Reinforced concrete lining structure with displacement-avoiding joint

Abstract

The utility model provides a reinforced concrete lining structure with displacement-avoiding nodes, which comprises an artificial chamber surrounding rock and a lining arranged in the surrounding rock, and a plurality of displacement-avoiding node prefabricated members are connected after annular lining main reinforcements are broken. The displacement joint prefabricated part comprises a plurality of alternate prefabricated short steel bars and prefabricated steel plates used for penetrating the prefabricated short steel bars, the prefabricated short steel bars on the same side are horizontally arrayed and inserted into the same prefabricated steel plate, and the prefabricated steel plates are used for limiting axial and radial displacement of the prefabricated short steel bars along the artificial chamber. The displacement node prefabricated part and the lining main reinforcement are integrally poured with concrete, the annular tensile deformation of the concrete along with linear displacement of the lining main reinforcement reaches tensile deformation within the annular controllable range of the artificial chamber, it is ensured that the annular tensile deformation of a lining structure outside the displacement node becomes small, and cracks of lining concrete are controllable; the bearing capacity of the surrounding rock is fully exerted, and the engineering economy of the artificial gas storage chamber is improved.

Description

Technical Field

[0001] This utility model relates to the field of compressed air energy storage technology, and in particular to a reinforced concrete lining structure with a displacement node. Background Technology

[0002] Compressed air energy storage (CASS) technology is a large-capacity, long-duration physical energy storage technology that is currently being vigorously developed and promoted in China. Its advantages include: no fossil fuel combustion or harmful emissions during the storage process; large-capacity, long-term storage that significantly improves power grid generation and consumption, enhances the grid's peak-shaving capacity, and addresses the intermittency of renewable energy generation. Currently, there are numerous CASS projects under construction or planned nationwide. To better reduce the cost of artificial chambers in CASS projects, researchers in the field are beginning to explore the use of flexible sealing layers as CASS sealing layers to address the issues of high cost, construction difficulty, and long construction periods associated with using high-strength steel as a sealing layer.

[0003] Currently, flexible sealing materials are used as the high-pressure air sealing layer, and artificial chambers require reinforced concrete lining. When the elastic modulus of the surrounding rock is not high, the underground artificial chamber may experience significant circumferential deformation under high-pressure gas storage, leading to large cracks in the lining concrete and cracking of the flexible sealing material. Therefore, to control cracks in the lining concrete and prevent cracking of the flexible sealing layer, the reinforcement ratio of the lining structure can be increased, but this results in material waste and insufficient economic efficiency. Furthermore, the free tensile deformation of the reinforced concrete lining cannot be flexibly adjusted according to the surrounding rock conditions and the fluctuation range of gas storage pressure, leading to high structural redundancy under low deformation requirements.

[0004] Therefore, there is an urgent need for a reinforced concrete structure that can both ensure the safety of the lining structure and reduce costs. Summary of the Invention

[0005] This utility model provides a reinforced concrete lining structure with yield nodes. By circumferentially setting multiple prefabricated yield nodes in the lining structure, the circumferential tensile deformation of the lining structure mainly occurs at the yield nodes. Tensile loads are only borne when the deformation of the yield nodes reaches a set value. This solves the problems of excessive pressure on the lining structure of artificial gas storage chambers, leading to excessive deformation and hindering concrete crack control. It ensures that the circumferential tensile deformation of the lining structure outside the yield nodes is reduced, and the cracking of the lining concrete is controllable. This fully utilizes the bearing capacity of the surrounding rock and improves the engineering economy of artificial gas storage chambers. This utility model provides the following technical solution:

[0006] This utility model discloses a reinforced concrete lining structure with yield joints, comprising an artificial chamber surrounding rock and a lining disposed within the surrounding rock. The circumferential main reinforcement bars of the lining are disconnected and connected to multiple precast yield joint components. Each precast yield joint component includes multiple alternating precast short steel bars and precast steel plates for inserting the precast short steel bars. Precast short steel bars on the same side are horizontally arrayed and inserted into the same precast steel plate. The precast steel plate restricts the axial and radial displacement of the precast short steel bars along the artificial chamber. The disconnected end of each lining main reinforcement bar is located within the precast yield joint component and undergoes relative linear displacement. The precast yield joint component and the lining main reinforcement bars are integrally cast with concrete. The circumferential tensile deformation of the concrete due to the linear displacement of the lining main reinforcement bars reaches the controllable circumferential tensile deformation range of the artificial chamber.

[0007] While adopting the above technical solutions, this utility model can also adopt or combine the following technical solutions: each of the precast short steel bars is a forward precast short steel bar and a reverse precast short steel bar, and a displacement deformation section is preset in the middle; each of the lining main bars is broken into a forward lining main bar and a reverse lining main bar; two forward precast short steel bars are fixedly connected to the two ends of the broken forward lining main bar, and two reverse precast short steel bars are fixedly connected to the two ends of the broken reverse lining main bar.

