Underground high-pressure gas storage and integrated construction method

Abstract

The invention relates to an underground high-pressure gas storage and an integrated construction method. The gas storage comprises a chamber in surrounding rock, a steel fiber reinforced 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, firstly, the arc-shaped steel plates are installed in a segmented mode to form a sealing layer, and rapid positioning and moving of the steel plates are achieved through a symmetrical track system preset in the chamber; (2) a grout stop flange plate with a pouring channel is installed at the end of the steel plate, steel fiber reinforced concrete is pumped into a gap between the steel plate and the chamber, and a lining layer is formed through one-time pouring from bottom to top; according to the method, the steel plate sealing layer is used for bearing pressure and preventing seepage, the lining layer is used for enhancing the structural resistance, the accurate track plate feeding technology, the flange plate grouting technology and the inner supporting technology are combined, formwork supporting is simplified, and the sealing performance, the anti-pressure capacity and the construction efficiency are remarkably improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of underground high-pressure gas storage, and in particular relates to an underground high-pressure gas storage and an integrated construction method. Background Art

[0002] Compressed air energy storage power stations often use underground salt caverns, abandoned mines or newly built rock caverns as gas storage space. Among them, newly built rock cavern gas storage (Lined Rock Cavern, LRC) has become a research hotspot due to its flexible site selection and stable structure.

[0003] Currently, the mainstream lining structure of rock cavern gas storage is reinforced concrete, but long-term engineering practice has exposed significant flaws. For one thing, during operation, the internal gas pressure of a high-pressure gas storage facility typically reaches 4.5-10 MPa or even higher, generating hoop tensile stresses far exceeding the concrete's tensile strength. Even with high-grade concrete, microcracks are still prone to form. While steel bars can limit the width of cracks, they cannot prevent cracks from penetrating the lining structure, forming gas leakage channels. This not only reduces energy storage efficiency and affects economic viability, but also potentially causes safety accidents involving high-pressure gas leaks. Furthermore, traditional reinforced concrete linings must be constructed using a "formwork first, then pouring" process, which involves setting up a complex inner-layer formwork support system, tying steel bars, pouring concrete, and subsequently removing the formwork. This not only requires a large amount of formwork materials and scaffolding, but also relies on intensive manual labor, resulting in extended construction periods and significantly increased project costs. These issues severely restrict the safety and economic viability of LRC gas storage facilities.

[0004] Therefore, an underground high-pressure gas storage and an integrated construction method are proposed. Summary of the Invention

[0005] The purpose of the present invention is to provide an underground high-pressure gas storage and an integrated construction method to solve the above problems.

[0006] To achieve the above object, the present invention provides the following solutions:

[0007] An underground high-pressure gas storage comprises: a chamber opened in surrounding rock, a lining layer circumferentially arranged on the inner wall of the chamber, and a sealing layer circumferentially arranged on the inner wall of the lining layer.

[0008] In the underground high-pressure gas storage of the present invention, the thickness of the lining layer is 30 cm to 50 cm.

[0009] In the underground high-pressure gas storage of the present invention, the thickness of the sealing layer is 10 mm to 15 mm.

[0010] An integrated construction method for an underground high-pressure gas storage reservoir is used to construct the underground high-pressure gas storage reservoir, and the steps are as follows: Step 1, excavating a chamber in the surrounding rock; Step 2, dividing the chamber into multiple construction sections along the length direction of the chamber; Step 3, sequentially sending multiple steel rings into the chamber until the sum of the lengths of the multiple steel rings is equal to the length of one construction section, welding two adjacent steel rings to form a sealing layer, and forming a pouring space between the steel rings and the inner wall of the chamber; Step 4, providing a grouting flange at the end of the steel ring close to the chamber opening, and injecting steel fiber concrete into the pouring space through the pouring channel on the grouting flange to form a lining layer; Step 5, removing the grouting flange after the steel fiber concrete has hardened; Step 6, repeating Steps 3 to 5 until the construction is completed.

