Pumped storage method using cover film sealing and pressurization and energy storage device used thereby

Abstract

A pumped storage method using cover film sealing and pressurization. In an energy storage method, a flexible sealing film (21) is sealingly connected to a vertical cylinder (1) and a reciprocating column (2) or the inner wall of a high-pressure-resistant sealed tank (54), so as to form a variable-volume sealed space (20); water is pressurized by using a pumped storage unit (15), and then pressurized water is injected into the sealed space (20), so as to generate an over-pressure water body; the reciprocating column is lifted by means of the over-pressure water body to convert electric energy into gravitational potential energy, or the over-pressure water body is used to compress gas in a gas storage chamber (56) to convert electric energy into compressed gas potential energy, so as to achieve energy storage; and the over-pressure water body is injected into the pumped storage unit (15) for power generation, so as to achieve energy release. Also disclosed is an energy storage device. The energy storage device mainly comprises a vertical cylinder (1) and a reciprocating column (2) or a high-pressure-resistant sealed tank (54), a flexible sealing film (21), a pumped storage unit (15), etc., and has the advantages such as rapid construction, high efficiency, low cost, construction at any time and any location, and good environmental benefits.

Description

Film sealing pressurized pumped storage method and energy storage device used thereby TECHNICAL FIELD

[0001] The present application relates to a film sealing pressurized pumped storage method and an energy storage device used thereby. BACKGROUND

[0002] With the development and large-scale application of new energy technologies such as wind energy and solar energy, due to the inconsistency between new energy power generation and social electricity use in time, energy storage has gradually become one of the bottlenecks of social development. Existing energy storage methods mainly include gravity storage, compressed air storage, hydrogen storage by electrolysis of water, and electrochemical storage, etc. Electrochemical storage has problems such as high cost, small storage capacity, short service life, high cost of waste battery disposal, and safety hazards such as explosion and fire. In order to solve the problem of energy storage, experts and scholars and research institutions at home and abroad have begun to study compressed air storage and hydrogen storage by electrolysis of water. At present, the technology of hydrogen storage by electrolysis of water has been put into trial production and has the ability to electrolyze seawater to produce hydrogen, but the cost of hydrogen production is high, the cost of hydrogen storage and transportation after hydrogen production is high, and there are problems of high-pressure gas explosion safety hazards and high cost. Compressed air energy storage technology has also been applied, and the energy conversion rate of compressed air energy storage is significantly lower than pumped storage, and it also has the problem of high cost. Solving the problem of energy storage has become a major scientific and technological problem that needs to be solved urgently for social development, and is a key link to promote green and low-carbon development and solve the problem of energy self-reliance.

[0003] Gravity energy storage is to use the gravity of the earth, when storing energy, use the motor to transport the heavy object to a high place, convert the electric energy into the potential energy of the heavy object, when releasing energy, drop the heavy object to a low place, drive the generator to rotate and generate electricity, and convert the potential energy of the heavy object into electric energy. Gravity energy storage can be divided into water medium type gravity energy storage and solid medium type gravity energy storage according to the storage medium, and pumped storage is a typical representative of water medium type gravity energy storage; solid medium type gravity energy storage has not been widely used in engineering, and the solid medium gravity energy storage method in the research and development test stage has a pulley gravity energy storage type, which uses the combination of pulley block and motor, stores the potential energy of the solid heavy object by lifting it to a high place during energy storage, and realizes the storage of electric energy, and when releasing energy, the heavy object at a high place falls, at the same time, the pulley block rotates, and the generator set generates electricity. Pumped storage is the largest and most economical large-scale energy storage method in the world, with high safety, mature technology and high energy conversion rate. At present, the installed capacity of pumped storage in China accounts for about 94% of the total installed capacity of energy storage (as of 2020). In recent years, the number of pumped storage projects has increased significantly, and more than 100 pumped storage power stations are under construction. The principle of pumped storage is to build an upper reservoir (or upper pool) at a high place and a lower reservoir (or lower pool) at a low place, when storing electric energy, use the motor set to drive the water pump to pump water from the lower pool to the upper pool, consume electric energy, at the same time, send the water to a high place, generate potential energy, and realize the storage of electric energy; when releasing electric energy, the water in the upper pool flows out to the lower pool through the water tunnel, and drives the water turbine to rotate, drives the generator set to generate electricity, and realizes the release of electric energy. Pumped storage needs to be equipped with a large difference (400-600 meters or more) between the upper and lower pools (also known as upper and lower reservoirs), and the suitable geographical conditions are very limited, the construction period is long, which takes 5-8 years, and the construction cost is high. The construction of pumped storage power station often occupies a large amount of land as the upper pool, causing adverse effects such as slope stability and ecological environment destruction. The process of electric energy storage and release in pumped storage is a reversible process, in the mechanical and electrical equipment, most pumped storage power stations combine the motor-pump set composed of motor set and water pump and the hydroelectric generator set composed of generator set and water turbine into the pumped storage set composed of motor-generator set and pump-turbine set, realize the functions of pumping and storing energy and hydroelectric power generation through the forward and reverse operation control of pump-turbine. The pumped storage set and its auxiliary equipment mainly include pump-turbine, motor-generator, speed regulator, excitation system, static frequency converter, mechanical and electrical protection, computer control system, which has reached a high level after long-term research and development and application, with high efficiency and mature and stable technology. The construction cost of pumped storage project includes the construction cost of upper and lower pools, water tunnel and power grid supporting facilities and the cost of pumped storage set. At present, the construction cost of pumped storage power station accounts for about 90% of the total cost.Solving the problem of site selection of pumped storage power station, reducing the land area of pumped storage power station, reducing the influence of pumped storage power station construction on natural ecological environment, reducing the construction cost of pumped storage power station, and having very great economic, social and environmental value to the development of energy storage technology. In the theoretical research aspect, M. Berrada et al. published a paper in the journal Energy in 2016, titled “Gravity-based Piston Pumped Hydro Storage: A new concept for large-scale energy storage”, which introduces the concept of gravity-based piston pumped hydro storage, that is, in a sealed circulating channel, the gravity of the piston gives water pressure, and through the reversible water pump turbine, power generation is carried out. In the energy storage stage, water is pumped by driving the water pump, and the water pressure is used to lift the piston to convert into the gravitational potential energy of the piston. This technology has few limitations, can realize repeated operation, long time power generation, and theoretically provides a new possibility for large-scale pumped hydro storage. When matched with the current commonly used pumped hydro storage unit, the diameter of the water storage pipe can be set to 10-200 meters, and the water pressure that the water storage pipe should bear should be between 4-8 MPa. Taking a 40-meter-diameter water storage pipe as an example, the water pressure requirement reaches 8 MPa, and when using commonly used Q235 steel as the pipe wall material, according to the mechanical calculation, the pipe wall thickness needs to reach about 1 meter, which has great manufacturing difficulty, complex process and high cost. On the other hand, for a 1-meter-thick ordinary steel as the water storage pipe wall, a 16mm expansion deformation will occur in the radial direction, and a large amount of contraction deformation will occur under the pressure of the high-pressure water, resulting in a gap between the water storage pipe and the piston. The existing sealing technology cannot complete the sealing between the piston and the water storage pipe. Under high pressure, the sealing problem between the large-diameter water storage pipe and the piston, the great pressure caused by the overall sealing, the pipe material strength problem, and the construction problem of the large-diameter pipe bearing high water pressure are the key to hinder the development and application of this technology, and further research is still needed. SUMMARY

[0004] The first object of the present application is to provide a first film-coated sealed pressurized pumped hydro storage method, which solves the problem of large site selection condition limitation of pumped hydro storage, solves the sealing problem between the large-diameter water storage pipe and the piston under high pressure and the pipe material strength problem in the gravity-based piston pumped hydro storage, and solves the construction problem of the large-diameter pipe bearing high water pressure, has the advantages of fast construction speed, low cost, large energy storage capacity, fast electric energy storage and release speed, high system conversion efficiency, high safety, good environmental benefits and the like.

[0005] The film-coated sealed pressurized pumped hydro storage method comprises the following steps:

[0006] a) build a vertical cylinder foundation, build a reciprocating column on the vertical cylinder foundation, build a vertical cylinder on the outer periphery of the reciprocating column;

[0007] b) seal the gap between the vertical cylinder and the reciprocating column with a flexible sealing film with folding performance to form a sealed space with volume changing performance, and make the reciprocating column have the function of moving up and down relative to the vertical cylinder, and connect the pumped storage unit with the sealed space with a water pipe;

[0008] c) power supply to the pumped storage unit;

[0009] d) drive the pumped storage unit to operate with electric energy, pressurize the water in the lower pool and inject it into the sealed space to generate supercharged water body;

[0010] e) use the flexible sealing film to block the gap between the reciprocating column and the vertical cylinder, and use the supercharged water body in the sealed space to lift the reciprocating column, convert the electric energy into the gravitational potential energy of the reciprocating column and water, and realize the storage of electric energy;

[0011] f) inject the supercharged water body in the sealed space into the pumped storage unit, and at the same time, the reciprocating column sinks, and the supercharged water body drives the pumped storage unit to generate electricity, converts the gravitational potential energy of the reciprocating column and water into electric energy for power supply, and realizes the release of electric energy;

[0012] g) repeat steps c) to f) to realize the storage and release of electric energy, thereby completing the film sealing and pressurized pumped storage method of the application.