[0008] In a preferred embodiment of this invention, one end of the forward precast short reinforcing bar extends and connects to the forward lining main reinforcement via a sleeve, and the other end is closed and connected to the sleeve. Sleeves are fitted onto the outer wall of the sleeve. Similarly, one end of the reverse precast short reinforcing bar extends and connects to the reverse lining main reinforcement via a sleeve, and the other end is closed and connected to the sleeve. Sleeves are fitted onto the outer wall of the sleeve. The displacement deformation section of the precast short reinforcing bar allows for linear displacement of the lining main reinforcement and is constrained by the contact surface between the sleeve and the precast steel plate.

[0009] By adopting the above technical solution, the sleeve is fixed to the precast steel plate. During concrete pouring, the sleeve effectively prevents concrete from entering the gap between the precast components of the displacement node and the main reinforcement of the lining.

[0010] As a preferred technical solution of this utility model, the outer surface of the precast displacement node and the main reinforcement of the lining is coated with epoxy paint, and high ductility concrete is poured as a whole.

[0011] By adopting the above technical solution, epoxy paint can reduce the gripping and bonding effect of high ductility concrete on the precast components and main reinforcement of the lining at the displacement joint, and improve the elongation of high ductility concrete in the displacement joint area.

[0012] As a preferred technical solution of this utility model, each of the precast short steel bars is a positive precast short steel bar and a non-displaced locking precast short steel bar. The positive precast short steel bar has a pre-set displacement deformation section in the middle. Each of the lining main bars is cut into positive lining main bars and non-displaced locking lining main bars. Two positive precast short steel bars are fixedly connected to the two ends of the cut positive lining main bars, and two locking precast short steel bars are fixedly connected to the two ends of the cut locking lining main bars.

[0013] In a preferred embodiment of this invention, one end of the precast forward reinforcing bar extends and connects to the main reinforcing bar of the lining via a sleeve, while the other end is closed and connected to the sleeve. Sleeves are fitted onto the outer walls of the sleeve. Similarly, one end of the locking precast reinforcing bar extends and connects to the main reinforcing bar of the locking lining via a sleeve, while the other end is closed and connected to the sleeve. Sleeves are fitted onto the outer walls of the sleeve. The allowable displacement deformation section of the precast forward reinforcing bar allows linear displacement of the main reinforcing bar of the lining and is constrained by the contact surface between the sleeve and the precast steel plate. The allowable displacement node precast component and the main reinforcing bar of the lining are integrally cast with ordinary concrete. The ordinary concrete contains a structural joint fixed perpendicular to the outer side of the sleeve at the closed end of the locking precast reinforcing bar.

[0014] By adopting the above technical solution, the sleeve longitudinally limits the precast short steel bars, and the sleeve is fixed to the precast steel plate by concrete pouring, which effectively prevents the gap between the precast component of the displacement node and the main reinforcement of the lining from being filled with concrete during the pouring process, and protects the positive precast short steel bars, the positive precast short steel bars and the corresponding sleeve from linear displacement.

[0015] As a preferred technical solution of this utility model, the gap between the precast short steel bar, the precast steel plate, the pre-set displacement deformation section, the sleeve and the casing is filled with elastic foaming agent, the elastic foaming agent covers the precast short steel bar, and the outer diameter of the precast short steel bar is not less than the outer diameter of the lining main reinforcement to be connected.

[0016] By adopting the above technical solution, the elastic foaming agent effectively prevents the gaps between precast short steel bars, precast steel plates, sleeves, pipes and lining main reinforcements from being filled into the concrete during pouring. Moreover, the elastic foaming agent undergoes elastic deformation under external force, forming a displacement deformation section designed for the lining structure.

[0017] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0018] This invention uses multiple prefabricated displacement nodes arranged circumferentially in the lining structure to concentrate the main circumferential tensile deformation of the gas storage tank under high-pressure gas storage load in the area of ​​the prefabricated displacement nodes, which significantly reduces the tensile deformation of the lining structure outside the nodes, while ensuring that the width of concrete cracks is within a controllable range. After completing the set deformation, the displacement nodes automatically participate in the circumferential tensile load bearing, taking into account both flexible deformation adaptation and rigid load bearing requirements, reducing the risk of cracks in the lining layer, and providing double protection for the safety of the lining structure.

[0019] This invention distributes the amount of expansion and contraction deformation by setting multiple prefabricated displacement nodes in the circumferential direction of the lining structure. This ensures that the lining structure generates a large circumferential tensile deformation under internal high pressure in the early stage, thereby prompting the surrounding rock to actively bear a higher proportion of the internal pressure load, fully utilizing the bearing potential of the surrounding rock, and improving the overall structural efficiency.

[0020] The prefabricated components of the displacement nodes can be manufactured and assembled using conventional processing techniques, while maintaining structural safety under low reinforcement ratios, reducing steel usage, lowering civil engineering costs, and improving economic efficiency.

