work together. The cross-sectional area of ​​the lining is usually larger than the area of ​​the inner steel bars of the reinforced concrete lining, so the lining can replace the inner steel bars of the reinforced concrete lining. The outer steel bars of the reinforced concrete lining, the inner lining, the studs, and the tie bars together form a steel skeleton, which is combined with concrete to form a steel and concrete composite structure with high strength and rigidity. The reinforced concrete lining calculated by experience can withstand external pressure, and the lining is reliably connected to the concrete. Therefore, the combined structure of the lining and the reinforced concrete lining can prevent the lining from becoming unstable and falling off.

[0007] The present application may adopt a structure in which studs and tie bars are arranged on the outside of the inner lining. The outer side steel bars of the lining, the inner lining, the studs and the tie bars together form a steel skeleton. The inner lining and the reinforced concrete lining are subjected to force together to achieve the functions of resisting external pressure, preventing detachment and preventing instability. The anti-detachment and anti-instability structure of the inner lining of the present application can be prefabricated before the installation of the inner lining. That is, studs are first installed on the side of the inner lining facing the reinforced concrete lining, and multiple studs are arranged on the outer surface of the inner lining. The tie bars are then fixedly connected to the studs, and the existing steel bars in the reinforced concrete lining are hooked through the tie bars to form a steel skeleton that is subjected to force together. When the inner lining is subjected to external pressure, the studs can use their tensile properties to resist the external pressure to prevent the inner lining from falling inward. Displacement causes falling off and instability, while the prior art only uses stiffening rings or thickened lining wall thickness to prevent falling off and instability. The installation of stiffening rings must be carried out simultaneously with the lining assembly construction on site, and the stiffening rings are usually set at a high density, and the stiffening ring welding workload is also large, which affects the construction efficiency. The stiffening rings hinder the deformation of the lining under the action of internal pressure, and the number of stiffening ring welding welds is large, which is easy to cause stress concentration; and thickening the lining wall thickness to prevent instability under external pressure will increase the amount of lining steel used and the construction cost; after adopting the anti-falling and anti-instability structure of the present application, the prefabrication of the lining anti-falling and anti-instability structure can be realized, which improves the on-site construction efficiency and reduces the construction cost. The lining with studs can replace the inner side steel bars of the lining and can also serve as a template for pouring lining concrete, which can reduce the construction process and save engineering costs.

[0008] Preferably, the steel bars include a first steel bar and a second steel bar which are bidirectionally arranged and fixedly connected, the first steel bar is arranged along the axial direction of the gas storage chamber, and the second steel bar is arranged along the circumferential direction of the gas storage chamber.

[0009] Preferably, a hook is formed at one end of the tension bar away from the bolt, and the hook hooks the first steel bar and the second steel bar at the same time.

[0010] Preferably, an embedded plate is provided on the side of the inner lining facing the reinforced concrete lining, a plurality of anchor bars are fixedly connected to the embedded plate, a hook is formed at one end of the anchor bar away from the embedded plate, and the hook is hooked and fixed on the steel bar; a sleeve is sleeved on the anchor bar, an annular gap is formed between the anchor bar and the sleeve, the annular gap is filled with a flexible filler, and elastic filling members are provided between the two sides of the embedded plate and the reinforced concrete lining.

[0011] When the chamber is pressurized, both the lining and the reinforced concrete lining can expand and deform under the action of the internal pressure. However, under pressure, the deformation amounts of the lining and the reinforced concrete lining are usually different. That is to say, during the deformation process, the lining often slides relative to the reinforced concrete lining. However, the setting of the anti-slip structure can prevent the relative sliding between the lining and the reinforced concrete lining, which will cause local stress concentration on the lining. In severe cases, the lining will undergo plastic deformation and cause damage. To avoid the occurrence of this problem, here, an embedded plate and anchor bars are arranged on the outside of the lining, that is, on the side facing the reinforced concrete lining, and a casing is arranged on the anchor bar, and an annular space gap is formed between the casing and the anchor bar. Specifically, no fixed connection is formed between the casing and the embedded plate (of course, in actual operation, in order to ensure the pre-fixation of the casing position before pouring, the casing can be initially connected to the embedded plate by spot welding. When the embedded plate and the casing move relative to each other later, the casing and the embedded plate can be The spot welding positions between the embedded plates are cut off, thereby disconnecting the connection between the casing and the embedded plates), while the lining, the embedded plates and the anchor bars are fixedly connected to form an integral structure. When relative sliding occurs between the lining and the reinforced concrete lining, the embedded plates and the anchor bars can move relative to the reinforced concrete lining and the casing with the movement of the lining. That is to say, the anchor bars can be displaced in the casing, and since the hook at one end of the anchor bar is hooked and fixed on the steel bar, the anchor bar moves in the casing by swinging around the hooking point between the hook and the steel bar. In addition, when pouring the reinforced concrete lining, in order to prevent concrete from entering the annular space between the casing and the anchor bar, a flexible filler can be pre-filled in the annular space, such as extruded polystyrene board, asphalt hemp, rubber strip and other materials, which can prevent concrete from entering the annular space and also allow the anchor bars to be displaced in the casing by using their flexible materials, thereby enabling the embedded plate and the lining to achieve relative sliding with the reinforced concrete lining.