[0013] In the film sealing and pressurized pumped storage method described above, in the step a) described above, the vertical cylinder can be built by the following steps:

[0014] 1) place steel strands at a certain distance outside the reciprocating column, and make annular formworks on both sides of the steel strands;

[0015] 2) pour building glue into the steel strands in the annular formwork cavity constructed in step 1), and after the building glue solidifies, form a glue-steel structure as the side wall of the circular vertical cylinder.

[0016] In the film sealing and pressurized pumped storage method described above, in the step a) described above, a ring-shaped maintenance groove wall is constructed on the vertical cylinder foundation, and sand and stone materials are filled in the range inside the vertical cylinder as a buffer cushion layer, and the reciprocating column is constructed on the buffer cushion layer.

[0017] In the film sealing and pressurized pumped storage method described above, in the step a) described above, a water pipe is reserved in the vertical cylinder foundation, and at least one inlet and outlet of the water pipe is stretched out of the vertical cylinder foundation and communicated with the vertical cylinder.

[0018] In the film sealing pressurized pumped storage method, in step b), the two ends of the flexible sealing film are respectively sealed and bonded with the reciprocating column and the vertical cylinder by using the building glue, and a sealing space with volume changing performance is formed by the reciprocating column, the flexible sealing film and the vertical cylinder.

[0019] In the film sealing pressurized pumped storage method, in step d), the power control of the pumped storage unit is controlled to control the power storage.

[0020] In the film sealing pressurized pumped storage method, in step f), the water injection speed to the pumped storage unit is controlled to control the power release.

[0021] In the film sealing pressurized pumped storage method, in step a), the vertical cylinder foundation can be built by the following steps:

[0022] 1) Through engineering geological survey, the place with shallow bedrock depth is selected to build the vertical cylinder foundation, and the bedrock is used as the vertical cylinder foundation bearing stratum;

[0023] 2) A vertical capsule test hole is constructed in the vertical cylinder foundation bearing stratum, a folded sealing capsule bag is installed in the capsule test hole, and inclinometers are arranged at different distances near the capsule test hole;

[0024] 3) Fluid is injected into the sealing capsule bag in the capsule test hole in stages, the volume of the sealing capsule bag is expanded by the increase of the amount of fluid in the sealing capsule bag, the pressure is applied to the sidewall of the capsule test hole in stages, and the lateral horizontal displacement of the inclinometer is tested synchronously;

[0025] 4) The strength and deformation characteristics of the vertical cylinder foundation bearing stratum are calculated and analyzed by using the soil constitutive model based on the prototype test;

[0026] 5) Vertical stiffening piles and horizontal anchor rods are designed in the vertical cylinder foundation bearing stratum, and the constitutive model in step 4) is used for finite element calculation and analysis, so that the calculation results meet the normal use and safety requirements of the vertical cylinder foundation;

[0027] 6) The vertical cylinder foundation bottom plate is divided into two parts, the core foundation plate and the extended foundation plate, the core foundation plate is located directly below the vertical cylinder, the extended foundation plate is located at the periphery of the core foundation plate, and the inclined foundation plate post-pouring joint is arranged between the two foundation bottom plates, so that the size of the core foundation plate bottom is smaller than that of the upper part, and the vertical stiffening piles, the vertical water guide hole sidewall and the two vertical cylinder foundation bottom plates are constructed;

[0028] 7) The vertical water guide hole is used as the operation surface, the horizontal anchor rod hole is constructed, the horizontal anchor rod hole is plugged, high-pressure split grouting is carried out in the horizontal anchor rod hole, the vertical cylinder foundation bearing stratum is locally high-pressure preloaded and grouting reinforced along the direction of the horizontal anchor rod hole, and the horizontal anchor rod construction is completed.

[0029] 8) The foundation prototype loading test is carried out in the following way: a vertical cylinder bottom plate, a reciprocating column and an additional counterweight are constructed directly above the core foundation plate, and the displacement and deformation of the foundation and the bearing layer are observed throughout the process, and the calculation analysis is carried out synchronously, if the deformation exceeds the design allowable deformation, the stability of the foundation is ensured by increasing the vertical stiffening pile, the horizontal anchor, or reducing the column bottom load of the reciprocating column, or pouring the post-pouring joint of the foundation plate;

[0030] 9) The foundation bearing capacity limit value range is determined through the foundation prototype loading test in step 8);

[0031] 10) According to the foundation bearing capacity limit value range determined in step 9), it is calculated whether the foundation bearing capacity safety factor after pouring the post-pouring joint of the foundation plate meets the safety and normal use requirements, if not, the foundation bearing capacity safety factor is made to meet the safety and normal use requirements by reducing the column bottom load of the reciprocating column or increasing the area and thickness of the foundation bottom plate.

[0032] In the above film sealing pressurized pumped storage method, the filling in the rock foundation fissure is discharged through the anchor hole adjacent to the horizontal anchor during the horizontal anchor grouting construction.

[0033] The second object of the application is to provide an energy storage device for the first film sealing pressurized pumped storage method, which is low in cost, fast in construction, safe and reliable, good in durability, and can smoothly realize the film sealing pressurized pumped storage method.

[0034] The energy storage device comprises a vertical cylinder, a reciprocating column, a flexible sealing film, a vertical cylinder foundation, a pumped storage unit, a water pipe and a lower pool, wherein the vertical cylinder is a cylindrical member with an open end placed vertically, the reciprocating column is a cylindrical or columnar member with vertical and horizontal pressure bearing performance, the flexible sealing film is a water-proof cloth-like member with folding performance and water pressure bearing performance, the vertical cylinder is connected with the flexible sealing film, the reciprocating column is connected with the flexible sealing film, the vertical cylinder, the flexible sealing film and the reciprocating column together form a sealed space with volume changing performance, and the reciprocating column and the vertical cylinder are both placed vertically, the reciprocating column is located inside the vertical cylinder, the reciprocating column has the function of reciprocating up and down relative to the vertical cylinder, the pumped storage unit is connected with the sealed space through the water pipe, and the lower pool is a water pool with water storage function.

[0035] In the above energy storage device, the side wall of the vertical cylinder is a member composed of annularly arranged steel strands and building glue filled in the gaps between the steel strands.

[0036] In the above energy storage device, the upper part of the reciprocating column is provided with an additional counterweight.

[0037] In the energy storage device, the bottom of the vertical cylinder is provided with a buffer pad, an inspection groove wall, an inspection groove, an inspection passage and a pressure-resistant sealing door.

[0038] In the energy storage device, the reciprocating column is provided with a vertical positioning hole, and a guide column with a function of controlling the verticality and horizontal position of the reciprocating column is arranged at the vertical positioning hole.

[0039] In the energy storage device, the side wall of the guide column is provided with a horizontal positioning and verticality fine adjustment device, which comprises a fine adjustment guide and a distance adjustment device.

[0040] In the energy storage device, the top of the reciprocating column is provided with a sling column, and a sling is arranged between the outward protruding part of the reciprocating column and the sling column.

[0041] In the energy storage device, the outer surface of the reciprocating column is provided with a vertical inspection passage and a detachable prefabricated filling block for filling the vertical inspection passage.

[0042] In the energy storage device, the vertical cylinder can be in a cylindrical structure with a small inner diameter at the upper part and a large inner diameter at the lower part.

[0043] In the energy storage device, one end of the flexible sealing film is connected to the middle or bottom of the vertical cylinder, and the other end is connected to the bottom of the reciprocating column.

[0044] In the energy storage device, a protective ring is arranged between the top of the vertical cylinder and the reciprocating column to prevent impact of the reciprocating column.

[0045] In the energy storage device, the vertical cylinder foundation comprises a core foundation plate, an expanded foundation plate, vertical stiffening piles and horizontal anchor rods.

[0046] In the vertical cylinder foundation, the core foundation plate is provided with a vertical water guide hole, and the horizontal anchor rods are connected to the side wall of the vertical water guide hole.

[0047] The third object of the present application is to provide a flexible sealing membrane repair method for the energy storage device used in the first film-coated sealing pressurized pumped storage method, which can quickly repair and replace the flexible sealing membrane, and has the advantages of fast speed and low repair cost.

[0048] The flexible sealing membrane repair method comprises the following steps:

[0049] 1) removing the overpressure water in the sealing space to make the reciprocating column stop at the bottom of the vertical cylinder;

[0050] 2) determining the damaged position of the flexible sealing membrane;

[0051] 3) entering the repair slot through the repair channel, vertically supporting the flexible sealing membrane at the damaged position, and unfolding and flattening the flexible sealing membrane along the inner wall of the vertical cylinder or the outer surface of the reciprocating column;

[0052] 4) sealing and cementing the surface of the damaged position of the flexible sealing membrane with a patch using a colloidal material.

[0053] The fourth object of the present application is to provide an anti-impact method for the first film-coated sealing pressurized pumped storage method, which can effectively control the movement speed of the reciprocating column, avoid the impact of the reciprocating column on the vertical cylinder foundation or the flexible sealing membrane, and ensure the operation safety.