[0021] For precast displacement joints in high-elasticity rock, a seamless construction method is used, with simultaneous high-ductility concrete pouring. For low-elasticity rock, a structural joint construction method is used, with simultaneous ordinary concrete pouring. This eliminates the need for additional construction machinery, improving construction compatibility. Furthermore, the circumferential tensile deformation of the concrete is synchronized with the circumferential deformation of the lining reinforcement in real time, making it suitable for rock masses with different elastic moduli or for high-pressure fluctuations within gas storage facilities. Attached Figure Description

[0022] The accompanying drawings are provided to further illustrate the present invention and form part of the specification. They are used together with the embodiments of the present invention to explain the present invention, but do not constitute a limitation thereof. In the drawings:

[0023] Figure 1 This is a schematic diagram of the lining structure of this utility model;

[0024] Figure 2 This is an exploded view of the prefabricated displacement node component of this utility model;

[0025] Figure 3 This utility model allows the prefabricated displacement node components to be like Figure 1 A side view of the exploded structural diagram;

[0026] Figure 4 The present invention provides a solution for prefabricated displacement nodes, such as... Figure 1 Side view structural diagram Figure 1 ;

[0027] Figure 5 The present invention provides a solution for prefabricated displacement nodes, such as... Figure 1 Side view structural diagram Figure 2 ;

[0028] Figure 6 The lining structure of this utility model is as follows: Figure 1 Axial cross-section schematic diagram;

[0029] Figure 7 Scheme 2 of this utility model allows the prefabricated displacement node to be used as follows: Figure 1 Side view structural diagram Figure 1 ;

[0030] Figure 8 Scheme 2 of this utility model allows the prefabricated displacement node to be used as follows: Figure 1 Side view structural diagram Figure 2 ;

[0031] Figure 9 The lining structure of the second embodiment of this utility model is as follows: Figure 1 Axial cross-section schematic diagram;

[0032] In the diagram: 1. Precast steel plate; 2. Precast steel plate hole; 3. Sleeve; 4. Sleeve; 5. Precast short reinforcing bar; 5-1. Forward precast short reinforcing bar; 5-2. Reverse precast short reinforcing bar; 5-3. Locking precast short reinforcing bar; 6. Displacement deformation section; 7. Elastic foaming agent; 8. Epoxy paint; 9. High ductility concrete; 10. Ordinary concrete; 11. Structural joint; 12. Displacement node precast component; 13. Lining main reinforcement; 13-1. Forward lining main reinforcement; 13-2. Reverse lining main reinforcement; 13-3. Locking lining main reinforcement; 14. Lining. Detailed Implementation

[0033] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of the present utility model. Example

[0034] like Figure 1 As shown, this application provides a reinforced concrete lining structure with displacement nodes, including artificial chamber surrounding rock and lining disposed within the surrounding rock. The circumferential lining main reinforcement is disconnected and connected to multiple displacement node prefabricated components. The displacement node prefabricated component includes multiple alternating prefabricated short steel bars and prefabricated steel plates for inserting the prefabricated short steel bars. The prefabricated short steel bars on the same side are horizontally arrayed and inserted into the same prefabricated steel plate. The prefabricated steel plate restricts the axial and radial displacement of the prefabricated short steel bars along the artificial chamber.

[0035] like Figure 3 , Figure 4 and Figure 5As shown, each precast short steel bar 5 consists of a forward precast short steel bar 5-1 and a reverse precast short steel bar 5-2, with a pre-set displacement deformation section 6 in the middle. Each lining main reinforcement 13 is broken into a forward lining main reinforcement 13-1 and a reverse lining main reinforcement 13-2. The two ends of the broken forward lining main reinforcement 13-1 are fixedly connected to two forward precast short steel bars 5-1, and the two ends of the broken reverse lining main reinforcement 13-2 are fixedly connected to two reverse precast short steel bars 5-2. One end of the forward precast short steel bar 5-1 extends through a sleeve 4 to connect to the forward lining main reinforcement 13-1, and the other end is closed and connected to the sleeve 4. Sleeves 3 are fitted on the outer wall of the sleeve 4. One end of the reverse precast short steel bar 5-2 extends through a sleeve 4 to connect to the reverse lining main reinforcement 13-2, and the other end is closed and connected to the sleeve 4. Sleeves 3 are fitted on the outer wall of the sleeve 4. The displacement deformation section 6 of the precast short reinforcing bar 5 allows for linear displacement of the lining main reinforcing bar 13 and is constrained by the contact surface between the sleeve 4 and the precast steel plate 1. The outer diameter of the sleeve 4 is larger than the inner diameter of the hole in the precast steel plate 1, and the sleeve 4 effectively limits the longitudinal movement of the precast short reinforcing bar 5.

[0036] like Figure 6 As shown, the sleeve 3 is fixed to the precast steel plate 1 by concrete pouring. The sleeve 4 and sleeve 3 effectively prevent concrete from entering the gap between the precast component 12 of the displacement node and the main reinforcement 13 of the lining during concrete pouring, protecting the positive precast short reinforcement 5-1, the reverse precast short reinforcement 5-2 and the corresponding sleeve 4 for linear displacement. The outer surfaces of the precast component 12 of the displacement node and the main reinforcement 13 of the lining are coated with epoxy paint 8, and high-ductility concrete 9 is poured as a whole. The epoxy paint 8 is applied to the precast component 12 of the displacement node and the main reinforcement 13 of the lining near the displacement node area. The epoxy paint 8 can reduce the gripping and bonding effect of the high-ductility concrete 9 on the precast component 12 of the displacement node and the main reinforcement 13 of the lining, and increase the elongation of the high-ductility concrete 9 in the displacement node area.