[0012] Since the embedded plate will be embedded in the reinforced concrete lining during concrete pouring and cannot move due to the limiting effect of concrete in its displacement direction, elastic filling members, such as foam rubber, etc., can be pre-arranged on both sides of the embedded plate before concrete pouring. In this way, the elastic filling members can be located between the embedded plate and the concrete. When the embedded plate moves, the elastic filling members can be compressed to avoid being restricted by the concrete. In other words, the elastic filling members can provide displacement space for the embedded plate without affecting the relative movement between the embedded plate and the lining and the reinforced concrete lining.

[0013] In a second aspect, the present invention provides a gas storage chamber, comprising a surrounding rock layer and the anti-detachment and anti-instability structure of the inner lining of the gas storage chamber as described above, wherein the surrounding rock layer is arranged outside the reinforced concrete lining layer.

[0014] In a third aspect, the present invention provides a design method for an anti-detachment and anti-instability structure of a liner of a gas storage chamber, the design method being used to design the anti-detachment and anti-instability structure of the liner of the gas storage chamber as described above; the design method comprises the strength verification of the reinforced concrete lining, the strength verification of the studs and the strength verification of the lining, and the strength verification of the reinforced concrete lining comprises the following steps: S1: Determine the compressive allowable stress [σ c ], determine the thickness of the reinforced concrete lining and calculate the annular compressive stress σ generated by the external water pressure on the reinforced concrete lining w , the ground stress of the gas storage chamber after decompression and the annular compressive stress σ generated by the deadweight of the lining are calculated by finite element method r ; S2: Calculate the annular compressive stress σ of the reinforced concrete lining under the pressure relief condition c , σ c =σ w +σ r ; S3: Comparison σ c With [σ c ], if σ c ≤[σ c ], the thickness and strength of the reinforced concrete lining meet the requirements; if σ c >[σ c ], then increase the thickness of the reinforced concrete lining or increase the concrete strength grade and repeat S1~S3 until σ c ≤[σ c ]; the bolt strength verification includes the following steps: C1: determining the design parameters of the bolt, the design parameters of the bolt include the spacing s between two adjacent bolts, the height h of the bolt rod, the cross-sectional area A of the bolt rod S and the tensile yield strength f of the stud y, calculate the tensile force T' borne by the bolt according to the load-bearing area of ​​each bolt and the external water pressure; calculate the design value T of the bearing capacity of the bolt; C2: compare T' with T, if T'≤T, the bolt meets the design requirements; if T'>T, adjust the design parameters of the bolt and repeat C1~C2 until T'≤T; The strength verification of the lining includes the following steps: G1: determine the external water pressure P 0 , determine the spacing s of the studs, and the external water pressure P 0 As a uniformly distributed load applied to the lining, the studs are used as the support points of the lining, and the stress σ of the lining is calculated. s ; G2: Comparison σ s With the strength design value f of the lining, if σ s ≤f, the lining meets the design requirements; if σ s >f, then reduce the spacing s of the studs and repeat G1-G2 until σ s Until ≤f.

[0015] Preferably, the annular compressive stress σ generated by the external water pressure on the reinforced concrete lining is w The calculation formula is: ; Among them, P 0 is the external water pressure acting on the reinforced concrete lining, and t is the ratio of the outer radius to the inner radius of the reinforced concrete lining.

[0016] Preferably, calculating the bearing capacity design value T of the stud comprises the following steps: C11: calculating the spacing influence coefficient ψ of the stud, , if the calculated ψ>1, then take ψ=1; C12: Calculate the design value T of the bearing capacity of the stud, , where f c is the design value of the axial compressive strength of the reinforced concrete lining (N / mm 2 ); C13: Compare T with A S ×f y , if T≤A S ×f y , then T is taken according to the above calculation result. If T>A S ×f y , then press T=A S ×f y Get the value.

[0017] By adopting the anti-detachment and anti-instability structure of the present application, the inner lining can be used as the inner steel bar of the reinforced concrete lining, thereby omitting the original inner steel bar in the reinforced concrete lining; in addition, the outer steel bars of the lining, the inner lining, the studs and the tie bars together form a steel skeleton, and the inner lining and the reinforced concrete lining are subjected to force together to achieve the functions of resisting external pressure, preventing instability, preventing detachment and preventing instability; the steel skeleton structure composed of the outer steel bars of the lining, the inner lining, the studs and the tie bars can be installed before pouring the lining concrete, and the inner lining can also be used as a template when pouring the concrete lining, thereby saving construction materials, reducing construction procedures and reducing construction costs.

[0018] In a fourth aspect, the present invention provides an electronic device comprising a memory and at least one processor, wherein the memory stores a computer program, and the processor is used to execute the computer program to implement the design method of the anti-detachment and anti-instability structure of the lining of the gas storage chamber as described above.

[0019] In a fifth aspect, the present invention provides a computer-readable storage medium having a computer program stored thereon, and when the computer program is executed, the method for designing the anti-detachment and anti-instability structure of the liner of the gas storage chamber as described above is implemented.