[0054] The anti-impact method for the film-coated sealing pressurized pumped storage method comprises the following steps:

[0055] 1) installing a speed sensor and a height positioning device on the reciprocating column, and using the speed sensor to monitor the movement speed of the reciprocating column in real time, setting the lowest and highest position limits of the bottom of the reciprocating column and the corresponding movement speed control requirements in the computer control system of the pumped storage unit, and transmitting the monitoring data of the speed sensor and the positioning device to the computer control system in real time;

[0056] 2) calculating the bottom position and movement speed of the reciprocating column in real time by the computer control system;

[0057] 3) when the bottom of the reciprocating column approaches the bottom plate of the vertical cylinder, reducing the outflow water flow rate in the vertical cylinder by the computer control system, or increasing the inflow water flow rate in the vertical cylinder by the computer control system until the preset control requirements in the computer control system are reached; when the bottom of the reciprocating column approaches the top of the vertical cylinder, reducing the inflow water flow rate in the vertical cylinder by the computer control system until the preset control requirements in the computer control system are reached;

[0058] 4) By controlling the volume reduction rate of the water stored in the vertical cylinder, the sinking speed of the reciprocating column is controlled to prevent the reciprocating column from hitting the bottom plate of the vertical cylinder, and by controlling the volume increase rate of the water stored in the vertical cylinder, the rising speed of the reciprocating column is controlled to prevent the reciprocating column from hitting the flexible sealing film, thereby preventing the reciprocating column from impacting the vertical cylinder foundation or the flexible sealing film.

[0059] A fifth object of the present application is to provide a second film-sealed pressurized pumped storage method, which uses compressed air to pressurize the film-sealed water body and combines with the pumped storage unit to store and release electric energy, has high energy conversion rate, fast construction speed and good environmental benefits.

[0060] The second film-sealed pressurized pumped storage method includes the following steps:

[0061] a) placing steel strands along the direction of the tensile force of the side wall of the high-pressure resistant sealing tank, pouring building glue in the gap between the steel strands, constructing the high-pressure resistant sealing tank, folding the flexible sealing film with folding performance and sealing connecting with the inner wall of the high-pressure resistant sealing tank, and dividing the high-pressure resistant sealing tank into two sealed spaces with variable volumes, i.e., the gas storage chamber and the water storage chamber;

[0062] b) connecting the pumped storage unit with the water storage chamber manufactured in step a) through a water pipe, and filling gas into the gas storage chamber;

[0063] c) supplying power to the pumped storage unit;

[0064] d) using the pumped storage unit to pump water into the water storage chamber, consuming electric energy;

[0065] e) gradually increasing the volume of the water storage chamber as the volume of the inflowing water body increases, isolating the gas and the water body in the high-pressure resistant sealing tank by the flexible sealing film, synchronously reducing the volume of the gas storage chamber and synchronously increasing the gas pressure, transmitting the increased gas pressure to the water body through the folded flexible sealing film to generate overpressure water body, increasing the fluid pressure in the high-pressure resistant sealing tank, converting electric energy into potential energy generated by compressed gas, and realizing electric energy storage;

[0066] f) when electric energy needs to be released, driving the pumped storage unit to operate to generate electricity by using the overpressure water body, reducing the volume of the overpressure water body, increasing the volume of the compressed gas, reducing the fluid pressure in the high-pressure resistant sealing tank, converting the potential energy generated by the compressed gas into electric energy, and realizing electric energy release;

[0067] g) repeating steps c) to f) to realize the storage and release of electric energy, thereby completing the second film-sealed pressurized pumped storage method of the present application.

[0068] In the above-mentioned second film-sealed pressurized pumped storage method, in the above-mentioned step a), the construction method of the high-pressure resistant sealing tank includes the following steps:

[0069] a) manufacturing an air bag with the same shape and size as the inner surface of the high-pressure-resistant sealed tank by using a rubber film;

[0070] b) inflating the air bag manufactured in step a) to expand the air bag;

[0071] c) placing a steel strand on the outer surface of the air bag;

[0072] d) sealing the outer side of the steel strand placed in step c) with a sealing film;

[0073] e) pouring construction glue into the gap of the steel strand.

[0074] A sixth object of the present application is to provide a second film-coated and sealed pressurized pumped storage energy storage device used in the method, which has a fast manufacturing speed, low requirements for the foundation, does not require a large-scale counterweight, can be placed in water for work, has a low cost, and is particularly suitable for ocean and offshore energy storage.

[0075] The second film-coated and sealed pressurized pumped storage energy storage device used in the method includes a high-pressure-resistant sealed tank, a flexible sealing film, a pumped storage unit, a water pipe, and a lower pool. The high-pressure-resistant sealed tank is a sealed container with the function of storing high-pressure gas or high-pressure liquid. The flexible sealing film is a water-tight cloth-like component with folding performance. The flexible sealing film is connected to the inner wall of the high-pressure-resistant sealed tank after being folded. The high-pressure-resistant sealed tank is divided into two sealed spaces with the function of changing volume, i.e., a gas storage room and a water storage room. The pumped storage unit is connected to the water storage room through the water pipe. The lower pool is a pool with the function of storing water.

[0076] In the second film-coated and sealed pressurized pumped storage energy storage device used in the method, the high-pressure-resistant sealed tank can be a combination of multiple high-pressure-resistant sealed tanks. The water storage rooms of the high-pressure-resistant sealed tanks are connected to each other. The gas storage rooms of the high-pressure-resistant sealed tanks are connected to the sealed spaces with the function of storing gas in other high-pressure-resistant sealed tanks.

[0077] In the second film-coated and sealed pressurized pumped storage energy storage device used in the method, the pumped storage unit can be installed in the water pipe. One end of the water pipe is connected to the water storage room.

[0078] In the second film-coated and sealed pressurized pumped storage energy storage device used in the method, one or more of the water pipe, the fluid control valve, the fluid pressure sensor, and the air pressure control device are arranged on the tank wall of the high-pressure-resistant sealed tank.

[0079] In the second film-coated and sealed pressurized pumped storage energy storage device used in the method, a flexible sealing film blocking net is arranged at the connection between the water storage room of the high-pressure-resistant sealed tank and the water pipe.

[0080] In the energy storage device used in the second film sealing pressurized pumped storage method, the flexible sealing film is a cloth-like member with heat insulation performance.

[0081] In the energy storage device used in the second film sealing pressurized pumped storage method, the high-pressure resistant sealing tank wall is provided with a heat insulation layer.

[0082] In the energy storage device used in the second film sealing pressurized pumped storage method, water is placed in the gas storage chamber as a heat exchange material.

[0083] In the energy storage device used in the second film sealing pressurized pumped storage method, the high-pressure resistant sealing tank wall is composed of steel strands and building glue filled in the gaps of the steel strands.

[0084] The film sealing pressurized pumped storage method and the energy storage device used therein have the advantages of high efficiency, high safety, high reliability, long service life, low cost, high energy conversion rate, and mature technology. The method overcomes the limitations of site selection, long construction period, large occupied area, and environmental impact. The sealing problem, material strength problem, and construction difficulty of the large-capacity high-pressure resistant water storage structure with variable volume are solved. The high-pressure water body is stored in the sealing space, and the high-pressure water body drives the pumped storage unit to generate electricity. The electrical energy is stored and released by converting electrical energy and gravitational potential energy or potential energy generated by compressed gas. The construction cost of pumped storage power station is greatly reduced, the construction speed is greatly improved, and the method has a very broad application prospect and considerable commercial operation value. BRIEF DESCRIPTION OF DRAWINGS

[0085] Fig. 1 is a cross-sectional view of the energy storage device used in the first film sealing pressurized pumped storage method used in the first to third embodiments of the present application;

[0086] Fig. 2 is a plan view of the energy storage device used in the first film sealing pressurized pumped storage method used in the first and second embodiments of the present application;

[0087] Fig. 3 is a schematic view of the vertical cylinder side wall and the flexible sealing film of the energy storage device used in the first film sealing pressurized pumped storage method used in the first to third embodiments of the present application;

[0088] Fig. 4 is a schematic view of the pile position plan of the energy storage device used in the first film sealing pressurized pumped storage method used in the first and second embodiments of the present application;

[0089] Figure 5 is a schematic diagram of the cross-sectional structure of the reciprocating column of the prefabricated block of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second embodiment of the present application;

[0090] Figure 6 is a schematic diagram of the planar arrangement of the top structure of the guide column of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second embodiment of the present application;

[0091] Figure 7 is a schematic diagram of the planar arrangement of the lower structure of the guide column of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second embodiment of the present application;

[0092] Figure 8 is a schematic diagram of the unfolded inter-column truss structure of the lower structure of the guide column of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second embodiment of the present application;

[0093] Figure 9 is a schematic diagram of the verticality adjustment structure of the guide section of the guide column of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second embodiment of the present application;

[0094] Figure 10 is a schematic diagram of the cross-sectional structure of the maintenance access of the energy storage device used in the first film-coated sealed pressurized pumped storage method of the second and third embodiments of the present application;

[0095] Figure 11 is a schematic diagram of the cross-sectional structure of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fourth and fifth embodiments of the present application;