[0037] Each main reinforcing bar 13 of the lining is disconnected at its end within a precast displacement node 12 and undergoes alternating linear displacement along the artificial chamber. The circumferential tensile deformation of the high-ductility concrete 9 following the linear displacement of the main reinforcing bar 13 reaches the controllable circumferential tensile deformation range of the artificial chamber. Multiple precast displacement node 12s are circumferentially arranged in the lining structure to concentrate the main circumferential tensile deformation of the gas storage tank under high-pressure gas storage load within the area of ​​the precast displacement node 12, significantly reducing the tensile deformation of the lining structure outside the node. Simultaneously, it ensures that the width of concrete cracks remains within a controllable range, thereby prompting the surrounding rock to actively bear a higher proportion of the internal pressure load, fully utilizing the bearing potential of the surrounding rock, and improving the overall structural efficiency. Once the displacement node completes the set deformation, it automatically participates in circumferential tensile bearing, balancing flexible deformation adaptation with rigid bearing requirements, reducing the risk of cracks in the lining layer, and providing dual protection for the safety of the lining structure.

[0038] Based on the above embodiment 1, as follows Figure 5 and Figure 8 As shown, the gaps between the precast short steel bars 5, precast steel plates 1, pre-designed displacement deformation sections 6, sleeves 4, and pipes 3 are filled with elastic foaming agent 7. The elastic foaming agent 7 covers the precast short steel bars 5, and its expansion ratio is controlled between 3 and 5 times. This effectively prevents concrete from entering the gaps between the precast short steel bars 5, precast steel plates 1, sleeves 4, pipes 3, and the main reinforcement bars 13 of the lining during concrete pouring. Moreover, the elastic foaming agent 7 undergoes elastic deformation under external force, forming the displacement deformation section 6 designed for the lining structure. The outer diameter of the precast short steel bars 5 is not less than the outer diameter of the main reinforcement bars 13 to be connected, to ensure that its structural strength is not lower than that of the main reinforcement bars 13.

[0039] In Example 1, for the prefabricated component 12 of the high elastic modulus surrounding rock with a yield joint, a jointless 11-type structure is constructed. The construction method of the reinforced concrete lining structure with the yield joint includes the following steps:

[0040] S10 allows for preprocessing of the displacement node region:

[0041] The main reinforcement 13 and concrete of the lining structure are disconnected at the circumferential position to form an area for installation of displacement nodes.

[0042] S20 such Figure 3 As shown, the components of the displacement node prefabricated part 12 are processed as follows:

[0043] S201 Based on the design parameters of the displacement node, select a precast steel plate 1 of reasonable size and drill an array of holes in the precast steel plate 1 in the factory. The inner diameter of the holes in the precast steel plate 1 is 2mm larger than the outer diameter of the precast short steel bar 5. The inner diameter of the holes in the precast steel plate 1 is not limited to the inner diameter rib pattern, and the outer diameter of the precast short steel bar 5 is not limited to the outer diameter rib pattern. The spacing of the holes in the precast steel plate 1 meets the requirements for the interlacing arrangement of the main reinforcement bars 13 of the lining after disconnection.

[0044] S202 prepares precast short steel bars 5 with different threaded lengths at both ends. The length of the short threaded end is adapted to the lining main reinforcement 13 and the sleeve 4 for fixed connection, and the length of the long threaded end covers the sleeve 4 for fixed connection.

[0045] S203 lining main reinforcement 13 is sleeved at the disconnected end.

[0046] The prefabricated components of the displacement nodes can be manufactured and assembled using conventional processing techniques, while maintaining structural safety under low reinforcement ratios, reducing steel usage, lowering civil engineering costs, and improving economic efficiency.

[0047] S30 Figure 2 As shown, assemble the components of the displacement node prefabricated part 12:

[0048] S301 inserts the long threaded end of the first batch of forward precast short steel bars 5-1 into the skip hole position of the precast steel plate 1, and installs matching cylinders 4 at both ends. The specific method of skip hole arrangement is to select 1 / 2 of the total number of through holes at intervals for the first layer of short steel bars to be inserted.

[0049] S302 inserts the long threaded end of the second batch of reverse precast short steel bars 5-2 into the remaining holes of the precast steel plate 1 in the opposite direction, and installs matching sleeves 4 at both ends. The installation direction of the displacement deformation section 6 of the second batch of reverse precast short steel bars 5-2 is opposite to the installation direction of the displacement deformation section 6 of the first batch of forward precast short steel bars 5-1. The lining main reinforcement 13 needs to be broken into segments at the displacement node precast component 12. After being segmented, the lining main reinforcement 13 is located at both ends of the displacement node precast component 12. The lining main reinforcement 13 is arranged parallel to each other and staggered, passing through the holes of the precast steel plate 1 at intervals to improve installation efficiency. The precast steel plate 1 is used to restrict the axial and radial displacement of the precast short steel bars 5 along the artificial chamber.