[0011] In the integrated construction method of the underground high-pressure gas storage of the present invention, in step 3, a plurality of tracks are arranged in the chamber, and the tracks are arranged along the length direction of the chamber, two of which are arranged in the lower part of the chamber and are symmetrically arranged, and the other two tracks are arranged in the middle part of the chamber and are symmetrically arranged, and the steel ring moves along the tracks.

[0012] In the integrated construction method of the underground high-pressure gas storage of the present invention, the track includes a plurality of brackets, which are fixedly installed on the inner wall of the chamber. The plurality of brackets are arranged at equal intervals along the length direction of the chamber. One end of the plurality of brackets located in the chamber is fixedly connected to the round steel, and the round steel is arranged along the length direction of the chamber.

[0013] In the integrated construction method of underground high-pressure gas storage of the present invention, in step 4, when injecting steel fiber concrete, the steel fiber concrete is injected into the injection space in the order from the lower injection channel to the upper injection channel.

[0014] In the integrated construction method of underground high-pressure gas storage of the present invention, in step 4, before injecting steel fiber concrete, an inner support frame is provided in the steel ring to support the steel ring and withstand the pressure of pouring steel fiber concrete.

[0015] In the integrated construction method of the underground high-pressure gas storage of the present invention, in step 4, the inner support frame includes a fixed ring, and a plurality of connecting rods are fixedly connected to the outer side of the fixed ring at equal intervals in the circumferential direction. The end of the connecting rod away from the fixed ring is fixedly connected to a support plate, and the support plate abuts against the inner wall of the steel ring. The support plate is adapted to the inner wall of the steel ring, and a reinforcing rib is fixed between two adjacent connecting rods, and the reinforcing rib is located in the middle of the connecting rod.

[0016] In the integrated construction method of underground high-pressure gas storage of the present invention, in step 1, after the excavation of the chamber is completed, anchor rods are installed on the inner wall of the chamber according to preset positions and steel mesh is laid, and then concrete is sprayed to complete temporary support of the chamber.

[0017] Compared with the prior art, the present invention has the following advantages and technical effects:

[0018] The present invention relates to an underground high-pressure gas storage and an integrated construction method. The gas storage includes 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) the arc-shaped steel plates are installed in sections to form a sealing layer, and the steel plates are quickly positioned and moved by a symmetrical track system pre-installed in the chamber; 2) a grouting flange with a pouring channel is installed at the end of the steel plate, and steel fiber concrete is pumped into the gap between the steel plate and the chamber, and the lining layer is cast from bottom to top in one go; 3) an internal support frame is used to resist the pouring pressure. The present invention uses the steel plate sealing layer to bear pressure and prevent seepage, and the lining layer to enhance the structural resistance. Combined with the precise track plate delivery, flange grouting and internal support technology, it simplifies the formwork support and significantly improves the sealing, pressure resistance and construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. Those skilled in the art can also derive other drawings based on these drawings without inventive work.

[0020] Figure 1 It is a schematic diagram of the overall structure of the present invention;

[0021] Figure 2 This is a front view of the underground high-pressure gas storage in the present invention;

[0022] Figure 3 Schematic diagram of track layout in the present invention;

[0023] Figure 4 Schematic diagram of the structure in the chamber during grouting in the present invention;

[0024] Figure 5 Schematic diagram of the structure of the inner support frame in the present invention;

[0025] Among them, 1. Sealing layer; 2. Lining layer; 3. Anchor rod; 4. Surrounding rock; 5. Round steel; 6. Bracket; 7. Grouting flange; 8. Pouring channel; 9. Inner support frame; 10. Chamber; 901. Fixing ring; 902. Connecting rod; 903. Support plate; 904. Reinforcement rib. DETAILED DESCRIPTION

[0026] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0027] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

[0028] Reference Figures 1 to 5 The present invention discloses an underground high-pressure gas storage, comprising: a chamber 10, opened in a surrounding rock 4, a lining layer 2, circumferentially arranged on the inner wall of the chamber 10, and a sealing layer 1, circumferentially arranged on the inner wall of the lining layer 2.

[0029] In an optional solution, the thickness of the lining layer 2 is 30 cm-50 cm.

