CN120487182A - Underground high-pressure gas storage and integrated construction method - Google Patents
Underground high-pressure gas storage and integrated construction methodInfo
- Publication number
- CN120487182A CN120487182A CN202510991150.1A CN202510991150A CN120487182A CN 120487182 A CN120487182 A CN 120487182A CN 202510991150 A CN202510991150 A CN 202510991150A CN 120487182 A CN120487182 A CN 120487182A
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- chamber
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- gas storage
- pressure gas
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Abstract
The invention relates to an underground high-pressure gas storage warehouse and an integrated construction method. The gas storage comprises a chamber in the surrounding rock, a steel fiber concrete lining layer on the inner wall of the chamber and a steel plate sealing layer on the inner side of the lining layer. During construction, 1) arc-shaped steel plates are installed in sections to form sealing layers, rapid positioning and movement of the steel plates are achieved through a symmetrical track system preset in a chamber, 2) grouting flanges with grouting channels are installed at the ends of the steel plates, steel fiber concrete is pumped into gaps between the steel plates and the chamber, a lining layer is formed through casting from bottom to top, and 3) casting pressure is resisted by adopting an inner supporting frame. The invention uses the steel plate sealing layer to bear pressure and prevent seepage, the lining layer enhances structural resistance, and combines the precise plate feeding, flange grouting and internal support technology of the rail, thereby simplifying the formwork support and obviously improving the tightness, the compression resistance and the construction efficiency.
Description
Technical Field
The invention belongs to the technical field of underground high-pressure gas reservoirs, and particularly relates to an underground high-pressure gas reservoir and an integrated construction method.
Background
Compressed air energy storage power stations often use underground salt caverns, abandoned mines or newly built rock caverns as gas storage spaces, wherein the newly built rock caverns gas storages (Lined Rock Cavern, LRC) become research hotspots due to flexible site selection and stable structure.
At present, reinforced concrete is adopted as a mainstream lining structure of the gas storage of the rock cavern, but obvious defects are exposed in long-term engineering practice. On the one hand, the internal gas pressure is usually 4.5-10MPa or even higher when the high-pressure gas storage warehouse runs, and the generated circumferential tensile stress far exceeds the tensile strength of concrete, so that microscopic cracks are easily generated even if high-grade concrete is adopted. Although the steel bar can limit the width of the crack, the crack cannot be prevented from penetrating through the lining structure to form a gas leakage channel, so that the energy storage efficiency is reduced, the economy is influenced, and the safety accident of the leakage of high-pressure gas is more likely to be caused. On the other hand, the traditional reinforced concrete lining is constructed according to the procedures of firstly supporting the formwork and then pouring, and comprises the steps of building a complex inner-layer formwork supporting system, binding reinforcing steel bars, pouring concrete, removing the formwork in the later period and the like, so that a large amount of formwork materials and scaffolds are required to be put into, intensive manual operation is also relied on, the construction period is prolonged, and the engineering cost is obviously increased. These problems severely limit the safety and economy of LRC gas reservoirs.
Therefore, an underground high-pressure gas storage and an integrated construction method are provided.
Disclosure of Invention
The invention aims to provide an underground high-pressure gas storage and an integrated construction method to solve the problems.
In order to achieve the above object, the present invention provides the following solutions:
an underground high-pressure gas storage warehouse comprises a chamber, a lining layer, a sealing layer and a sealing layer, wherein the chamber is arranged in surrounding rock, the lining layer is circumferentially arranged on the inner side wall of the chamber, and the sealing layer is circumferentially arranged on the inner side wall of the lining layer.
In the underground high-pressure gas reservoir of the invention, the thickness of the lining layer is 30cm-50cm.
In the underground high-pressure gas reservoir of the invention, the thickness of the sealing layer is 10mm-15mm.