[0050] After the S303 precast short steel bar 5 passes through the steel plate, sleeves 4 are installed at both ends. The short thread of the precast short steel bar 5 is used to connect the sleeve 4 of the lining main reinforcement 13, and the long thread is used to connect the closed end sleeve 4.

[0051] S40 allows for the on-site installation of prefabricated displacement node component 12:

[0052] S401 Figure 5 and 8 As shown, the sleeve 3 on the side of the main reinforcement 13 of the lining is pre-fitted onto the outer wall of the main reinforcement 13 of the lining to prevent the installation path of the corresponding sleeve 3 from being blocked after the prefabricated component 12 of the displacement node is connected to the main reinforcement 13 of the lining, thus making it impossible to carry out subsequent sleeve installation work.

[0053] S402 positions the precast displacement node 12 to the installation area of ​​the displacement node. During installation, the precast displacement node 12 is connected to the forward lining main reinforcement 13-1 in sequence from bottom to top, and then the reverse lining main reinforcement 13-2 or the locking lining main reinforcement 13-3 is connected. The short threaded end of the precast short steel bar 5 is fixedly connected to the disconnected end of the lining main reinforcement 13 through the sleeve 4.

[0054] S403 injects elastic foaming agent 7 into the gap between the precast short steel bar 5, the precast steel plate 1, the pre-set displacement deformation section 6 and the sleeve 4.

[0055] S404 The sleeves 3 are respectively fitted onto the outer wall of the sleeve 4, and the sleeves 3 are tightly fixed to the precast steel plate 1.

[0056] S405 covers the ends of the sleeve 4 and sleeve 3 of the precast short steel bar 5 with elastic foaming agent 7 for sealing.

[0057] S50 Figure 6As shown, the No. 11 structural joint implementation form is set:

[0058] S501 Apply epoxy paint 8 to the outer surface of the precast component 12 of the displacement node and the main reinforcement 13 of the lining after installation and connection. The epoxy paint 8 is applied to the precast component 12 of the displacement node and the main reinforcement 13 of the lining near the displacement node area. The epoxy paint 8 can reduce the friction between the precast component 12 of the displacement node, the main reinforcement 13 of the lining and the high ductility concrete 9, reduce the gripping and bonding effect of the high ductility concrete 9 on the precast component 12 of the displacement node and the main reinforcement 13 of the lining, and improve the elongation of the high ductility concrete 9 in the displacement node area.

[0059] S502 High-ductility concrete 9 is poured integrally and concrete curing is carried out. The sleeve 3 is fixed to the precast steel plate 1 by concrete pouring, which effectively prevents the gap between the precast component 12 of the displacement node and the main reinforcement 13 of the lining from being filled in during concrete pouring, and protects the positive precast short steel bar 5-1, the reverse precast short steel bar 5-2 and the corresponding sleeve 4 from linear displacement. Example

[0060] like Figure 1 As shown, this application embodiment provides a reinforced concrete lining structure with displacement nodes, including artificial chamber surrounding rock and lining disposed within the surrounding rock. The circumferential lining main reinforcement 13 is disconnected and connected to multiple displacement node prefabricated components 12. The displacement node prefabricated component 12 includes multiple alternating prefabricated short steel bars 5 and prefabricated steel plates 1 for inserting the prefabricated short steel bars 5. The prefabricated short steel bars 5 on the same side are horizontally arrayed and inserted into the same prefabricated steel plate 1. The prefabricated steel plate 1 restricts the prefabricated short steel bars 5 to move axially and radially along the artificial chamber.

[0061] like Figure 3 , Figure 7 and Figure 8As shown, each precast short steel bar 5 consists of a forward precast short steel bar 5-1 and a non-displaced locking precast short steel bar 5-3. The forward precast short steel bar 5-1 has a pre-set displacement deformation section 6 in the middle. Each lining main reinforcement 13, after being broken, consists of a forward lining main reinforcement 13-1 and a non-displaced locking lining main reinforcement 13-3. Two forward precast short steel bars 5-1 are fixedly connected to each end of the broken forward lining main reinforcement 13-1. Two locking precast short steel bars 5-3 are fixedly connected to each end of the broken locking lining main reinforcement 13-3. One end of the forward precast short steel bar 5-1 extends through a sleeve 4 to connect to the forward lining main reinforcement 13-1, and the other end is closed and connected to the sleeve 4. Sleeves 3 are fitted onto the outer wall of the sleeve 4. One end of the locking precast short steel bar 5-3 extends through a sleeve 4 to connect to the locking lining main reinforcement 13-3, and the other end is closed and connected to the sleeve 4. Sleeves 3 are fitted onto the outer wall of the sleeve 4. The displacement deformation section 6 of the positive precast short steel bar 5-1 allows the linear displacement of the lining main reinforcement 13 and is limited by the contact surface between the sleeve 4 and the precast steel plate 1. The outer diameter of the sleeve 4 is larger than the inner diameter of the hole in the precast steel plate 1. The sleeve 4 longitudinally limits the precast short steel bar 5.