[0020] Compared with the prior art, the present invention has the following beneficial effects: The present invention provides a liner anti-slipping and anti-instability structure, chamber, method, equipment and medium for a gas storage chamber. By arranging bolts on the outer side of the liner, the liner is well combined with the reinforced concrete lining to achieve the function of resisting external pressure, anti-slipping and anti-instability. The liner anti-slipping and anti-instability structure of the present application can be prefabricated before the liner is installed, that is, firstly, bolts are installed on the side of the liner facing the reinforced concrete lining, and multiple bolts are arranged on the outer surface of the liner, and then the tie rods are fixedly connected with the bolts, and the tie rods are hooked on the existing steel bars in the reinforced concrete lining, so that the outer steel bars of the reinforced concrete lining, the inner liner, the bolts, and the tie rods together form a steel skeleton, which is combined with concrete to form a steel and concrete composite structure with greater strength and rigidity. When the reinforced concrete lining is subjected to external pressure, the combined structure of the liner and the reinforced reinforced concrete lining can resist the external pressure and prevent the liner from shifting inward and falling off and becoming unstable. The existing technology only uses stiffening rings or thickened lining wall thickness to prevent detachment and instability. The installation of stiffening rings must be carried out simultaneously with the lining assembly construction on site. In addition, the stiffening rings are usually arranged at a high density, and the welding workload of stiffening rings is also large, which affects the construction efficiency. The stiffening rings hinder the deformation of the lining under the action of internal pressure, and the number of stiffening ring welding welds is large, which is easy to cause stress concentration. Thickening the lining wall thickness to prevent instability under external pressure will increase the amount of lining steel used and increase the project cost. After adopting the anti-detachment and anti-instability structure of the present application, the prefabrication of the lining anti-detachment and anti-instability structure can be realized, which improves the on-site construction efficiency and reduces the project cost. The lining with studs can replace the inner side steel bars of the lining and can also serve as a template for pouring lining concrete, which can reduce construction procedures and save project costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a schematic structural diagram of the gas storage chamber of the present invention.

[0022] Figure 2 It is a first schematic diagram of the anti-detachment and anti-instability structure of the liner of the gas storage chamber of the present invention.

[0023] Figure 3 It is a second schematic diagram of the anti-detachment and anti-instability structure of the liner of the gas storage chamber of the present invention.

[0024] Figure 4 Schematic diagram of the arrangement of bolts on the lining.

[0025] Figure 5 The present invention is a flow chart of a method for designing a liner anti-detachment and anti-instability structure for a gas storage chamber.

[0026] Markings in the figure: 1. Lining, 2. Reinforced concrete lining, 21. First steel bar, 22. Second steel bar, 3. Bolts, 4. Tie bars, 41. Hooks, 5. Surrounding rock layer, 6. Embedded plate, 7. Anchor bars, 8. Casing, 9. Flexible filler, 10. Elastic filler, 11. Sliding layer, 12. Fixed bars, 13. Weld, 14. Sliding layer. DETAILED DESCRIPTION

[0027] The present invention is further described in detail below in conjunction with specific embodiments. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0028] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or are the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0029] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0030] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0031] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0032] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0033] Example 1 This embodiment provides a liner anti-detachment and anti-instability structure for a gas storage chamber.

[0034] Figure 1 It is a structural schematic diagram of the gas storage chamber of the present invention; Figure 2 It is a first schematic diagram of the anti-detachment and anti-instability structure of the liner of the gas storage chamber of the present invention; Figure 3 A second schematic diagram of the anti-detachment and anti-instability structure of the inner liner of the gas storage chamber of the present invention; Figure 4 The figure is a schematic diagram of the arrangement of bolts on the lining; Figure 5 The present invention is a flow chart of a method for designing a liner anti-detachment and anti-instability structure for a gas storage chamber.

[0035] like Figures 1 to 5As shown in, the liner anti-detachment and anti-instability structure of the gas storage chamber described in this embodiment includes a liner 1, a reinforced concrete lining 2, a plurality of studs 3 and a plurality of tie bars 4. The liner 1 is arranged on the inner wall of the reinforced concrete lining 2, that is, the liner 1 and the reinforced concrete lining 2 are arranged in sequence from the inside to the outside along the radial direction of the chamber, the liner 1 is attached to the reinforced concrete lining 2, a plurality of studs 3 are arranged on the liner 1 and buried in the reinforced concrete lining 2, and the plurality of studs 3 are connected to the plurality of tie bars 4 correspondingly; a plurality of steel bars are buried in the reinforced concrete lining 2, and the tie bars 4 are connected to the steel bars correspondingly to fix the liner 1 and the reinforced concrete lining 2 relatively. ; The steel bars in the reinforced concrete lining 2 are tied and installed in place before pouring, one end of the tie rod 4 can be connected to the stud 3, and the other end can hook the steel bars of the reinforced concrete lining 2, so that the lining 1 can be fixed together by the tie rod 4 and the stud 3; here, the number of studs 3 set on the lining 1 and the spacing between the studs 3 can be selected according to actual needs, and the appropriate number and spacing can be determined by design calculation to meet the external compressive strength of the lining 1 and the tensile strength of the studs themselves. The connection method between the stud 3 and the lining 1 can be welding, riveting, fixed connection by a nail gun, etc., and the present invention does not make specific limitations on this.

[0036] Specifically, the material of the lining 1 can be steel, stainless steel, composite plate, aluminum alloy or other metal materials. The material of the lining 1 can be selected according to actual needs, and the present invention does not make any specific limitation on this.