[0096] Figure 12 is a schematic diagram of the planar arrangement of the anchor net of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fourth embodiment of the present application;

[0097] Figure 13 is a schematic diagram of the cross-sectional structure of the vertical stiffening pile of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fourth embodiment of the present application;

[0098] Figure 14 is a schematic diagram of the post-poured joint structure of the foundation slab of the vertical cylinder foundation used in the fifth embodiment of the present application;

[0099] Figure 15 is a schematic diagram of the second-step working condition cross-section of the dynamic design construction method of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fifth embodiment of the present application;

[0100] Figure 16 is a schematic diagram of the second-step working condition planar arrangement of the dynamic design construction method of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fifth embodiment of the present application;

[0101] Figure 17 is a schematic diagram of the fourth-step working condition cross-section of the dynamic design construction method of the high-pressure split grouting rock anchor net vertical cylinder foundation used in the fifth embodiment of the present application;

[0102] Figure 18 is a high-pressure splitting grouting rock anchor net vertical cylinder foundation dynamic design construction method of the fifth embodiment of the present application, the fifth step working condition profile diagram;

[0103] Figure 19 is a high-pressure splitting grouting rock anchor net vertical cylinder foundation dynamic design construction method of the fifth embodiment of the present application, the sixth step working condition profile diagram;

[0104] Figure 20 is a reciprocating column vertical maintenance access plane layout diagram used by the second embodiment of the present application;

[0105] Figure 21 is a second film sealing pressurized pumped storage method used by the seventh embodiment of the present application, the energy storage device profile structure diagram;

[0106] Figure 22 is a second film sealing pressurized pumped storage method used by the seventh embodiment of the present application, the energy storage device profile structure diagram after the second step is completed;

[0107] Figure 23 is a second film sealing pressurized pumped storage method used by the seventh embodiment of the present application, the energy storage device profile structure diagram after the fifth step is completed;

[0108] Figure 24 is a second film sealing pressurized pumped storage method used by the seventh embodiment of the present application, the energy storage device profile structure diagram using two high-pressure resistant sealing tanks;

[0109] Figure 25 is a pumped storage device profile structure diagram of a kind of middle cylinder two ends hemispherical high-pressure resistant sealing tank used by the eighth embodiment of the present application;

[0110] Figure 26 is a pumped storage device profile structure diagram of a kind of ring cylinder high-pressure resistant sealing tank used by the eighth embodiment of the present application;

[0111] Figure 27 is a pumped storage device profile structure diagram of a kind of ring cylinder high-pressure resistant sealing tank used by the eighth embodiment of the present application;

[0112] Figure 28 is a pumped storage device profile structure diagram of a kind of rubber steel structure high-pressure resistant sealing tank used by the eighth embodiment of the present application. DETAILED DESCRIPTION

[0113] BRIEF DESCRIPTION OF DRAWINGS: 1 - vertical cylinder; 2 - reciprocating column; 3 - vertical cylinder foundation; 4 - guide column; 5 - additional counterweight; 6 - cushion pad layer; 7 - maintenance slot; 8 - maintenance slot wall; 9 - reciprocating column bottom plate; 10 - counterweight body; 11 - additional counterweight cylinder; 12 - additional counterweight body; 13 - lower pool slot wall; 14 - pile foundation; 15 - pumped storage unit; 16 - protective ring; 17 - water pipe; 18 - fluid control valve; 19 - lower pool; 20 - sealed space; 21 - flexible sealing membrane; 22 - steel strand; 23 - construction glue; 24 - prefabricated filling block; 25 - power grid system; 26 - construction column; 27 - truss; 28 - stay; 29 - counterweight prefabricated block; 30 - row of cranes; 31 - maintenance passage; 32 - sling post; 33 - sling; 34 - fine adjustment guide; 35 - distance adjusting device; 36 - pressure-resistant sealing door; 37 - sealing door baffle; 38 - core foundation plate; 39 - expanded foundation plate; 40 - foundation plate post-poured joint; 41 - vertical stiffening pile; 42 - horizontal anchor rod; 43 - vertical water tunnel side wall; 44 - vertical maintenance passage; 45 - stiffening steel plate; 46 - stiffening pile body; 47 - foundation plate reinforcement; 48 - capsule testing hole; 49 - capsule testing water injection pipe; 50 - inclinometer; 51 - sealing capsule bag; 52 - vertical cylinder bottom plate; 53 - rock bearing stratum; 54 - high-pressure-resistant sealing tank; 55 - flexible sealing membrane barrier net; 56 - gas storage warehouse; 57 - water storage warehouse.