[0062] like Figure 9 As shown, the sleeve 3 is fixed to the precast steel plate 1 by concrete pouring. The sleeve 4 and sleeve 3 effectively prevent concrete from entering the gap between the precast component 12 of the displacement node and the main reinforcement 13 of the lining during concrete pouring, protecting the positive precast short reinforcement 5-1, the positive precast short reinforcement 5-1 and the corresponding sleeve 4 for linear displacement. The precast component 12 of the displacement node and the main reinforcement 13 of the lining are integrally poured with ordinary concrete 10. The ordinary concrete 10 has a structural joint 11 inside and is fixed perpendicular to the outside of the sleeve 3 at the closed end of the locking precast short reinforcement 5-3. Due to the tensile characteristics of the ordinary concrete 10, a certain tensile resistance will be generated, which resists the tension of the main reinforcement 13 of the lining. Therefore, the structural joint 11 is set in the area of ​​the precast component 12 of the displacement node to allow the ordinary concrete 10 to cooperate with the tension of the main reinforcement 13 of the lining for tension.

[0063] Each main reinforcing bar 13 of the lining is disconnected at its end within a precast displacement node 12 and undergoes alternating linear displacement along the artificial chamber. The circumferential tensile deformation of the ordinary concrete 10, through the structural joint 11, following the linear displacement of the main reinforcing bar 13, reaches the controllable circumferential tensile deformation range of the artificial chamber. Multiple precast displacement node 12s are circumferentially arranged in the lining structure, concentrating the main circumferential tensile deformation of the gas storage tank under high-pressure gas storage load within the area of ​​the precast displacement node 12. This significantly reduces the tensile deformation of the lining structure outside the node, while ensuring that the total crack width of the ordinary concrete 10 and the structural joint 11 remains within a controllable range. This, in turn, encourages the surrounding rock to actively bear a higher proportion of the internal pressure load, fully utilizing the bearing potential of the surrounding rock and improving the overall structural efficiency. Once the displacement node completes its set deformation, it automatically participates in the circumferential tensile bearing, balancing flexible deformation adaptation with rigid bearing requirements, reducing the risk of cracks in the lining layer, and providing dual protection for the safety of the lining structure.

[0064] Based on the above embodiment 2, as Figure 5 and Figure 8 As shown, the gaps between the precast short steel bars 5, precast steel plates 1, pre-designed displacement deformation sections 6, sleeves 4, and pipes 3 are filled with elastic foaming agent 7. The elastic foaming agent 7 covers the precast short steel bars 5, and its expansion ratio is controlled between 3 and 5 times. This effectively prevents concrete from entering the gaps between the precast short steel bars 5, precast steel plates 1, sleeves 4, pipes 3, and the main reinforcement bars 13 of the lining during concrete pouring. Moreover, the elastic foaming agent 7 undergoes elastic deformation under external force, forming the displacement deformation section 6 designed for the lining structure. The outer diameter of the precast short steel bars 5 is not less than the outer diameter of the main reinforcement bars 13 to be connected, to ensure that its structural strength is not lower than that of the main reinforcement bars 13.

[0065] It should be noted that in Examples 1 and 2, the main reinforcing bars 13 of the lining are divided into outer and inner layers, and are arranged along the entire artificial ketone chamber. Figure 1 , Figure 3 , Figure 4 , Figure 7 and Figure 8 The diagram only shows a few steel bars in the inner layer of the main lining reinforcement 13 and the structural schematic of the relative displacement node components. The outer lining structure of the main lining reinforcement 13 is the same as the inner lining structure of the main lining reinforcement 13. Each main lining reinforcement 13 can have multiple breakpoints, preferably 2 or 4.

[0066] In Example 2, for the precast component 12 of the low elastic modulus surrounding rock with a yield joint, a structural joint 11-type structure is provided. The construction method of the reinforced concrete lining structure with the yield joint includes the following steps:

[0067] S10 allows for preprocessing of the displacement node region:

[0068] The main reinforcement 13 and concrete of the lining structure are disconnected at the circumferential position to form an area for installation of displacement nodes.

[0069] S20 such Figure 3 As shown, the components of the displacement node prefabricated part 12 are processed as follows:

[0070] S201 Based on the design parameters of the displacement node, select a precast steel plate 1 of reasonable size and drill an array of holes in the precast steel plate 1 in the factory. The inner diameter of the holes in the precast steel plate 1 is 1 mm larger than the outer diameter of the precast short steel bar 5. The inner diameter of the holes in the precast steel plate 1 is not limited to the inner diameter rib pattern, and the outer diameter of the precast short steel bar 5 is not limited to the outer diameter rib pattern. The spacing of the holes in the precast steel plate 1 meets the requirements for the interlacing arrangement of the main reinforcement bars 13 of the lining after disconnection.

[0071] S202 prepares precast short steel bars 5 with different threaded lengths at both ends. The length of the short threaded end is adapted to the lining main reinforcement 13 and the sleeve 4 for fixed connection, and the length of the long threaded end covers the sleeve 4 for fixed connection.

[0072] S203 lining main reinforcement 13 is sleeved at the disconnected end.

[0073] The prefabricated components of the displacement nodes can be manufactured and assembled using conventional processing techniques, while maintaining structural safety under low reinforcement ratios, reducing steel usage, lowering civil engineering costs, and improving economic efficiency.