An integrated construction method of an underground high-pressure gas storage warehouse comprises the following steps of 1, excavating a chamber in surrounding rock, 2, dividing the chamber into a plurality of construction sections along the length direction of the chamber, 3, sequentially conveying a plurality of steel rings into the chamber until the length sum of the steel rings is equal to the length of one construction section, welding two adjacent steel rings to form a sealing layer, forming a pouring space between the steel rings and the inner wall of the chamber, 4, arranging a grout stopping flange at the end part of the steel ring close to an opening of the chamber, pouring steel fiber concrete into the pouring space through a pouring channel on the grout stopping flange to form a lining layer, 5, removing the grout stopping flange after the steel fiber concrete is hardened, and 6, repeating the steps 3 to 5 until construction is completed.
In the integrated construction method of the underground high-pressure gas storage, in the step 3, a plurality of tracks are arranged in the chamber, the tracks are arranged along the length direction of the chamber, two tracks are symmetrically arranged at the lower part of the chamber, the other two tracks are symmetrically arranged at the middle part of the chamber, and the steel ring moves along the tracks.
In the integrated construction method of the underground high-pressure gas storage, the track comprises a plurality of brackets, the brackets are fixedly arranged on the inner side wall of the chamber, the brackets are arranged at equal intervals along the length direction of the chamber, one ends of the brackets in the chamber are fixedly connected with round steel, and the round steel is arranged along the length direction of the chamber.
In the method for integrally constructing the underground high-pressure gas storage tank, in the step 4, when the steel fiber concrete is injected, the steel fiber concrete is injected into the injection space from the lower injection channel to the upper injection channel in sequence.
In the integrated construction method of the underground high-pressure gas storage, in the step 4, an inner supporting frame is arranged in the steel ring before the steel fiber concrete is injected, and is used for supporting the steel ring and bearing the pressure of pouring the steel fiber concrete.
In the step 4, the inner support frame comprises a fixed ring, a plurality of connecting rods are fixedly connected to the outer side of the fixed ring at equal intervals in the circumferential direction, a supporting disc is fixedly connected to one end of each connecting rod, which is far away from the fixed ring, the supporting disc is abutted to the inner side wall of the steel ring, the supporting disc is matched with the inner side wall of the steel ring, reinforcing ribs are fixedly connected between two adjacent connecting rods, and the reinforcing ribs are positioned in the middle of the connecting rods.
In the integral construction method of the underground high-pressure gas storage, in the step 1, after the chamber is excavated, anchor rods are installed on the inner wall of the chamber according to preset positions, reinforcing steel meshes are paved, and then concrete is sprayed, so that temporary support of the chamber is completed.
Compared with the prior art, the invention has the following advantages and technical effects:
The invention relates to an underground high-pressure gas storage warehouse and an integrated construction method. The gas storage comprises a chamber in the surrounding rock, a steel fiber concrete lining layer on the inner wall of the chamber and a steel plate sealing layer on the inner side of the lining layer. During construction, 1) arc-shaped steel plates are installed in sections to form sealing layers, rapid positioning and movement of the steel plates are achieved through a symmetrical track system preset in a chamber, 2) grouting flanges with grouting channels are installed at the ends of the steel plates, steel fiber concrete is pumped into gaps between the steel plates and the chamber, a lining layer is formed through casting from bottom to top, and 3) casting pressure is resisted by adopting an inner supporting frame. The invention uses the steel plate sealing layer to bear pressure and prevent seepage, the lining layer enhances structural resistance, and combines the precise plate feeding, flange grouting and internal support technology of the rail, thereby simplifying the formwork support and obviously improving the tightness, the compression resistance and the construction efficiency.
Drawings
For a clearer description of an embodiment of the invention or of the solutions of the prior art, the drawings that are needed in the embodiment will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art:
FIG. 1 is a schematic diagram of the overall structure of the present invention;
FIG. 2 is a front view of an underground high pressure reservoir of the present invention;
FIG. 3 is a schematic view of the track layout of the present invention;
FIG. 4 is a schematic view of the structure of the chamber during grouting according to the present invention;
FIG. 5 is a schematic view of the structure of the inner support frame according to the present invention;
The grouting material comprises 1, a sealing layer, 2, a lining layer, 3, an anchor rod, 4, surrounding rock, 5, round steel, 6, a bracket, 7, a grout stopping flange plate, 8, a pouring channel, 9, an inner supporting bracket, 10, a chamber, 901, a fixing ring, 902, a connecting rod, 903, a supporting plate and 904, and reinforcing ribs.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
Referring to fig. 1 to 5, the invention discloses an underground high-pressure gas storage warehouse, which comprises a chamber 10, a lining layer 2, a sealing layer 1 and a gas storage layer, wherein the chamber 10 is arranged in a surrounding rock 4, the lining layer 2 is circumferentially arranged on the inner side wall of the chamber 10, and the sealing layer 1 is circumferentially arranged on the inner side wall of the lining layer 2.