[0114] As a first embodiment of the present application, the basic principle and specific implementation steps of the first film sealing pressurized pumped storage method of the present application are introduced below in combination with Figs. 1-4. The basic principle of the method is to build a reciprocating column with a large load and a vertical cylinder sleeved outside the reciprocating column, to set a flexible sealing film with high pressure resistance between the vertical cylinder and the reciprocating column, to form a high-pressure-resistant sealing space with variable volume between the outer surface of the reciprocating column and the inner surface of the vertical cylinder as shown in Figs. 1 and 3, to inject high-pressure water into the sealing space through the pumped storage unit, to use the superhydrostatic pressure on the surface of the high-pressure water to lift the lower surface of the reciprocating column, and to gradually lift the reciprocating column as the water injection amount increases, thereby converting electrical energy into the gravitational potential energy of the reciprocating column and water, and realizing the storage of electrical energy; after the storage of electrical energy is completed, the high-pressure water in the sealing space can be injected into the pumped storage unit to drive the pumped storage unit to operate for hydroelectric power generation, and the reciprocating column is lowered synchronously to convert the gravitational potential energy of the reciprocating column and water into electrical energy, and realize the release of electrical energy. The present application uses a sealing space to form high-pressure water, and because the formation of high-pressure water is the key to realizing pumped storage, the present application overcomes the need to build an upper pool with a height difference of hundreds of meters to obtain high-pressure water in traditional pumped storage, and solves the key problem of limited site selection for pumped storage. The specific implementation steps are as follows: first, build the vertical cylinder foundation, the vertical cylinder and the reciprocating column. In this embodiment, in order to achieve the advantage of low-cost energy storage, the diameter of the vertical cylinder can be selected to be between 10m and 200m, and considering the need to achieve a higher energy conversion rate, the superhydrostatic pressure in the sealing space can reach 6-8MPa, equivalent to 60-80 atmospheres, and high-strength steel wire can be used to bear the circumferential tensile stress of the vertical cylinder sidewall. Considering the control requirements of cyclic load action, elastic stress of steel wire, fatigue strength, and high-thickness ratio of cylinder wall, the thickness of the vertical cylinder wall can be selected to be between 0.1-2 meters. Taking into account the pressure generated by the water column height inside the vertical cylinder, the water pressure at the bottom of the reciprocating column is about 6-9MPa, and the vertical load standard value at the bottom of the vertical cylinder foundation will reach 6-9MPa. This super large load has high requirements for the vertical cylinder foundation, the vertical cylinder and the reciprocating column. For example, the vertical cylinder foundation needs to use a 3-30m thick reinforced concrete structure to diffuse the load at the bottom of the vertical cylinder to the bottom of the vertical cylinder foundation, and the vertical cylinder foundation can use the pile thickened plate foundation type as shown in Fig. 1. If a larger diameter vertical cylinder energy storage device needs to be built, the thickness of the reinforced concrete plate needs to be further increased. The main components of the energy storage device of the present application can be built through the following four sub-steps. First sub-step, construction of reinforced concrete vertical cylinder foundation; the vertical cylinder foundation can adopt the pile raft foundation type, and a reinforced concrete thick plate can be provided to diffuse the base stress. Due to the large load on the top surface of the foundation, large-diameter piles are needed, and the piles can be arranged in the form shown in Figs. 1 and 4. If the bedrock depth is shallow, the embedded foundation form can be used. Since the vertical cylinder is a vertical cylinder, the cross section of the vertical cylinder foundation can be more reasonable in the form of a circle.The depth of the vertical cylinder foundation can be determined according to the height of the vertical cylinder, the thickness of the vertical cylinder foundation and the seismic requirements. The lower pool can be arranged in the foundation pit, and the excavation depth and area of the foundation pit should be designed by comprehensively considering the requirements of the vertical cylinder foundation and the water storage capacity of the lower pool. The foundation pit is designed as a circle, which is the most economical, and the foundation pit enclosure structure can be used as the wall of the lower pool groove, as shown in FIG. 1. In this embodiment, the central position of the foundation pit after excavation is designed as the vertical cylinder foundation, and the remaining space after pouring the bottom plate around is arranged as the lower pool. In this step, the excavated soil can be temporarily stacked for future use as additional counterweight material. In this step, the water pipe can be pre-buried in the vertical cylinder foundation, and at least one inlet and outlet of the water pipe can be extended into the vertical cylinder. The water pipe in this step can be used as a water guide hole. In this step, an annular maintenance groove wall can be constructed on the vertical cylinder foundation, and sand and gravel materials can be filled and placed within the range of the inner side of the vertical cylinder as a buffer cushion layer. In this step, because the weight of the built reciprocating motion column is huge, the maintenance groove wall alone cannot bear the weight of the reciprocating motion column, so sand and gravel materials should be filled and placed in the space enclosed by the maintenance groove wall to jointly bear the gravity from the reciprocating motion column and serve as a buffer cushion layer when the reciprocating motion column falls. Bag-shaped sand and gravel materials can be used to fill the space inside the maintenance groove wall, and then the reciprocating motion column can be gradually built from bottom to top on the buffer cushion layer. In this step, the reciprocating motion column needs to have the bearing capacity to bear its own weight and the additional weight, and also needs to have the bearing capacity to bear the water pressure in the sealed space, so the compressive strength requirement is high. In this embodiment, a concrete structure can be used as the reciprocating motion column, which can be made into a cylindrical structure, and materials with a large specific gravity such as iron ore sand, steel blocks, lead blocks and lead powder can be filled in the cylindrical structure as the reciprocating motion column. Using materials with a large specific gravity to make the reciprocating motion column can eliminate the need for additional counterweight, but the cost is high. Using a concrete structure, the volume of the counterweight is large, but the cost is relatively low. A reinforced concrete silo can also be made on the upper part of the reciprocating motion column as an additional counterweight cylinder, and soil can be stacked in the silo as an additional counterweight to further reduce the cost. In this step, the additional counterweight cylinder can be composed of multiple silos to facilitate adjustment and control of the center of gravity of the reciprocating motion column. During the trial operation stage, the reciprocating motion column can be floated, and the center of gravity of the reciprocating motion column can be adjusted by increasing or decreasing the weight of the silos at different positions. The use of multiple silos can reduce the pressure on the sidewalls of the silos and avoid excessive concentration and deviation of the counterweight in the event of an accident. In this step, the vertical cylinder can be built through the following two sub-steps. First, a steel strand is placed at a certain distance outside the reciprocating motion column, and an annular formwork is made on both sides of the steel strand. This sub-step is mainly to construct the circumferential tensile member of the vertical cylinder. Because the diameter of the vertical cylinder is large and the water pressure in the vertical cylinder is large, the circumferential tensile force of the sidewall of the vertical cylinder is particularly large. According to mechanical calculations, for a vertical cylinder with a diameter of 40 meters, under the action of 8 MPa water pressure in the cylinder, the circumferential tensile stress acting on each meter of the cylinder wall is 160 MN, and the cylinder wall mainly bears the circumferential tensile force.If the ordinary Q235 steel material is used as the vertical cylinder wall, the cylinder wall thickness needs to reach about 1 meter, and the production and manufacturing difficulty is particularly great, and the cost is expensive. In the present application, by using the characteristics that the vertical cylinder side wall does not bear the vertical tensile force, high-tensile steel wire is used as the vertical cylinder hoop tensile member, and the tensile strength of the steel wire is 6-8 times that of the ordinary steel material, that is, the high-strength material steel wire is used to solve the problem of the huge pressure in the background technology of the gravity piston energy storage research and the high strength requirement of the pipe material. On the other hand, because the steel wire is a flexible rope-like member, it is suitable for bending and placing, and can be easily placed into a circular ring shape, solving the problem of difficult production and manufacturing, that is, solving the problem of building a large-diameter pipe with high water pressure in the background technology of the gravity piston energy storage method. Complete the first sub-step and enter the second sub-step. In this step, building glue is poured into the steel wire in the ring-shaped formwork cavity constructed in the first sub-step, and after the building glue is solidified, a glue-steel structure is formed as the side wall of the vertical cylinder. The glue-steel structure formed in this step is a composite material structure with a specific shape and function, in which high-strength steel wire is used as the main tensile member, and building glue is densely filled in the gaps between the steel wires. After the building glue is solidified, a composite material structure with a specific shape and function is formed by the steel wire and the building glue. Because the steel wire placed in the first sub-step is dispersedly placed with gaps in between, it does not have compression bearing capacity and sealing performance, and cannot be directly used as the cylinder wall of the vertical cylinder. Building glue such as epoxy resin and anchoring glue is a solidifiable fluid material, and the fluid state building glue can be poured into the formwork cavity to densely fill the gaps between the steel wires when the building glue is in a fluid state. After the building glue is solidified, the steel wires are connected into a whole by the building glue as the cylinder wall structure of the vertical cylinder. In this step, epoxy resin can be used as building glue. Epoxy resin has strong adhesive strength with steel, good fluidity before solidification, good plasticity, matched thermal expansion coefficient with steel wire, good sealing performance, similar compression strength to concrete material, good durability and environmental protection performance, and is widely used as a building glue material. This step solves the problem of building a high-strength material vertical cylinder wall structure under large-diameter conditions. In this embodiment, in order to increase the sealing performance of the vertical cylinder, steel wire can be laid on the vertical cylinder foundation and poured with building glue as the vertical cylinder bottom plate, and integrated with the vertical cylinder wall, as shown in FIG. 3. In this step, the amount of steel wire and the thickness of the cylinder wall at the bottom of the vertical cylinder wall can be increased, and the hoop tensile stiffness at the bottom of the vertical cylinder wall can be increased to reduce the radial expansion deformation of the bottom of the vertical cylinder wall under high pressure. Complete the first step of the present application and enter the second step. The main purpose of this step is to solve the sealing problem between the reciprocating column and the vertical cylinder.With a vertical cylinder of 40 meters in diameter as an example, high-strength steel strands are used as the vertical cylinder side wall. Because of the high strength of the steel strands, the vertical cylinder side wall is thinner than that calculated using Q235 steel material. The vertical cylinder wall thickness can be set to 250 mm. According to mechanical calculations, under the action of high water pressure of 8 MPa, it will extend outward along the radius of the vertical cylinder by about 80 mm. The reciprocating column moves up and down, and the water pressure borne by part of the vertical cylinder side wall changes between 0-8 MPa. Considering the compression deformation of the reciprocating column itself under the high water pressure of 8 MPa, which is close to 10 mm, the size change of the gap between the reciprocating column and the vertical cylinder side wall will be greater than 80 mm. Therefore, the sealing problem between the reciprocating column and the vertical cylinder under high pressure needs to be solved. In this step, the two ends of the foldable flexible sealing film after folding are bonded with the vertical cylinder and the reciprocating column respectively. It can ensure the relative reciprocating function between the reciprocating column and the vertical cylinder, and achieve the purpose of sealing between the vertical cylinder and the reciprocating column. The sealing principle is as follows: taking the two ends of the flexible sealing film as an example, which are connected with the bottom end of the reciprocating column and the bottom end of the vertical cylinder respectively. When the reciprocating column moves in the vertical cylinder, the position of the folded flexible sealing film connected with the vertical cylinder remains unchanged. When the reciprocating column goes down, the other end of the flexible sealing film goes down with the reciprocating column. Under the action of water pressure, the outer surface of the middle part of the flexible sealing film will fold into an arc-shaped top between the reciprocating column and the vertical cylinder, as shown in FIG. 3. The outer side of the flexible sealing film is in contact with the inner surface of the vertical cylinder, and the inner side of the flexible sealing film is in contact with the outer surface of the reciprocating column. As the reciprocating column goes down, the area of the flexible sealing film in contact with the outer surface of the reciprocating column gradually increases, the area of the flexible sealing film in contact with the inner surface of the vertical cylinder gradually decreases, and the arc-shaped top moves down. When the reciprocating column goes up, the area of the flexible sealing film in contact with the inner surface of the vertical cylinder gradually increases, the area of the flexible sealing film in contact with the outer surface of the reciprocating column gradually decreases, and the arc-shaped top moves up. In the process of reciprocating movement of the reciprocating column, the two ends of the flexible sealing film are always sealed and connected with the vertical cylinder and the bottom of the reciprocating column. The flexible sealing film itself is not water permeable, so the reciprocating column and the vertical cylinder form a sealed space with variable volume through the connected flexible sealing film. When the reciprocating column goes up, the sealed space increases, and when the reciprocating column goes down, the sealed space decreases. Similarly, the flexible sealing film can also be connected in this way, one end connected with the middle part of the vertical cylinder and the other end connected with the bottom of the reciprocating column, which can also form a sealed space with the same function. The flexible sealing film in this sealed space transmits the horizontal high water pressure to the vertical cylinder and the reciprocating column at the contact position with the vertical cylinder and the reciprocating column. The flexible sealing film mainly bears the vertical water pressure at the gap between the vertical cylinder and the reciprocating column. The size of the vertical water pressure is proportional to the width of the upper gap of the arc-shaped top, which is the product of the water pressure and the width of the gap at this position, and the vertical water pressure at the gap is borne by the flexible sealing film on both sides of the arc-shaped top.To reduce the tensile strength requirements of the flexible sealing membrane, the width of the gap between the reciprocating column and the vertical cylinder needs to be controlled, which should not be greater than 0.1-0.5 meters. Taking the width of the construction gap as 0.1m and the water pressure of the overpressure water body at the arc-shaped top as 8MPa as an example, the tensile strength of the flexible sealing membrane needs to reach 400N / mm length. At present, the tensile strength of the fabric core flexible sealing membrane available in the industry can reach 600N / mm, and the tensile strength of the flexible sealing membrane with high-strength steel wire rope core can reach 5000N / mm, which meets the tensile strength requirements of the flexible sealing membrane used in the embodiment. During construction, the reciprocating column can be constructed first, and then the vertical cylinder side wall outside the reciprocating column. The flexible sealing membrane is located between the inside of the vertical cylinder and the outside of the reciprocating column, and the gap between the vertical cylinder and the reciprocating column is very small, so it is necessary to set a maintenance groove at the bottom of the reciprocating column to facilitate the operation and maintenance of the energy storage device of the application. Fold the flexible sealing membrane with folding performance, seal the gap between the vertical cylinder and the reciprocating column with the folded flexible sealing membrane, form a sealed space with volume changing performance, and make the reciprocating column have the function of moving up and down relative to the vertical cylinder. Since pumped storage needs a water head pressure of 600-800m to drive the pumped storage unit to generate electricity, insufficient water head pressure will result in a small energy density of pumped storage, reducing energy conversion efficiency, and maintaining sufficient energy density is crucial for pumped storage. After forming the sealed space, the internal pressure of the sealed space can be increased under the constraint of the sealing part, and overpressure water body can be generated in the water body in the sealed space. In the present application, overpressure water body refers to water body with a pressure greater than atmospheric pressure on the upper surface, and free surface water body refers to water body with atmospheric pressure on the upper surface. The outflow of overpressure water body drives the pumped storage unit to generate electricity, which has the same effect as the hydraulic power generation effect of the height difference between the upper pool and the lower pool in pumped storage; on the other hand, injecting high-pressure water into the sealed space consumes electric energy, which has the same principle as pumping water from the lower pool to the upper pool in pumped storage. Therefore, forming a sealed space and injecting high-pressure water into the sealed space can generate overpressure water body to achieve the purpose of pumped storage, and releasing the overpressure water body in the sealed space can drive the pumped storage unit to generate hydraulic power to achieve the purpose of energy release. The generation of overpressure water body in the sealed space is accompanied by a large water pressure on the components of the sealed space, and the vertical cylinder of the sealed space will expand and deform greatly. The use of folded flexible sealing membrane can seal the gap between the reciprocating column and the vertical cylinder side wall, which changes in size, and maintain the sealing performance of the sealed space. The spatial relationship between the flexible sealing membrane and the reciprocating column and the vertical cylinder is shown in Figures 1 and 3.In this step, the two ends of the cylindrical flexible sealing film are respectively sealed and bonded with the reciprocating column and the vertical cylinder by building glue. The reciprocating column, the flexible sealing film and the vertical cylinder form a sealed space with volume changing performance. The building glue can be epoxy resin or various types of anchoring glue with high bonding strength. In this step, the water pipe is used to connect the pumped storage unit and the sealed space, and the power grid system is connected with the pumped storage unit. In this step, in order to realize the directional flow of water, a fluid control valve can be arranged between the water pipe and the pumped storage unit to control the directional flow of water, as shown in FIG. 1 and FIG. 2. After the second step is completed, the third step is entered. In this step, the power grid system supplies power to the pumped storage unit. The purpose of this step is to input the excess electric energy into the pumped storage unit when energy storage is needed. The computer control system of the pumped storage unit can be started and stopped in time. After the third step is completed, the fourth step is entered. In this step, the electric energy drives the pumped storage unit to operate, and the water in the lower pool is pressurized and injected into the sealed space. A large amount of electric energy can be used to output high-pressure water by increasing the water pressure, so as to realize the utilization of electric energy. In this step, the computer control system in the pumped storage unit can be used to control the power storage power by controlling the power of the pumped storage unit. After the fourth step is completed, the fifth step is entered. In this step, the overpressure water body in the sealed space lifts the reciprocating column, and the electric energy is converted into the gravitational potential energy of the reciprocating column and the water, so as to realize the storage of electric energy. In this step, under the constraint of the flexible sealing film, the vertical cylinder and the reciprocating column, when the high-pressure water input in the fourth step reaches a certain pressure, the bottom of the reciprocating column bears the huge pressure transmitted by the overpressure water body, and only the atmospheric pressure exists at the top of the reciprocating column. When the difference between the pressure on the lower surface of the reciprocating column and the pressure on the upper surface of the reciprocating column is greater than the weight of the reciprocating column itself, the reciprocating column will be lifted by the overpressure water body in the sealed space, the sealed space will be expanded synchronously and accommodate the high-pressure water input from the pumped storage unit, the gravitational potential energy of the reciprocating column and the overpressure water body in the sealed space will be increased, the electric energy will be consumed synchronously, the conversion from electric energy to gravitational potential energy will be realized, and the storage of electric energy will be realized. After the fifth step is completed, the sixth step is entered. In this step, when electricity is needed, the high-pressure water in the sealed space generated in the fifth step is injected into the pumped storage unit, so that the overpressure water body in the sealed space flows out, the volume of the overpressure water body in the sealed space will be reduced, and the reciprocating column will sink at this time. The overpressure water body flowing out of the sealed space drives the pumped storage unit to generate electricity. At this time, the gravitational potential energy of the reciprocating column and the overpressure water body in the sealed space is reduced, the pumped storage unit operates to generate electric energy, the conversion from gravitational potential energy to electric energy is realized, and the release of electric energy is realized. After the sixth step is completed, the seventh step is entered. This step is repeated. The storage and release of electric energy need to be repeated many times. In this embodiment, the storage and release of electric energy are realized by repeating the third step to the sixth step, so as to complete the film sealing and pressurizing pumped storage method of the present application.