[0074] S30 Figure 2 As shown, assemble the components of the displacement node prefabricated part 12:

[0075] S301 inserts the long threaded end of the first batch of forward precast short steel bars 5-1 into the skip hole position of the precast steel plate 1, and installs matching cylinders 4 at both ends. The specific method of skip hole arrangement is to select 1 / 2 of the total number of through holes at intervals for the first layer of short steel bars to be inserted.

[0076] S302 inserts the long threaded end of the second batch of reverse precast short steel bars 5-2 into the remaining holes of the precast steel plate 1 in the opposite direction, and installs matching sleeves 4 at both ends. The installation direction of the displacement deformation section 6 of the second batch of reverse precast short steel bars 5-2 is opposite to the installation direction of the displacement deformation section 6 of the first batch of forward precast short steel bars 5-1. The lining main reinforcement 13 needs to be broken into segments at the displacement node precast component 12. After being segmented, the lining main reinforcement 13 is located at both ends of the displacement node precast component 12. The lining main reinforcement 13 is arranged parallel to each other and staggered, passing through the holes of the precast steel plate 1 at intervals to improve installation efficiency. The precast steel plate 1 is used to restrict the axial and radial displacement of the precast short steel bars 5 along the artificial chamber.

[0077] After the S303 precast short steel bar 5 passes through the steel plate, sleeves 4 are installed at both ends. The short thread of the precast short steel bar 5 is used to connect the sleeve 4 of the lining main reinforcement 13, and the long thread is used to connect the closed end sleeve 4.

[0078] S40 allows for the on-site installation of prefabricated displacement node component 12:

[0079] S401 Figure 5 and 8 As shown, the sleeve 3 on the side of the main reinforcement 13 of the lining is pre-fitted onto the outer wall of the main reinforcement 13 of the lining to prevent the installation path of the corresponding sleeve 3 from being blocked after the prefabricated component 12 of the displacement node is connected to the main reinforcement 13 of the lining, thus making it impossible to carry out subsequent sleeve installation work.

[0080] S402 positions the precast displacement node 12 to the installation area of ​​the displacement node. During installation, the precast displacement node 12 is connected to the forward lining main reinforcement 13-1 in sequence from bottom to top, and then the reverse lining main reinforcement 13-2 or the locking lining main reinforcement 13-3 is connected. The short threaded end of the precast short steel bar 5 is fixedly connected to the disconnected end of the lining main reinforcement 13 through the sleeve 4.

[0081] S403 injects elastic foaming agent 7 into the gap between the precast short steel bar 5, the precast steel plate 1, the pre-set displacement deformation section 6 and the sleeve 4.

[0082] S404 The sleeves 3 are respectively fitted onto the outer wall of the sleeve 4, and the sleeves 3 are tightly fixed to the precast steel plate 1.

[0083] S405 covers the ends of the sleeve 4 and sleeve 3 of the precast short steel bar 5 with elastic foaming agent 7 for sealing.

[0084] S50 Figure 9 As shown, a structural joint type 11 construction implementation is provided:

[0085] S501 A structural joint 11 is reserved in the area of ​​the prefabricated component 12 of the displacement node after installation and connection is completed.

[0086] S502 Ordinary concrete 10 is poured in layers and concrete curing is carried out. The sleeve 3 is fixed to the precast steel plate 1 by concrete pouring, which effectively prevents the gap between the precast component 12 of the displacement node and the main reinforcement 13 of the lining from being filled in during concrete pouring, and protects the positive precast short steel bar 5-1, the reverse precast short steel bar 5-2 and the corresponding sleeve 4 for linear displacement.

[0087] The sleeve 3 can be made of steel bars or plastic or other materials. The sleeve 3 only needs to have sufficient strength and rigidity during the concrete pouring and solidification process to ensure that the internal space of the sleeve 3 meets the requirements of the circumferential tensile deformation of the lining structure.

[0088] In addition, when installing the steel sleeve 4 at the end of each steel bar, a prefabricated low elastic modulus, compressible to a thinner size shim can be inserted between the sleeve 4 and the steel plate in advance. The shim can replace the elastic foaming agent 7 of the preset displacement deformation section 6. The shim is used to accurately control the tensile deformation of the preset displacement deformation section 6 during the installation process. At this time, the setting of the tensile deformation needs to take into account the influence of the residual thickness after the shim is fully compressed.

[0089] The precast component 12 of the displacement node can be constructed with both the structureless joint type 11 and the structured joint type 11, and the concrete pouring process can be carried out simultaneously without the need for additional construction machinery, which improves construction compatibility. At the same time, the circumferential tensile deformation of the concrete and the circumferential deformation of the lining main reinforcement 13 are kept synchronized in real time. It is suitable for working conditions with different high pressure fluctuations in surrounding rock with general elastic modulus or in gas storage facilities.

[0090] It should be noted that, in the above embodiments, the displacement-relief node construction in the reinforced concrete lining structure is not limited to high-pressure gas storage chambers, but can also be applied to other required displacement-relief reinforced concrete structures, enabling the reinforced concrete structure to have variable stiffness characteristics and meet the requirements of specific working conditions.