[0037] The anti-slip and anti-instability structure of the liner of the gas storage chamber described in the present embodiment can be achieved by arranging bolts 3 and tie bars 4 on the outer side of the liner 1, and hooking the tie bars 4 on the steel bars in the reinforced concrete lining 2 to achieve the functions of resisting external pressure, preventing slipping and preventing instability. The anti-slip and anti-instability structure of the liner 1 can be prefabricated before the installation of the liner 1, that is, firstly, bolts 3 are installed on the side of the liner 1 facing the reinforced concrete lining 2, and multiple bolts 3 are arranged on the outer surface of the liner 1, and then the tie bars 4 are fixedly connected with the bolts 3, and the tie bars 4 are hooked on the existing steel bars in the reinforced concrete lining 2, so that the liner 1 is fixed to the reinforced concrete lining 2 through the bolts 3 and the tie bars 4, so that the steel bars on the outer side of the reinforced concrete lining, the liner, the bolts, and the tie bars together form a steel skeleton, which is combined with the concrete to form a steel and concrete composite structure with high strength and rigidity. When the lining 1 is subjected to external pressure, the combined structure is jointly stressed to prevent the lining 1 from shifting inward and falling off and becoming unstable. However, the prior art only uses stiffening rings or thickening the wall thickness of the lining 1 to prevent falling off and instability. The installation of the stiffening rings must be carried out simultaneously when the lining 1 is assembled on site. In addition, the stiffening rings are usually arranged at a high density, and the welding workload of the stiffening rings is also large, which affects the construction efficiency. The stiffening rings hinder the deformation of the lining under the action of internal pressure, and the number of stiffening ring welding welds is large, which is easy to cause stress concentration. Thickening the wall thickness of the lining 1 to resist external pressure and prevent instability will increase the amount of steel used in the lining 1 and increase the project cost. After adopting the anti-falling and anti-instability structure of the present application, the prefabrication of the anti-falling and anti-instability structure can be realized, the on-site construction efficiency can be improved, and the project cost can be reduced. The lining with studs can replace the inner steel bars of the lining and can also serve as a template for pouring the lining concrete, which can reduce the construction process and save the project cost.

[0038] In this embodiment, the steel bars include a first steel bar 21 and a second steel bar 22 which are bidirectionally arranged (can also be regarded as cross-arranged) and fixedly connected. The first steel bar 21 is arranged along the axial direction of the gas storage chamber, and the second steel bar 22 is arranged along the circumferential direction of the gas storage chamber; that is, the steel bars buried in the reinforced concrete lining 2 may include circumferential steel bars (i.e., the second steel bars 22) and longitudinal steel bars (i.e., the first steel bars 21). The circumferential steel bars and the longitudinal steel bars are bidirectionally arranged and fixed to form a steel cage. The steel cage should be installed at the casting position of the reinforced concrete lining 2 before the casting of the reinforced concrete lining 2, and the inner lining 1 with bolts 3 and tie bars 4 installed is connected to the steel cage, and the tie bars 4 are hooked on the steel bars. Here, the first steel bar 21 and the second steel bar 22 can form the outer steel bars in the reinforced concrete lining 2.

[0039] Optionally, a hook 41 is formed at one end of the tie bar 4 away from the stud 3, and the hook 41 hooks the first steel bar 21 and the second steel bar 22; one end of the tie bar 4 can be fixed to the stud 3 by welding or other fixed connection methods, and the other end of the tie bar 4 away from the stud 3 can be bent to form a hook 41, and the hook 41 can be hooked on the first steel bar 21 and the second steel bar 22 to fix the tie bar 4 and the stud 3, and then fix the lining 1, so that the outer steel bars of the reinforced concrete lining, the inner lining, the studs, and the tie bars together form a steel skeleton, which is combined with the concrete to form a steel and concrete composite structure with greater strength and rigidity. Prevent the lining 1 from deformation, instability, and falling off.

[0040] Here, the tie rod 4 and the stud 3 may be connected by integral forming or other methods other than welding. The present invention does not specifically limit the connection method between the tie rod 4 and the stud 3 .

[0041] In this embodiment, an embedded plate 6 is provided on the side of the lining 1 facing the reinforced concrete lining 2, and a plurality of anchor bars 7 are fixedly connected to the embedded plate 6. A hook 41 is formed at one end of the anchor bar 7 away from the embedded plate 6, and the hook 41 is hooked and fixed on the steel bar; a sleeve 8 is sleeved on the anchor bar 7, and an annular space is formed between the anchor bar 7 and the sleeve 8, and the annular space is filled with a flexible filler 9, and elastic filling members 10 are provided between the two sides of the embedded plate 6 and the reinforced concrete lining 2; here, the embedded plate 6 can be arranged at the splicing position of the two inner liners 1, that is, the weld 13 can correspond to the embedded plate 6, and of course, the embedded plate 6 can also be arranged at other positions of the inner lining 1, not corresponding to the weld 13.