[0030] In an optional solution, the thickness of the sealing layer 1 is 10 mm-15 mm.

[0031] An integrated construction method for an underground high-pressure gas storage is provided, and the steps for constructing the underground high-pressure gas storage are as follows:

[0032] Step 1: excavating a chamber 10 in the surrounding rock 4;

[0033] Step 2: Divide the chamber 10 into multiple construction sections along the length direction of the chamber 10;

[0034] Step 3: Send multiple steel rings into the chamber 10 in sequence until the sum of the lengths of the multiple steel rings is equal to the length of a construction section, weld two adjacent steel rings to form a sealing layer 1, and form a pouring space between the steel rings and the inner wall of the chamber 10; the sealing layer 1 is made of steel plates with a grade of not less than Q345R, which is used to form a sealed protection for high-pressure gas and at the same time serves as an inner mold to support the casting of the lining layer. The sealing layer 1 is welded into a ring structure, wrapping around the entire inner surface of the lining layer 2, while ensuring structural strength and stability, forming multiple sealing barriers, thereby improving the leakage resistance of the gas storage reservoir.

[0035] Step 4: A grouting flange 7 is provided at the end of the steel ring near the opening of the chamber 10, and steel fiber concrete is injected into the grouting space through the grouting channel 8 on the grouting flange 7 to form a lining layer 2; the aperture of the grouting channel 8 is about 10 cm, which serves as a concrete pouring channel to facilitate layered pouring of the lining layer 2 from bottom to top. The lining layer 2 adopts high-grade steel fiber concrete, which can significantly improve the crack resistance and bearing capacity; specifically, the lining layer 2 uses self-compacting concrete with a grade of not less than C40; specifically, the amount of steel fiber added is not less than 40 kg / m3 to enhance the crack resistance and bearing capacity. The steel fiber uses a special-shaped structure, such as pressed edge steel fiber, corrugated steel fiber, hook-shaped steel fiber, big-head steel fiber, double-pointed steel fiber, etc., to increase the interface bonding performance between the fiber and mortar or concrete.

[0036] Step 5: After the steel fiber concrete has hardened, remove the stop flange 7; pump the prepared steel fiber concrete slurry upward from the lower pouring channel 8 layer by layer into the lining cavity through a concrete pump, and vibrate each layer during pouring to ensure that the concrete is fully compacted. When the steel fiber concrete reaches 70% of the design strength, remove the internal support frame 9 and the stop flange 7, completing the construction of the lining layer 2. Roughen the surface of the poured lining layer 2 to improve the bonding performance between subsequent concrete sections.

[0037] Step 6. Repeat steps 3 to 5 until the construction is completed.

[0038] In an optional solution, in step 3, multiple tracks are set in the chamber 10, and the tracks are set along the length direction of the chamber 10, two of which are set at the lower part of the chamber 10 and are symmetrically arranged, and the other two tracks are set in the middle part of the chamber 10 and are symmetrically arranged, and the steel ring moves along the tracks.

[0039] In an optional solution, the track includes multiple brackets 6, which are fixedly mounted on the inner wall of the chamber 10. The multiple brackets 6 are arranged at equal intervals along the length direction of the chamber 10. One end of the multiple brackets 6 located in the chamber 10 is fixedly connected to the round steel 5, and the round steel 5 is arranged along the length direction of the chamber 10.

[0040] In an optional solution, in step 4, when injecting the steel fiber concrete, the steel fiber concrete is injected into the injection space in the order from the lower injection channel 8 to the upper injection channel 8 .

[0041] In an optional solution, in step 4, before injecting the steel fiber concrete, an inner support frame 9 is provided in the steel ring to support the steel ring and withstand the pressure of pouring the steel fiber concrete.

[0042] The inner support frame 9 ensures that the steel plate ring does not deform or move during the pouring construction process, thereby ensuring the accuracy of the shape and size of the lining layer.