In an alternative, the thickness of the lining layer 2 is 30cm-50cm.
In an alternative, the thickness of the sealing layer 1 is 10mm-15mm.
An integrated construction method of an underground high-pressure gas storage warehouse is used for building the underground high-pressure gas storage warehouse, and comprises the following steps:
step1, excavating a chamber 10 in surrounding rock 4;
step 2, dividing the chamber 10 into a plurality of construction sections along the length direction of the chamber 10;
And 3, sequentially feeding a plurality of steel rings into the chamber 10 until the sum of the lengths of the steel rings is equal to the length of one construction section, welding two adjacent steel rings to form a sealing layer 1, forming a filling space between the steel rings and the inner wall of the chamber 10, wherein the sealing layer 1 is made of a steel plate with grade not lower than Q345R and used for forming sealing protection on high-pressure gas, and simultaneously serving as an internal mold supporting lining layer for pouring, and the sealing layer 1 is welded into an annular structure to wrap the inner surface of the whole lining layer 2, so that multiple sealing barriers are formed while the structural strength and stability are ensured, and the leakage resistance of the gas storage is improved.
And 4, arranging a grout stopping flange plate 7 at the end part of a steel ring close to the opening of the chamber 10, injecting steel fiber concrete into a pouring space through a pouring channel 8 on the grout stopping flange plate 7 to form a lining layer 2, wherein the aperture of the pouring channel 8 is about 10cm, and the pouring channel is used as a concrete pouring channel, so that the lining layer 2 is conveniently poured in a layered manner from bottom to top, the lining layer 2 adopts high-grade steel fiber concrete, the cracking resistance and the bearing capacity can be obviously improved, the lining layer 2 adopts self-compacting concrete with the reference number not lower than C40, the adding amount of the steel fiber is not lower than 40kg/m < 3 >, the cracking resistance and the bearing capacity are enhanced, the steel fiber adopts special-shaped structures such as prismatic steel fiber, wave-shaped steel fiber, hook-shaped steel fiber, large-head steel fiber, double-pointed steel fiber and the like, and the interfacial bonding performance of fiber and mortar or concrete is improved.
And 5, removing the grout stopping flange 7 after hardening the steel fiber concrete, and pumping the prepared steel fiber concrete grout into the lining cavity from the lower pouring channel 8 layer by layer upwards through a concrete pump in sequence, wherein each layer of grouting is vibrated to ensure the full compaction of the concrete. When the steel fiber concrete reaches 70 percent of the design strength, the inner support frame 9 and the grout stopping flange 7 are removed, the construction of the section of lining layer 2 is completed, the surface of the poured lining layer 2 is subjected to roughening treatment to improve the bonding performance between the subsequent concrete sections,
And step 6, repeating the steps 3 to 5 until the construction is completed.
In an alternative scheme, in step 3, a plurality of tracks are arranged in the chamber 10, the tracks are arranged along the length direction of the chamber 10, two tracks are arranged at the lower part of the chamber 10 and symmetrically arranged, the other two tracks are arranged at the middle part of the chamber 10 and symmetrically arranged, and the steel ring moves along the tracks.
In an alternative scheme, the track comprises a plurality of brackets 6, the brackets 6 are fixedly arranged on the inner side wall of the chamber 10, the brackets 6 are arranged at equal intervals along the length direction of the chamber 10, one ends of the brackets 6 in the chamber 10 are fixedly connected with round steel 5, and the round steel 5 is arranged along the length direction of the chamber 10.