[0115] As a second embodiment of the present application, in combination with FIG. 1-10, the first film sealing pressurized pumped storage method provided by the present application is mainly introduced. The energy storage device includes a vertical cylinder, a reciprocating column, a flexible sealing film, a vertical cylinder base, a pumped storage unit, a water pipe and a lower pool. The vertical cylinder is a cylindrical component with an open end placed vertically. In this embodiment, the vertical cylinder needs to contain high-pressure water, so the water pressure acting on the side wall of the vertical cylinder is very large. Therefore, the vertical cylinder should be cylindrical. The diameter and height of the vertical cylinder can be determined according to the requirements of the energy storage device capacity. Considering the cost and performance requirements of the energy storage device, the diameter of the vertical cylinder can be set to 10-200m, and the height of the vertical cylinder can be set to 20-200m. The wall thickness of the vertical cylinder is set to 0.1-2m. In this embodiment, the main load acting on the side wall of the vertical cylinder is water pressure, so the hoop tension of the side wall component of the vertical cylinder is particularly large. Considering the cost, feasibility, durability and reliability of manufacturing the vertical cylinder, the side wall of the vertical cylinder is selected to be a component composed of annularly arranged steel strands and building glue filled in the gaps between the steel strands. The manufacturing speed is fast, the cost is low, and it can meet the stress and stability requirements. In this embodiment, it is called a glue-steel structure. The building glue in the glue-steel structure can be epoxy resin or anchoring glue. These building glues have high compressive strength and good flowability before solidification, making it easy to densely fill the gaps between the steel strands and form a structure that can work together with the steel strands. The building glue has sufficient durability, fast solidification speed, and higher elongation than steel strands. That is, when the steel strands are stretched, the building glue can be stretched synchronously without cracking, and has good fatigue resistance to reciprocating load. In this embodiment, when the flexible sealing film is connected to the bottom or middle part of the vertical cylinder, the gap between the middle part of the vertical cylinder and the outer surface of the reciprocating column should not be too large, otherwise the flexible sealing film will bear too much tension. The distance between the inner surface of the vertical cylinder and the outer surface of the reciprocating column below the middle part of the vertical cylinder can be appropriately increased without affecting the stress of the flexible sealing film. When the vertical cylinder is high, in order to reduce the verticality control requirements and construction difficulty of the vertical cylinder and the reciprocating column, the vertical cylinder can be set to a cylindrical structure with a slightly smaller inner diameter at the top and a slightly larger inner diameter at the bottom. In this embodiment, the bottom of the vertical cylinder is provided with a buffer pad layer, an inspection groove wall, an inspection groove, an inspection passage and a pressure-resistant sealing door, as shown in FIG. 1 and FIG. 10. The inspection groove and the inspection groove wall can be annular to facilitate access to each part of the flexible sealing film along the inspection groove. The inspection passage connects the inspection groove and the space outside the vertical cylinder, and the pressure-resistant sealing door can block the inspection passage. The pressure-resistant sealing door can be set to a pressure-resistant door with translation function. In order to maintain the stability of the pressure-resistant sealing door under high water pressure, a vertical pressure-bearing component can be provided as a sealing door baffle at the inspection passage, as shown in FIG. 10. In this embodiment, in order to avoid impact damage to the bottom of the vertical cylinder when the reciprocating column sinks, a buffer pad layer is provided at the bottom of the vertical cylinder. Sand or bagged sand can be used as the buffer pad layer material, and the thickness of 1-4 meters is appropriate.In the embodiment, a protective ring can be arranged between the top of the vertical cylinder and the reciprocating column. The purpose of arranging the protective ring is to prevent the high-pressure water in the vertical cylinder from being rapidly ejected from the top of the vertical cylinder under the condition that the flexible sealing membrane is broken, so as to prevent the water in the vertical cylinder from being rapidly reduced, and to prevent the reciprocating column from rapidly impacting the bottom of the vertical cylinder. In the embodiment, an annular rubber ring sleeved outside the reciprocating column can be used as the protective ring. The protective ring is arranged on the inner side of the vertical cylinder. The protective ring can be fixed with the vertical cylinder, and the reciprocating column can reciprocate up and down on the inner side of the protective ring. The protective ring also has the function of controlling the relative position of the reciprocating column and the vertical cylinder. In the embodiment, the reciprocating column is a cylindrical member or a cylindrical member that can bear vertical pressure and horizontal pressure. The reciprocating column is vertically arranged in the vertical cylinder. The reciprocating column and the vertical cylinder are vertically arranged. The reciprocating column is arranged on the inner side of the vertical cylinder. The reciprocating column has the function of reciprocating up and down relative to the vertical cylinder. In the embodiment, when the reciprocating column is designed as a cylindrical member, a reciprocating column bottom plate should be arranged. Heavy materials such as iron ore sand, steel ingot, and lead block can be filled in the inner side of the reciprocating column as counterweights. Concrete materials with relatively low cost can also be used as counterweights. Soil can also be used as counterweights. When concrete materials or soil materials are used as counterweights, additional counterweights can be arranged above the reciprocating column if the counterweight is insufficient, as shown in FIG. 1. The additional counterweight is composed of an additional counterweight cylinder and an additional counterweight. In the embodiment, the reciprocating column can be a concrete cylinder or a cylinder formed by splicing of concrete precast blocks. If the reciprocating column is composed of precast blocks with a cross section as shown in FIG. 5, the advantage is that the reciprocating column is easy to disassemble and reuse, and the disadvantage is that the cost is higher than that of cast-in-place concrete materials. In the embodiment, a vertical maintenance channel can be arranged on the outer surface of the reciprocating column, and the vertical maintenance channel can be filled with detachable precast filling blocks. The vertical maintenance channel is arranged to facilitate the maintenance and repair of the vertical cylinder, the reciprocating column, and the flexible sealing membrane. The planar arrangement of the vertical maintenance channel can be as shown in FIG. 20. The cross section of the vertical maintenance channel can be arranged as a trapezoid with a slightly smaller outer side and a slightly larger inner side. The cross section of the precast filling block can be the same as that of the vertical maintenance channel, and the size of the precast filling block can be slightly smaller to facilitate rapid insertion and removal from the top. In order to reduce the height of the additional counterweight, the cross section of the reciprocating column at the top can be enlarged to increase the volume and weight of the additional counterweight. In the embodiment, the reciprocating column can be fixed on the vertical cylinder foundation, the vertical cylinder can be inverted and arranged outside the reciprocating column, and additional counterweights can be arranged on the top and periphery of the vertical cylinder. In the embodiment, a sling column can be arranged on the top of the reciprocating column, and a sling can be arranged between the outward protruding part of the reciprocating column and the sling column. The slings are symmetrically arranged along the periphery of the sling column. In this way, the slings and the sling column can bear part of the weight of the additional counterweight. The sling column can be arranged as a cylinder, as shown in FIG. 1. The sling column can also be arranged as a cylinder.In the embodiment, in order to ensure the vertical stability of the reciprocating column, a vertical positioning hole is arranged on the reciprocating column, and a guide column is arranged at the position of the vertical positioning hole. The guide column is fixed on the vertical cylinder foundation, and the guide column passes through the vertical positioning hole. The guide column serves as a guide rail for the vertical movement of the reciprocating column, and controls the horizontal position and verticality of the reciprocating column. As shown in FIG. 1, FIG. 2 and FIG. 8, the guide column can also bear the wind load acting on the upper part of the reciprocating column. In order to increase the stability and horizontal load resistance of the guide column, a cable can be arranged on the top of the guide column, a truss can be arranged on the top of the plurality of guide columns, a travelling crane can be arranged on the top truss, and a ring truss and a structural column can be arranged at the lower part of the guide column, as shown in FIG. 1, FIG. 2, FIG. 6, FIG. 7 and FIG. 8. In the embodiment, the guide column and the truss, the travelling crane and the like attached to the guide column can be built in the early stage of the project construction, so that the vertical cylinder, the reciprocating column and the additional counterweight can be built and installed by using the travelling crane. In the embodiment, considering that the wall of the vertical cylinder is thin, a hinge is arranged between the top of the wall of the vertical cylinder and the truss at the periphery, so as to increase the stability of the vertical cylinder structure. Since the guide column can be used to control the reciprocating column to move vertically, the verticality of the guide column is required to be high. In the embodiment, the verticality precision control problem is solved by arranging a horizontal positioning and verticality fine adjustment device on the side wall of the guide column. The fine adjustment device includes a fine adjustment guide and a distance adjustment device. The fine adjustment guide is an instrument for adjusting the horizontal position and verticality of the reciprocating column, and the distance adjustment device is an instrument for controlling the relative position of the guide column and the fine adjustment guide. The fine adjustment guide is connected with the distance adjustment device, the distance adjustment device is connected with the guide column, and the fine adjustment guide is located outside the guide column. A plurality of vertically arranged steel guide rails can be used as the fine adjustment guide, or a roller can be used as the fine adjustment guide. The distance adjustment device can be a bolt, as shown in FIG. 9. A nut can be welded on the guide column, one end of the bolt is connected with the steel guide rail, the distance between the steel guide rail and the guide column is adjusted by rotating the bolt, two bolts are arranged at both ends of each steel guide rail, the distance between the steel guide rail and the guide column is adjusted by the two bolts respectively, the verticality of the steel guide rail and the horizontal position of the steel guide rail can be adjusted, the horizontal position and verticality of the reciprocating column can be controlled by arranging a plurality of steel guide rails on the periphery of the guide column, and the influence of the small deviation of the position and verticality of the guide column on the guiding function is eliminated. In the embodiment, a horizontally arranged jack can be used instead of the bolt, and the plane position and verticality of the fine adjustment guide can be adjusted by controlling the extension amount of the jack on the ground. After the guide column is provided with the fine adjustment device, the verticality of the movement track of the reciprocating column can be adjusted by the fine adjustment device, so as to eliminate the influence of the construction error and deformation of the guide column in use on the up-down movement of the reciprocating column. In the embodiment, the guide column can be made of a steel pipe, and a guide column maintenance channel can be arranged in the steel pipe.The flexible sealing film is a water-proof cloth-like component with folding performance and water pressure bearing performance. In the embodiment, the flexible sealing film can be made of a composite material composed of carbon fiber, steel wire, rubber, plastic and the like. In the embodiment, the gap size between the reciprocating column and the vertical cylinder should be as small as possible to reduce the requirement for the tensile strength of the flexible sealing film. The vertical cylinder is connected with the flexible sealing film, and the reciprocating column is connected with the flexible sealing film. The vertical cylinder, the flexible sealing film and the reciprocating column together form a sealed space with volume changing performance. As shown in FIG. 1 and FIG. 3, the reciprocating column and the vertical cylinder are vertically placed. In the embodiment, one end of the flexible sealing film is connected with the middle or bottom of the vertical cylinder, and the other end is connected with the bottom of the reciprocating column. When the outer end of the flexible sealing film is connected with the middle of the vertical cylinder, the amount of the flexible sealing film can be reduced. However, the middle of the vertical cylinder needs to be operated during installation and maintenance. In addition, the flexible sealing film will form an obstruction when the inside of the vertical cylinder is maintained. In the embodiment, the pumped storage unit and its control system and other related equipment can be selected from the equipment used in the existing pumped storage technology. The pumped storage unit is connected with the sealed space through a water pipe. In the embodiment, the lower pool is a container with water storage performance, which has a similar function to the lower pool used in the existing pumped storage technology. A part of the underground space excavated during the construction of the vertical cylinder foundation can be used as the lower pool. In the embodiment, the excavated soil during the construction of the vertical cylinder foundation and the lower pool can be used as additional counterweight to reduce the cost of earthwork transportation, save resources and construction cost. The lower pool can also be built on the ground. In the embodiment, a fluid control valve is arranged on the water pipe to control the direction of water flow during the energy storage and energy release processes. In the embodiment, the vertical cylinder foundation can be in the form of pile foundation plus raft foundation as described in the first embodiment of the application. When the bedrock depth is shallow, the vertical cylinder foundation of bedrock high-pressure splitting and grouting anchor netting can also be used. The vertical cylinder foundation includes a core foundation plate, an extended foundation plate, vertical stiffening piles and horizontal anchor rods. The core foundation plate is located directly below the vertical cylinder, and the extended foundation plate is located around the core foundation plate. The vertical stiffening piles are vertical piles constructed in the rock foundation and reinforced by steel plates. The horizontal anchor rods are anchor rods arranged along the radius of the vertical cylinder foundation and constructed horizontally. The core foundation plate and the extended foundation plate are located above the horizontal anchor rods, and the horizontal anchor rods and the vertical stiffening piles are arranged in a cross manner. In the embodiment, a vertical water guide hole can be arranged in the core foundation plate. The vertical water guide hole can be used as a water pipe, and the pumped storage unit can be installed to save the engineering cost. In the embodiment, the horizontal anchor rods can be connected with the sidewall of the vertical water guide hole. In the embodiment, the vertical stiffening piles and the horizontal anchor rods can be constructed by high-pressure splitting and grouting, and the rock foundation can be partitioned and pre-pressed by high pressure and grouted by high pressure to reinforce.