[0042] When the chamber is pressurized, both the lining 1 and the reinforced concrete lining 2 can expand and deform under the action of the internal pressure. However, under pressure, the deformation amounts of the lining 1 and the reinforced concrete lining 2 are usually different. That is to say, during the deformation process, the lining 1 tends to slide relative to the reinforced concrete lining 2. However, the anti-slip structure prevents the relative sliding between the lining 1 and the reinforced concrete lining 2, which will cause local stress concentration on the lining 1. In severe cases, the lining 1 will undergo plastic deformation and cause damage. In order to avoid this problem, Now, here, an embedded plate 6 and anchor bars 7 are arranged on the outer side of the inner lining 1, that is, on the side facing the reinforced concrete lining 2, and a sleeve 8 is sleeved on the anchor bars 7, and an annular gap is formed between the sleeve 8 and the anchor bars 7. Specifically, there is no fixed connection between the sleeve 8 and the embedded plate 6 (of course, in actual operation, in order to ensure the pre-fixation of the position of the sleeve 8 before pouring, the sleeve 8 can be preliminarily connected to the embedded plate 6 by spot welding. When the embedded plate 6 and the sleeve 8 move relative to each other later, the sleeve 8 and the embedded plate can be fixedly connected to each other by spot welding). 6 is cut off at the spot welding position between them, thereby disconnecting the connection between the casing 8 and the embedded plate 6), while the lining 1, the embedded plate 6 and the anchor bar 7 are fixedly connected to form an integral structure. When relative sliding occurs between the lining 1 and the reinforced concrete lining 2, the embedded plate 6 and the anchor bar 7 can move relative to the reinforced concrete lining 2 and the casing 8 along with the movement of the lining 1, that is, the anchor bar 7 can be displaced in the casing 8, and since the hook 41 at one end of the anchor bar 7 is hooked on the steel bar and fixed, the movement mode of the anchor bar 7 in the casing 8 is as follows: It swings around the hooking point between the hook 41 and the steel bar; in addition, when the reinforced concrete lining 2 is poured, in order to prevent concrete from entering the annular space between the casing 8 and the anchor bar 7, a flexible filler 9 can be pre-filled in the annular space, such as extruded polystyrene board, asphalt hemp, rubber strip and other materials, which can not only prevent concrete from entering the annular space, but also use its flexible material to allow the anchor bar 7 to move in the casing 8, thereby allowing the embedded plate 6 and the lining 1 to achieve relative sliding with the reinforced concrete lining 2.

[0043] Since the embedded plate 6 will be embedded in the reinforced concrete lining 2 during concrete pouring, and cannot move due to the limiting effect of the concrete in its displacement direction, elastic filling members 10, such as foam rubber, etc., can be pre-arranged on both sides of the embedded plate 6, and then the concrete pouring is carried out. In this way, the elastic filling member 10 can be located between the embedded plate 6 and the concrete. When the embedded plate 6 moves, the elastic filling member 10 can be compressed to avoid being restricted by the concrete. In other words, the elastic filling member 10 can provide displacement space for the embedded plate 6 without affecting the relative movement between the embedded plate 6 and the lining 1 and the reinforced concrete lining 2.

[0044] Furthermore, a sliding layer 11 can be arranged between the inner lining 1 and the reinforced concrete lining 2. Similarly, the sliding layer 11 can also be arranged between the embedded plate 6 and the reinforced concrete lining 2, so as to avoid mutual adhesion between the inner lining 1, the embedded plate 6 and the reinforced concrete lining 2, thereby preventing greater resistance from being generated when relative sliding occurs. Here, the material of the sliding layer 11 can also be rubber.

[0045] Furthermore, a fixing bar 12 can be connected between the inner and outer steel bars of the reinforced concrete lining 2. Hooks can be formed at both ends of the fixing bar 12 to respectively hook on the inner and outer steel bars, thereby tightening the inner and outer steel bars to maintain the spacing between the inner and outer steel bars.

[0046] Example 2 This embodiment provides a gas storage chamber.

[0047] The gas storage chamber described in this embodiment includes a surrounding rock layer 5 and the lining anti-detachment and anti-instability structure of the gas storage chamber as described in Example 1. The lining 1, the reinforced concrete lining 2 layers and the surrounding rock layer 5 are arranged in sequence from the inside to the outside along the radial direction of the gas storage chamber.

[0048] Optionally, the lining 1 is provided with a plurality of stiffening rings (not shown in the figure), and the plurality of stiffening rings are arranged along the axial direction of the gas storage chamber. The stiffening rings are annular structures and can be arranged around the circumference of the lining 1. The stiffening rings can be arranged on the inner wall of the lining 1, that is, they can protrude radially inwardly of the chamber and be located in the chamber, or they can be arranged on the outer wall of the lining 1, that is, they protrude radially outwardly of the chamber and are buried in the reinforced concrete lining 2; the stiffening rings can be used simultaneously with the anti-detachment and anti-instability structure of the lining of the gas storage chamber of the present application, which can further improve the compressive performance of the lining 1 while reducing the arrangement density of the stiffening rings and the bolts 3 on the lining 1, and can also reduce the construction workload during the installation of the lining 1.

[0049] Example 3 This embodiment provides a design method for an anti-detachment and anti-instability structure of the inner liner of a gas storage chamber.

[0050] like Figures 1 to 4 As shown in , the design method of the liner anti-detachment and anti-instability structure of the gas storage chamber described in this embodiment is used to design the liner anti-detachment and anti-instability structure of the gas storage chamber described in Example 1. The design method of the liner anti-detachment and anti-instability structure of the gas storage chamber described in this embodiment includes a strength verification step of the reinforced concrete lining 2, a strength verification step of the studs 3, and a strength verification step of the liner 1 under external pressure.

[0051] The strength calculation step of the reinforced concrete lining 2 includes the following steps: S1: Determine the allowable compressive stress σ of the reinforced concrete lining 2, determine the thickness of the reinforced concrete lining 2 and calculate the annular compressive stress σ generated by the external water pressure on the reinforced concrete lining 2 w , the ground stress of the gas storage chamber after decompression and the annular compressive stress σ generated by the deadweight of the lining 1 are calculated by finite element method r ; S2: Calculate the hoop compressive stress σ of reinforced concrete lining 2 under pressure relief condition c , σ c =σ w +σ r ; S3: Comparison σ c With [σ c ], if σ c ≤[σ c ], the thickness and strength of reinforced concrete lining 2 meet the requirements; if σ c >[σ c ], then increase the thickness of reinforced concrete lining 2 or improve the concrete strength grade and repeat S1~S3 until σ c ≤[σ c ]until.