In an alternative, in step 4, the steel fiber concrete is poured into the pouring space in the order from the lower pouring channel 8 to the upper pouring channel 8 when the steel fiber concrete is poured.
In an alternative, in step 4, an inner support 9 is provided in the steel ring for supporting the steel ring and for withstanding the pressure of the poured steel fibre concrete, before the steel fibre concrete is poured.
The inner support frame 9 ensures that the steel plate ring does not deform or displace during the casting construction process, thereby ensuring the accuracy of the shape and the size of the lining layer.
In an alternative scheme, in step 4, the inner support frame 9 includes a fixing ring 901, a plurality of connecting rods 902 are fixedly connected at equal intervals in the circumferential direction of the outer side of the fixing ring 901, a support plate 903 is fixedly connected at one end of the connecting rod 902 away from the fixing ring 901, the support plate 903 is abutted on the inner side wall of the steel ring, the support plate 903 is matched with the inner side wall of the steel ring, a reinforcing rib 904 is fixedly connected between two adjacent connecting rods 902, and the reinforcing rib 904 is located in the middle of the connecting rod 902.
In an alternative scheme, in step 1, after the excavation of the chamber 10 is completed, anchor rods 3 are installed on the inner wall of the chamber 10 according to preset positions, reinforcing mesh is laid, and then concrete is sprayed, so that temporary support of the chamber 10 is completed.
The temporary support is reinforced by adopting sprayed concrete combined with the anchor rods 3 and the reinforcing mesh, so as to control the deformation of surrounding rock and provide temporary support during construction.
The concrete construction method comprises the following steps:
1. Excavating and temporary supporting, namely excavating a circular section chamber 10 with a horizontal axis on the surrounding rock 4 by adopting a drilling and blasting method, driving anchor rods 3 into preset positions of the inner wall of the chamber 10 to anchor the chamber in the surrounding rock 4, paving reinforcing steel meshes on the inner wall of the chamber 10, hanging and fixing the reinforcing steel meshes on the installed anchor rods 3, and spraying concrete on the inner wall of the chamber 10 paved with the reinforcing steel meshes to form a temporary supporting layer.
2. The bottom support frame is that two rows of brackets 6 are arranged at the bottom of the chamber 10, the two rows of brackets 6 are arranged in parallel and are positioned at the horizontal diameter position of the chamber 10 and are symmetrical to each other, the two rows of brackets 6 are arranged at equal intervals along the length direction of the chamber 10, and round steel 5 extending along the length direction of the chamber 10 is fixedly arranged at the top of one end of each row of brackets 6, which is close to each other.
3. The construction section division and steel ring prefabrication are that the whole chamber 10 is divided into a plurality of construction sections along the length direction of the chamber 10 according to the arrangement of the support 6 and the round steel 5, the length of each construction section is set to be M, a steel plate is prefabricated into a steel ring, the shape of the steel ring is required to be matched with the space formed by the surrounding of the two round steels 5 and surrounding rocks at the bottom, and the length of each steel ring along the axial direction of the chamber 10 is set to be N. According to the lengths M and N, the number of steel rings to be installed in each construction section is calculated to be M/N.
4. And (3) installing and welding the steel rings, namely hoisting a prefabricated steel ring in place, placing the steel ring between two round steels 5 at the bottom, axially pushing the steel ring to a preset position inside the chamber 10 by using a jack, butting the currently installed steel ring with the installed steel ring in place, firmly connecting the two butted steel rings together by adopting a double-sided welding process, carrying out nondestructive detection on a welded interface by using a CT metal flaw detector, ensuring that the weld joint is defect-free, meeting the quality requirement, and repeating the steps of hoisting, pushing, butting, welding and flaw detection until all the steel rings in the current construction section are installed and welded, thereby finally forming a complete sealing layer 1.
5. And (3) end sealing die and inner support installation, namely installing a grout stopping flange 7 at the end of a steel ring which is finally installed near the opening end of the chamber 10, forming a template layer space for pouring concrete among the grout stopping flange 7, the inner wall of the sealing layer 1 and the surrounding rock/temporary support layer of the outer chamber 10, and installing an inner support frame 9 in the installed sealing layer 1 to provide inner support for subsequent concrete pouring.