[0043] In an optional solution, in step 4, the inner support frame 9 includes a fixed ring 901, and a plurality of connecting rods 902 are fixedly connected to the outer side of the fixed ring 901 at equal intervals in the circumferential direction. The end of the connecting rod 902 away from the fixed ring 901 is fixedly connected to a support plate 903, and the support plate 903 abuts against the inner wall of the steel ring. The support plate 903 is adapted to the inner wall of the steel ring, and a reinforcing rib 904 is fixed between two adjacent connecting rods 902, and the reinforcing rib 904 is located in the middle of the connecting rod 902.

[0044] In an optional solution, 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 and steel mesh is laid, and then concrete is sprayed to complete temporary support of the chamber 10.

[0045] Temporary support is reinforced with sprayed concrete combined with anchor rods 3 and steel mesh to control the deformation of the surrounding rock and provide temporary support during construction.

[0046] Specific construction method:

[0047] 1. Excavation and temporary support: A circular cross-section chamber 10 with a horizontal axis is excavated on the surrounding rock 4 using the drilling and blasting method. Anchor rods 3 are driven into the inner wall of the chamber 10 at preset positions to anchor them in the surrounding rock 4. A steel mesh is laid on the inner wall of the chamber 10 and hung and fixed on the installed anchor rods 3. Concrete is sprayed onto the inner wall of the chamber 10 with the steel mesh laid to form a temporary support layer.

[0048] 2. Bottom support installation: Two rows of brackets 6 are installed at the bottom of the chamber 10. The two rows of brackets 6 are arranged in parallel, both located at the horizontal diameter position of the chamber 10, and symmetrical to each other. The two rows of brackets 6 are arranged at equal intervals along the length direction of the chamber 10. At the top of the end of each row of brackets 6 that are close to each other, a round steel 5 extending along the length direction of the chamber 10 is fixed.

[0049] 3. Construction Segment Division and Steel Ring Prefabrication: Based on the arrangement of brackets 6 and round steel bars 5, the entire chamber 10 is divided into multiple construction segments along its length. Each construction segment is set to a length of M. Steel plates are prefabricated into steel rings. The shape of the steel rings must match the space enclosed by the two round steel bars 5 at the bottom and the surrounding rock. The axial length of each steel ring along the chamber 10 is set to N. Based on the lengths M and N, the number of steel rings required for each construction segment is calculated to be M / N.

[0050] 4. Installation and welding of steel rings: hoist a prefabricated steel ring into place and place it between the two round steels 5 at the bottom. Use a jack to push the steel ring axially along the chamber 10 to the predetermined position inside the chamber 10. Connect the currently installed steel ring with the installed steel ring. Use a double-sided welding process to firmly connect the two connected steel rings together. Use a CT metal flaw detector to perform non-destructive testing on the welded interface to ensure that the weld is defect-free and meets quality requirements. Repeat the above steps of hoisting, pushing, connecting, welding, and flaw detection until all steel rings in the current construction section are installed and welded, and finally form a complete sealing layer 1.

[0051] 5. End sealing and internal support installation: Install the grouting flange 7 at the end of the steel ring that is last installed near the opening end of the chamber 10. A template layer space for pouring concrete is formed between the grouting flange 7, the inner wall of the sealing layer 1 and the surrounding rock / temporary support layer of the external chamber 10. Install the internal support frame 9 inside the installed sealing layer 1 to provide internal support for subsequent concrete pouring.

[0052] 6. Lining concrete pouring and curing: Steel fiber concrete is poured into the formwork layer space between the sealing layer 1 and the surrounding rock 4 / temporary support layer through the pouring channel 8 reserved on the grouting flange 7. During the pouring process, pouring is carried out in the order of starting from the lower pouring channel 8 and gradually moving to the upper pouring channel 8. After the steel fiber concrete pouring is completed, it is cured until it reaches the structural strength required by the design.

[0053] 7. Formwork removal and lining surface treatment: After the concrete reaches the designed strength, remove the previously installed internal support frame 9, remove the slurry stop flange 7, and allow the steel fiber concrete to solidify to form a lining layer 2. Roughen the exposed end surface of the solidified lining layer 2 to provide a good bonding surface for the new and old concrete in the next construction section.