[0116] As a third embodiment of the present application, the specific implementation steps of the flexible sealing film maintenance method of the energy storage device used in the first film-coated sealing pressurized pumped storage method of the present application are introduced in combination with FIG. 1, FIG. 3 and FIG. 10. In the energy storage device used in the first film-coated sealing pressurized pumped storage method of the present application, the reciprocating column, the vertical cylinder and the flexible sealing film are all large-size components during the process of storing and releasing electric energy. The reciprocating column is simple and firm in structure and is not easy to be damaged. The outer surface of the vertical cylinder is easy to contact. The maintenance and reinforcement of the vertical cylinder can be carried out on the outside of the vertical cylinder or on the inside of the vertical cylinder through the vertical maintenance passage as shown in FIG. 20. However, the flexible sealing film is located between the inside of the vertical cylinder and the reciprocating column. The reciprocating column is huge in volume and weight and is not easy to move. Therefore, the maintenance passage and the maintenance groove are very important for the operation and maintenance of the energy storage device of the present application. The flexible sealing film maintenance method of the energy storage device used in the first film-coated sealing pressurized pumped storage method of the present application includes the following steps: first step, excluding high-pressure water in the flexible sealing film to make the reciprocating column stop at the bottom of the vertical cylinder. In this step, when the flexible sealing film needs to be maintained or appears to be leaking, the reciprocating column is placed and stopped, the high-pressure water in the sealing space is excluded, and after the maintenance groove is cleaned, space is provided for the maintenance of the flexible sealing film. After the first step is completed, the second step is entered. In this step, the damaged position of the flexible sealing film or the position that needs to be reinforced needs to be determined. The damaged position of the flexible sealing film can be determined through monitoring during the operation of the energy storage device used in the first film-coated sealing pressurized pumped storage method of the present application, or the flexible sealing film can be inflated and swollen after the first step is completed, and the damaged position of the flexible sealing film can be found by finding the air leakage point. After the second step is completed, the third step is entered. In this step, the maintenance equipment enters the maintenance groove through the maintenance passage, the flexible sealing film is vertically supported at the damaged position of the flexible sealing film, and the flexible sealing film is unfolded and flattened along the inner wall of the vertical cylinder or the outer surface of the reciprocating column. In this step, if necessary, the prefabricated filling block near the damaged position of the flexible sealing film as shown in FIG. 20 can be removed, the vertical maintenance passage can be used to reach the damaged position of the flexible sealing film for maintenance, and after the maintenance is completed, the prefabricated filling block can be installed in the vertical maintenance groove. After the third step is completed, the fourth step is entered. In this step, the inner side surface of the damaged position of the flexible sealing film is sealed and cemented with the patch using a colloidal material. One side of the patch can be sprayed with the colloidal material, and then the damaged position of the flexible sealing film can be sealed from the inside, or the colloidal material can be sprayed on the inside of the damaged position of the flexible sealing film, and then the patch can be adhered with cloth. After the fourth step is completed, in this embodiment, the flexible sealing film can also be removed and replaced through the maintenance groove and the vertical maintenance passage, so that the flexible sealing film maintenance method of the energy storage device used in the first film-coated sealing pressurized pumped storage method of the present application is completed.