[0091] In the description of this specification, references to terms such as "an embodiment," "example," "specific example," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0092] The preferred embodiments of this utility model disclosed above are merely illustrative of the present utility model. These preferred embodiments do not exhaustively describe all details, nor do they limit the utility model to the specific implementations described. Clearly, many modifications and variations can be made based on the content of this specification. This specification selects and specifically describes these embodiments to better explain the principles and practical applications of this utility model, thereby enabling those skilled in the art to better understand and utilize it. This utility model is limited only by the claims and their full scope and equivalents.

Claims

1. A reinforced concrete lining structure with a displacement node, comprising artificial chamber surrounding rock and lining disposed within the surrounding rock, characterized in that: After the circumferential lining main reinforcement (13) is disconnected, it is connected to multiple displacement node precast components (12). The displacement node precast component (12) includes multiple alternating precast short steel bars (5) and a precast steel plate (1) for inserting the precast short steel bars (5). The precast short steel bars (5) on the same side are horizontally arrayed and inserted into the same precast steel plate (1). The precast steel plate (1) is used to restrict the axial and radial displacement of the precast short steel bars (5) along the artificial chamber. The disconnected end of each lining main reinforcement (13) is located in the displacement node precast component (12) and undergoes relative linear displacement. The displacement node precast component (12) and the lining main reinforcement (13) are integrally cast with concrete. The circumferential tensile deformation of the concrete with the linear displacement of the lining main reinforcement (13) reaches the tensile deformation within the controllable circumferential range of the artificial chamber.

2. The reinforced concrete lining structure according to claim 1, characterized in that: Each of the precast short steel bars (5) consists of a forward precast short steel bar (5-1) and a reverse precast short steel bar (5-2), with a pre-set displacement deformation section (6) in the middle. Each of the lining main bars (13) is broken into a forward lining main bar (13-1) and a reverse lining main bar (13-2). The two ends of the forward lining main bar (13-1) are respectively fixedly connected to two forward precast short steel bars (5-1), and the two ends of the reverse lining main bar (13-2) are respectively fixedly connected to two reverse precast short steel bars (5-2).

3. The reinforced concrete lining structure according to claim 2, characterized in that: One end of the forward precast short steel bar (5-1) extends through the sleeve (4) to connect to the forward lining main reinforcement (13-1), and the other end is closed and connected to the sleeve (4). The outer wall of the sleeve (4) is fitted with sleeves (3). One end of the reverse precast short steel bar (5-2) extends through the sleeve (4) to connect to the reverse lining main reinforcement (13-2), and the other end is closed and connected to the sleeve (4). The outer wall of the sleeve (4) is fitted with sleeves (3). The displacement deformation section (6) of the precast short steel bar (5) allows the linear displacement of the lining main reinforcement (13) and is limited by the contact surface between the sleeve (4) and the precast steel plate (1).

4. The reinforced concrete lining structure according to claim 3, characterized in that: The outer surfaces of the precast displacement node (12) and the main reinforcement of the lining (13) are coated with epoxy paint (8), and high ductility concrete (9) is poured as a whole.

5. The reinforced concrete lining structure according to claim 3, characterized in that: Each of the precast short steel bars (5) consists of a forward precast short steel bar (5-1) and a non-displaced locking precast short steel bar (5-3). The forward precast short steel bar (5-1) has a pre-set displacement deformation section (6) in the middle. Each of the lining main steel bars (13) is broken into a forward lining main steel bar (13-1) and a non-displaced locking lining main steel bar (13-3). The two ends of the forward lining main steel bar (13-1) are respectively fixedly connected to two forward precast short steel bars (5-1). The two ends of the locking lining main steel bar (13-3) are respectively fixedly connected to two locking precast short steel bars (5-3).

6. The reinforced concrete lining structure according to claim 5, characterized in that: One end of the forward precast short steel bar (5-1) extends through the sleeve (4) to connect to the forward lining main reinforcement (13-1), and the other end is closed and connected to the sleeve (4). The outer wall of the sleeve (4) is fitted with sleeves (3). One end of the locking precast short steel bar (5-3) extends through the sleeve (4) to connect to the locking lining main reinforcement (13-3), and the other end is closed and connected to the sleeve (4). The outer wall of the sleeve (4) is fitted with sleeves (3). The displacement deformation section (6) of the forward precast short steel bar (5-1) allows the linear displacement of the lining main reinforcement (13) and is limited by the contact surface between the sleeve (4) and the precast steel plate (1). The displacement node precast component (12) and the lining main reinforcement (13) are integrally cast with ordinary concrete (10). The ordinary concrete (10) has a structural joint (11) inside and is fixed perpendicular to the outside of the sleeve (3) at the closed end of the locking precast short steel bar (5-3).

7. The reinforced concrete lining structure according to claim 3 or 6, characterized in that: The gap between the precast short steel bar (5), the precast steel plate (1), the pre-set displacement deformation section (6), the sleeve (4) and the sleeve (3) is filled with elastic foaming agent (7), the elastic foaming agent (7) covers the precast short steel bar (5), and the outer diameter of the precast short steel bar (5) is not less than the outer diameter of the lining main reinforcement (13) to be connected.

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