6. And (3) pouring and maintaining lining concrete, namely pouring steel fiber concrete into a template layer space between the sealing layer 1 and the surrounding rock 4/temporary support layer through a pouring channel 8 reserved on the grout stopping flange plate 7, and in the pouring process, pouring the steel fiber concrete into the upper pouring channel 8 step by step according to the sequence from the lower pouring channel 8, and maintaining the steel fiber concrete until the steel fiber concrete reaches the structural strength required by design after the steel fiber concrete is poured.
7. And (3) removing the inner support frame 9 installed before the concrete reaches the design strength, removing the grout stop flange 7, solidifying steel fiber concrete to form the lining layer 2, and roughening the exposed end surface of the solidified lining layer 2 to provide a good bonding surface for combining new and old concrete in the next construction section.
8. Repeating the steps 2 to 7, and performing construction of the next construction section, and repeating the steps until all the construction sections are completed and the construction of the whole underground high-pressure gas storage warehouse is completed.
In the description of the present invention, it should be understood that the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate description of the present invention, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the present invention.
The above embodiments are only illustrative of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art to the technical solutions of the present invention should fall within the protection scope defined by the claims of the present invention without departing from the design spirit of the present invention.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202510991150.1A CN120487182A (en) | 2025-07-18 | 2025-07-18 | Underground high-pressure gas storage and integrated construction method |
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| CN202510991150.1A CN120487182A (en) | 2025-07-18 | 2025-07-18 | Underground high-pressure gas storage and integrated construction method |
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| CN115875079A (en) * | 2022-11-16 | 2023-03-31 | 中国大唐集团科学技术研究总院有限公司 | Compressed air energy storage artificial underground gas storage |
| US20230258085A1 (en) * | 2022-02-14 | 2023-08-17 | Shandong Jianzu University | Composite support system based on steel-concrete support and shotcrete arch and construction process thereof |
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| CN118929106A (en) * | 2024-08-02 | 2024-11-12 | 中国葛洲坝集团勘测设计有限公司 | Assembled metal steel plate transportation system and method |
| CN119825433A (en) * | 2025-03-10 | 2025-04-15 | 中国矿业大学深圳研究院 | Underground gas storage chamber and construction method thereof |
| CN119878297A (en) * | 2024-12-27 | 2025-04-25 | 华电科工股份有限公司 | Compressed air underground artificial chamber gas storage and construction method |
| CN120251888A (en) * | 2025-04-14 | 2025-07-04 | 深地科学与工程云龙湖实验室 | A prestressed lining structure and construction method for underground gas storage |
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2025
- 2025-07-18 CN CN202510991150.1A patent/CN120487182A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20230258085A1 (en) * | 2022-02-14 | 2023-08-17 | Shandong Jianzu University | Composite support system based on steel-concrete support and shotcrete arch and construction process thereof |
| CN115875079A (en) * | 2022-11-16 | 2023-03-31 | 中国大唐集团科学技术研究总院有限公司 | Compressed air energy storage artificial underground gas storage |
| CN117090600A (en) * | 2023-07-12 | 2023-11-21 | 长江勘测规划设计研究有限责任公司 | Underground ultra-high pressure gas storage chamber lining and sealing structure and construction method |
| CN118929106A (en) * | 2024-08-02 | 2024-11-12 | 中国葛洲坝集团勘测设计有限公司 | Assembled metal steel plate transportation system and method |
| CN119878297A (en) * | 2024-12-27 | 2025-04-25 | 华电科工股份有限公司 | Compressed air underground artificial chamber gas storage and construction method |
| CN119825433A (en) * | 2025-03-10 | 2025-04-15 | 中国矿业大学深圳研究院 | Underground gas storage chamber and construction method thereof |
| CN120251888A (en) * | 2025-04-14 | 2025-07-04 | 深地科学与工程云龙湖实验室 | A prestressed lining structure and construction method for underground gas storage |
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Application publication date: 20250815 |