[0054] 8. Repeat construction: Repeat steps 2 to 7 above to proceed to the next construction section, and repeat this cycle until all construction sections are completed and the entire underground high-pressure gas storage facility is constructed.

[0055] In the description of the present invention, it should be understood that the terms "longitudinal", "transverse", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0056] The embodiments described above are merely descriptions of preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Without departing from the spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by persons skilled in the art should fall within the scope of protection defined by the claims of the present invention.

Claims

1. An integrated construction method for an underground high-pressure gas storage, characterized in that: Here are the steps: Step 1: excavating a chamber (10) in the surrounding rock (4); Step 2: Divide the chamber (10) into a plurality of construction sections along the length direction of the chamber (10); Step 3, sequentially feeding a plurality of steel rings into the chamber (10) until the sum of the lengths of the plurality of steel rings is equal to the length of one construction section, welding two adjacent steel rings to form a sealing layer (1), and forming a pouring space between the steel rings and the inner wall of the chamber (10); Step 4: a grouting flange (7) is provided at the end of the steel ring near the opening of the chamber (10), and steel fiber concrete is injected into the injection space through the injection channel (8) on the grouting flange (7) to form a lining layer (2); Step 5: After the steel fiber concrete hardens, the stop flange (7) is removed; Step 6. Repeat steps 3 to 5 until the construction is completed.

2. The integrated construction method of underground high-pressure gas storage according to claim 1, characterized in that: In step 3, a plurality of tracks are provided in the chamber (10), and the tracks are provided along the length direction of the chamber (10), wherein two tracks are provided at the lower part of the chamber (10) and are symmetrically provided, and the other two tracks are provided at the middle part of the chamber (10) and are symmetrically provided, and the steel ring moves along the tracks.

3. The integrated construction method of underground high-pressure gas storage according to claim 2, characterized in that: The track includes a plurality of brackets (6), the brackets (6) are fixedly mounted on the inner side wall of the chamber (10), the plurality of brackets (6) are arranged at equal intervals along the length direction of the chamber (10), one end of the plurality of brackets (6) located in the chamber (10) is fixedly connected to the round steel (5), and the round steel (5) is arranged along the length direction of the chamber (10).

4. The integrated construction method for underground high-pressure gas storage according to claim 1, characterized in that: In step 4, when injecting the steel fiber concrete, the steel fiber concrete is injected into the injection space in the order from the lower injection channel (8) to the upper injection channel (8).

5. The integrated construction method of underground high-pressure gas storage according to claim 1, characterized in that: In step 4, before injecting the steel fiber concrete, an inner support frame (9) is provided in the steel ring to support the steel ring and withstand the pressure of pouring the steel fiber concrete.

6. The integrated construction method of underground high-pressure gas storage according to claim 5, characterized in that: In step 4, the inner support frame (9) includes a fixed ring (901), and a plurality of connecting rods (902) are fixedly connected to the outer side of the fixed ring (901) at equal intervals in the circumferential direction. A section of the connecting rod (902) away from the fixed ring (901) is fixedly connected to a support plate (903), and the support plate (903) abuts against the inner side wall of the steel ring. The support plate (903) is adapted to the inner side wall of the steel ring, and a reinforcing rib (904) is fixed between two adjacent connecting rods (902), and the reinforcing rib (904) is located in the middle of the connecting rod (902).

7. The integrated construction method for underground high-pressure gas storage according to claim 1, characterized in that: 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 and steel mesh is laid, and then concrete is sprayed to complete the temporary support of the chamber (10).

8. An underground high-pressure gas storage constructed according to the integrated construction method for an underground high-pressure gas storage according to any one of claims 1 to 7, characterized in that: include: A chamber (10) is provided in the surrounding rock (4); A lining layer (2) is circumferentially arranged on the inner wall of the chamber (10); The sealing layer (1) is circumferentially arranged on the inner side wall of the lining layer (2).

9. The underground high-pressure gas storage according to claim 8, characterized in that: The thickness of the lining layer (2) is 30cm-50cm.

10. An underground high-pressure gas storage according to claim 8, characterized in that: The thickness of the sealing layer (1) is 10 mm to 15 mm.

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