[0052] In the above step S1, the compressive allowable stress [σ c ] can be determined by the following formula:

[0053] Among them, f c is the design value of the axial compressive strength of concrete, ψ is the design condition coefficient, γ d is the structural coefficient, γ 0 is the structural importance coefficient.

[0054] In the above step S1, the circumferential compressive stress σ generated by the reinforced concrete lining 2 is w The calculation formula is: ; Among them, P 0 is the external water pressure acting on the reinforced concrete lining 2, and t is the ratio of the outer radius to the inner radius of the reinforced concrete lining 2.

[0055] Here, the calculation formula of the ratio t of the outer radius to the inner radius of the reinforced concrete lining 2 is: ; Among them, R 1 is the outer radius of reinforced concrete lining 2, R 2 is the inner radius of the reinforced concrete lining 2, and b is the thickness of the reinforced concrete lining 2.

[0056] The strength verification step of the stud 3 includes the following steps: C1: Determine the design parameters of the stud 3, which include the distance s between two adjacent studs 3, the height h of the stud 3, and the cross-sectional area A of the stud 3. S and the tensile yield strength f of stud 3 y , calculate the tension T' borne by each bolt 3 according to the load-bearing area of ​​each bolt 3 and the external water pressure; calculate the design value T of the bearing capacity of the bolt 3; C2: Compare T' and T. If T'≤T, bolt 3 meets the design requirements. If T'>T, adjust the design parameters of bolt 3 and repeat C1-C2 until T'≤T.

[0057] In the above step C1, calculating the design value T of the bearing capacity of the stud 3 includes the following steps: C11: Calculate the spacing influence coefficient ψ of stud 3, , if the calculated ψ>1, then take ψ=1; C12: Calculate the design value T of the bearing capacity of stud 3, , where f c is the design value of the axial compressive strength of reinforced concrete lining 2; C13: Compare T with A S ×f y , if T≤A S ×f y , then T is taken according to the calculation result of C12. If T>A S ×f y , then press T=A S ×f y Get the value.

[0058] The strength verification of lining 1 includes the following steps: G1: Determine the external water pressure P 0 , determine the spacing s of the studs 3, and set the external water pressure P 0 As a uniformly distributed load applied to the lining 1, the stud 3 is used as the support point of the lining 1, and the stress σ of the lining is calculated. s ; G2: Comparison of σ s and the strength design value f of lining 1, if σ s ≤f, then lining 1 meets the design requirements; if σ s >f, then reduce the spacing s of stud 3 and repeat G1~G2 until σ s Until ≤f.

[0059] Among them, P 0 is the external water pressure acting on the concrete lining 1, s is the spacing of the studs, and f is the design strength value of the lining.

[0060] The units of the calculation parameters involved in the above calculation steps are as follows: Thickness of reinforced concrete lining 2 - mm; Allowable compressive stress of reinforced concrete lining 2 [σ c ]——MPa; The annular compressive stress σ generated by the external water pressure on the reinforced concrete lining 2 w ——MPa; The ground stress after depressurization of the gas storage chamber and the hoop compressive stress σ generated by the deadweight of the lining 1 r ——MPa; Hoop compressive stress σ of reinforced concrete lining 2 c ——MPa; The distance between two adjacent studs 3 is s—mm; The height of the nail rod of the stud 3 is h——mm; The cross-sectional area A of the nail rod of the bolt 3 S ——mm 2 ; The tensile force T' borne by the stud 3 and the design value T-N of the bearing capacity of the stud 3 are calculated; Design value of axial compressive strength of reinforced concrete lining 2 f c ——MPa; The external water pressure P acting on the concrete lining 1 0 ——MPa; The design strength value of the lining is f——MPa.

[0061] It should be noted that the calculation parameters involved in the above steps can also be calculated using other units, for example, the stress unit can also be Pa or kPa, and the length unit can also be m, but the dimensions of the various parameters must be unified, otherwise calculation errors will occur.

[0062] Example 4 This embodiment provides an electronic device.

[0063] The electronic device described in this embodiment includes a memory and at least one processor, the memory stores a computer program, and the processor is used to execute the computer program to implement the design method of the anti-detachment and anti-instability structure of the liner of the gas storage chamber as in Example 1.

[0064] Specifically, the processor may include a central processing unit (CPU), or an application-specific integrated circuit (ASIC), or may be configured to implement one or more integrated circuits of the embodiments of the present application. Among them, the memory may include a large-capacity memory for data or instructions. For example, but not limitation, the memory may include a hard disk drive (HDD), a floppy disk drive, a solid-state drive (SSD), a flash memory, an optical disk, a magneto-optical disk, a magnetic tape, or a universal serial bus (USB) drive or a combination of two or more of these. In appropriate cases, the memory may include a removable or non-removable (or fixed) medium. In appropriate cases, the memory may be inside or outside a data processing device. In a specific embodiment, the memory is a non-volatile memory. In a specific embodiment, the memory includes a read-only memory (ROM) and a random access memory (RAM). Where appropriate, the ROM may be a mask-programmed ROM, a programmable ROM (Programmable Read-Only Memory, PROM for short), an erasable PROM (Erasable ProgrammableRead-Only Memory, FPROM for short), an electrically erasable PROM (Electrically Erasable ProgrammableRead-Only Memory, EFPROM for short), an electrically alterable ROM (Electrically Alterable Read-Only Memory, EAROM for short) or a flash memory (FLASH) or a combination of two or more of these.Under appropriate circumstances, the RAM can be a static random access memory (SRAM) or a dynamic random access memory (DRAM), wherein the DRAM can be a fast page mode dynamic random access memory (FPMDRAM), an extended data output dynamic random access memory (EDODRAM), a synchronous dynamic random access memory (SDRAM), etc.

[0065] The memory may be used to store or cache various data files required for processing and / or communication, as well as possible computer program instructions executed by the processor.

[0066] The processor implements any of the methods in the above embodiments by reading and executing the computer program instructions stored in the memory. In some of the embodiments, the electronic device may further include a communication interface and a bus. The processor, the memory, and the communication interface are connected via a bus and communicate with each other.

[0067] The bus includes hardware, software or both, and couples the components of the computer device to each other. The bus includes but is not limited to at least one of the following: data bus, address bus, control bus, expansion bus, and local bus. By way of example and not limitation, the bus may include an Accelerated Graphics Port (AGP) or other graphics bus, an Extended Industry Standard Architecture (EISA) bus, a Front Side Bus (FSB), a Hyper Transport (HT) interconnect, an Industry Standard Architecture (ISA) bus, an InfiniBand interconnect, a Low Pin Count (LPC) bus, a memory bus, a Micro Channel Architecture (MCA) bus, a Peripheral Component Interconnect (PCI) bus, a PCI-Express (PCI-X) bus, a Serial Advanced Technology Attachment (SATA) bus, a Video Electronics Standards Association Local Bus (VLB) bus, or other suitable buses or a combination of two or more of these. Where appropriate, the bus may include one or more buses. Although embodiments of the present application describe and illustrate a particular bus, the present application contemplates any suitable bus or interconnect.

[0068] Example 5 This embodiment provides a computer-readable storage medium.

[0069] The computer-readable storage medium described in this embodiment stores a computer program, and when the computer program is executed, the design method of the anti-detachment and anti-instability structure of the liner of the gas storage chamber in Example 1 is implemented.

[0070] Those skilled in the art can understand that all or part of the steps of the above-mentioned method embodiment can be completed by hardware related to program instructions, and the aforementioned program can be stored in a computer-readable storage medium. When the program is executed, the steps of the above-mentioned method embodiment are executed. When the above-mentioned integrated unit of the present invention is implemented in the form of a software functional unit and sold or used as an independent product, it can also be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the embodiment of the present invention, or the part that contributes to the prior art, can be embodied in the form of a software product, which is stored in a storage medium and includes several instructions for a computer device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the method described in Example 1 of the present invention. The aforementioned storage medium includes: various media that can store program codes, such as mobile storage devices, ROMs, magnetic disks, or optical disks.

[0071] In summary, the present invention provides a liner anti-slipping and anti-instability structure for a gas storage chamber, a chamber, a method, an apparatus and a medium, wherein a bolt and a tie rod structure are arranged on the outside of the liner, and the tie rod is fixed to the steel bars in the reinforced concrete lining to realize the functions of resisting external pressure, anti-slipping and anti-instability. The liner anti-slipping and anti-instability structure of the present application can be prefabricated before the liner is installed, that is, firstly, bolts are installed on the liner on one side facing the reinforced concrete lining, a plurality of bolts are arranged on the outer surface of the liner, and then the tie rod is fixedly connected to the bolts, and the tie rod is connected to the existing steel bars in the reinforced concrete lining, so that the liner is fixed to the reinforced concrete lining through the bolts and the tie rod. It is determined that when the lining is subjected to external pressure, the studs and reinforcement bars can use their tensile properties to resist the external pressure and prevent the lining from shifting inward and falling off and collapsing. The prior art only uses stiffening rings or thickening the lining wall to prevent falling off and instability. The installation of the stiffening rings must be carried out simultaneously with the lining assembly construction on site, and the stiffening rings are usually arranged at a high density, and the stiffening ring welding workload is also large, which affects the construction efficiency. Thickening the lining wall to prevent falling off and instability will increase the amount of lining steel used and the construction cost. After adopting the anti-falling off and anti-instability structure of the present application, the anti-falling off and anti-instability structure can be prefabricated, which improves the on-site construction efficiency and reduces the construction cost.

[0072] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A liner anti-detachment and anti-instability structure for a gas storage chamber, characterized in that: The invention comprises an inner lining (1), a reinforced concrete lining (2), a plurality of studs (3) and a plurality of tension bars (4), wherein the inner lining (1) is arranged on the inner wall of the reinforced concrete lining (2), the plurality of studs (3) are arranged on the inner lining (1) and embedded in the reinforced concrete lining (2), and the plurality of studs (3) are connected to the plurality of tension bars (4) in a corresponding manner; A plurality of steel bars are embedded in the reinforced concrete lining (2), and the tension bars (4) are correspondingly connected to the steel bars to relatively fix the inner lining (1) and the reinforced concrete lining (2).

2. The anti-dropping and anti-instability structure of the inner liner of the gas storage chamber according to claim 1 is characterized in that: The steel bars comprise a first steel bar (21) and a second steel bar (22) which are bidirectionally arranged and fixedly connected, the first steel bar (21) being arranged along the axial direction of the gas storage chamber, and the second steel bar (22) being arranged along the circumferential direction of the gas storage chamber.

3. The anti-dropping and anti-instability structure of the inner liner of the gas storage chamber according to claim 2 is characterized in that: A hook (41) is formed at one end of the tension bar (4) away from the bolt (3), and the hook (41) is hooked and fixed on the first steel bar (21) and the second steel bar (22) at the same time.

4. The anti-dropping and anti-instability structure of the inner liner of the gas storage chamber according to any one of claims 1 to 3, characterized in that: An embedded plate (6) is provided on the side of the inner lining (1) facing the reinforced concrete lining (2); a plurality of anchor bars (7) are fixedly connected to the embedded plate (6); a hook (41) is formed at one end of the anchor bar (7) away from the embedded plate (6); the hook (41) is hooked and fixed on the steel bar; a sleeve (8) is sleeved on the anchor bar (7); an annular gap is formed between the anchor bar (7) and the sleeve (8); a flexible filler (9) is filled in the annular gap; and elastic fillers (10) are provided between the two sides of the embedded plate (6) and the reinforced concrete lining (2).

5. A gas storage chamber, characterized in that: The invention comprises a surrounding rock layer (5) and the lining anti-detachment and anti-instability structure of a gas storage chamber as claimed in any one of claims 1 to 4, wherein the surrounding rock layer (5) is arranged outside the reinforced concrete lining (2) layer.

6. A design method for an anti-detachment and anti-instability structure of an inner liner of a gas storage chamber, characterized in that: The design method is used to design the lining anti-detachment and anti-instability structure of the gas storage chamber according to any one of claims 1 to 4; the design method comprises strength verification of the reinforced concrete lining (2), strength verification of the studs (3) and strength verification of the lining (1), and the strength verification of the reinforced concrete lining (2) comprises the following steps: S1: Determine the allowable compressive stress [σ c ], determine the thickness of the reinforced concrete lining (2) and calculate the annular compressive stress σ generated by the external water pressure on the reinforced concrete lining (2) w , the ground stress of the gas storage chamber after depressurization and the annular compressive stress σ generated by the deadweight of the lining (1) are calculated by finite element method. r ; S2: Calculate the hoop compressive stress σ of the reinforced concrete lining (2) under the pressure relief condition c , σ c =σ w +σ r ; S3: Comparison σ c With [σ c ], if σ c ≤[σ c ], the thickness and strength of the reinforced concrete lining (2) meet the requirements; if σ c >[σ c ], then increase the thickness of the reinforced concrete lining (2) or improve the concrete strength grade of the reinforced concrete lining (2) and repeat S1 to S3 until σ c ≤[σ c ]until; The strength verification of the bolt (3) comprises the following steps: C1: Determine the design parameters of the stud (3), the design parameters of the stud (3) including the distance s between two adjacent studs (3), the height h of the stud rod (3), and the cross-sectional area A of the stud rod (3). S and the tensile yield strength f of the stud (3) y , calculating the tension T' borne by the bolt (3) according to the load-bearing area of ​​each bolt (3) and the external water pressure; calculating the design value T of the bearing capacity of the bolt (3); C2: Compare T' and T. If T'≤T, the bolt (3) meets the design requirements. If T'>T, adjust the design parameters of the bolt (3) and repeat C1-C2 until T'≤T. The strength verification of the lining (1) comprises the following steps: G1: Determine the external water pressure P0, determine the spacing s of the studs (3), apply the external water pressure P0 as a uniformly distributed load on the lining (1), use the studs (3) as support points of the lining (1), and calculate the stress σ of the lining (1) s ; G2: Comparison of σ s With the strength design value f of the lining (1), if σ s ≤f, then the lining (1) meets the design requirements; if σ s >f, then reduce the spacing s of the studs (3) and repeat G1-G2 until σ s Until ≤f.

7. The design method of the gas storage chamber liner anti-detachment and anti-instability structure according to claim 6 is characterized in that: The circumferential compressive stress σ generated by the external water pressure on the reinforced concrete lining (2) w The calculation formula is: ； Wherein, P0 is the external water pressure acting on the reinforced concrete lining (2), and t is the ratio of the outer radius to the inner radius of the reinforced concrete lining (2).

8. The design method of the gas storage chamber liner anti-detachment and anti-instability structure according to claim 6, characterized in that: Calculating the design value T of the bearing capacity of the stud (3) comprises the following steps: C11: Calculate the spacing influence coefficient ψ of the studs (3), , if the calculated ψ>1, then take ψ=1; C12: Calculate the design value T of the bearing capacity of the stud (3), , where f c is the design value of the axial compressive strength of the reinforced concrete lining (2); C13: Compare T with A S ×f y , if T≤A S ×f y , then T is taken according to the calculation result of C12. If T>A S ×f y , then press T=A S ×f y Get the value.

9. An electronic device, characterized in that: The electronic device includes a memory and at least one processor, the memory stores a computer program, and the processor is used to execute the computer program to implement the design method of the anti-detachment and anti-instability structure of the liner of the gas storage chamber as described in any one of claims 6 to 8.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, and when the computer program is executed, the method for designing the anti-detachment and anti-instability structure of the liner of the gas storage chamber described in any one of claims 6 to 8 is implemented.

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