[0117] As a fourth embodiment of the present application, mainly in combination with FIG. 11-13, a vertical cylinder foundation structure of the energy storage device used in the first film sealing pressurized pumped storage method of the present application is introduced. When the energy storage device is working, the pressure acting on the bottom plate of the vertical cylinder is equal to the water pressure acting on the bottom of the vertical cylinder. When the water pressure reaches 800-1000 meters of water head, the pressure stress acting on the bottom plate of the vertical cylinder needs to reach 8-10 MPa. It is quite huge, far greater than the common industrial and civil building foundation bottom pressure, so the bearing capacity requirement of the vertical cylinder foundation is particularly high. The form of the vertical cylinder foundation can be selected as the pile raft foundation shown in FIG. 1, and the thickness of the raft and the number of piles are both very high. For example, for a vertical cylinder with a diameter of 40 meters, the thickness of the raft needs to be close to 20 meters, the area of the bottom of the raft needs to be about 4 times the area of the bottom of the vertical cylinder, and a large number of high bearing capacity piles need to be set, and the foundation cost is relatively high. The cost of the vertical cylinder foundation has a greater impact on the cost of the entire energy storage device. In this embodiment, for the areas with shallow bedrock depth, a bedrock high pressure splitting grouting anchor net vertical cylinder foundation form is provided to adapt to the particularly high vertical cylinder foundation bottom pressure and reduce the vertical cylinder foundation cost. The vertical cylinder foundation includes a core foundation plate, an expanded foundation plate, vertical stiffening piles, and horizontal anchor rods. The core foundation plate is located directly below the vertical cylinder, and the expanded foundation plate is located outside the core foundation plate. In this embodiment, the purpose of dividing the vertical cylinder foundation bottom plate into the core foundation plate and the expanded foundation plate is to test the actual foundation bearing capacity of the reinforced rock foundation located directly below the reciprocating column during the construction of the reciprocating column and the additional counterweight attached thereto, so as to fully develop the bearing capacity of the rock foundation and ensure the safety and reliability of the project. In this embodiment, the medium weathered-unweathered rock layer should be selected as the rock foundation bearing layer, and the main component of the rock foundation is rock. The strength of the rock mass is high, but there are a large number of fractures and joints between the rock masses. These fractures and joints are the key factors affecting the bearing capacity of the rock foundation. Due to the complex distribution and various forms of fractures and joints in the rock foundation, the calculation error of the bearing capacity of the rock foundation is large. Therefore, the most reliable and accurate way to determine the bearing capacity of the rock foundation is to directly apply a load similar to the actual bearing capacity in the future to the rock foundation and test the bearing capacity of the rock foundation through experiments. In this embodiment, during the construction process, the area and shape of the contact surface between the core foundation plate and the rock foundation are similar to those of the reciprocating column, and the actual bearing capacity of the reciprocating column is used as the load. Combined with the construction process of the reciprocating column and the additional counterweight, the foundation bearing capacity test is realized by grading loading and synchronously observing the deformation and displacement of the rock foundation during the loading process, so that the rock foundation bearing capacity prototype test can be performed, and the bearing capacity of the rock foundation can be accurately measured. The vertical stiffening pile is a vertically constructed pile in the rock foundation reinforced with a stiffening steel plate, the horizontal anchor rod is a horizontally constructed anchor rod in the rock foundation distributed along the radial direction of the vertical cylinder foundation, the core foundation plate and the expanded foundation plate are located above the horizontal anchor rod, and the horizontal anchor rod and the vertical stiffening pile are arranged in a cross manner.In the embodiment, the horizontal anchor rod can be an anchor rod completed by high-pressure splitting grouting construction, the horizontal anchor rod can adopt the high-pressure splitting grouting to complete the anchoring body construction, the pressure of the high-pressure grouting can adopt 4-40 MPa pressure to carry out splitting grouting, and the splitting grouting can reinforce the fissure and joint in the rock foundation and carry out dispersed local preloading reinforcement on the rock foundation. In the embodiment, the vertical water guide hole can be arranged in the core foundation plate, the horizontal anchor rod is connected with the side wall of the vertical water guide hole, and the vertical water guide hole can be used as an operation surface for constructing the horizontal anchor rod.

[0118] As a fifth embodiment of the present application, in combination with Figures 11, 14-19, a dynamic design and construction method of high-pressure split grouting rock anchor net vertical cylinder foundation is introduced in detail for the first step of the film sealing pressurized pumped storage method of the present application. In the first step, through engineering geological investigation, the place with shallow bedrock depth is selected to build the vertical cylinder foundation, and the bedrock is used as the bearing stratum of the vertical cylinder foundation. In this step, the moderately weathered to unweathered rock stratum can be selected as the bearing stratum of the vertical cylinder foundation, and there can be a cover layer on the upper part of the bedrock, which can be used as counterweight after excavation. The excavated foundation pit can be used as the lower reservoir (i.e. lower pool) of the vertical cylinder energy storage. Alternatively, part of the rock can be excavated and used as concrete aggregate for engineering construction. However, the bedrock depth should not be too deep, otherwise the engineering cost will increase. The bedrock depth is preferably 0-20 meters. After completing the first step, proceed to the second step. In this step, a vertical capsule test hole is constructed in the bearing stratum of the vertical cylinder foundation. The diameter of the capsule test hole can be controlled within 0.3-3m, and impact drilling or rotary drilling can be used to form the hole. The capsule test hole should be a circular hole, and the depth of the capsule test hole should be greater than the bottom of the rock anchor net vertical cylinder foundation to be used, which can be controlled within 5-15m deeper than the bottom of the anchor net vertical cylinder foundation. After the capsule test hole is constructed, a folded sealing capsule bag is installed in the capsule test hole. The fully inflated diameter of the folded sealing capsule bag should be greater than the diameter of the capsule test hole. The bottom of the sealing capsule bag is placed at the bottom of the hole. In the interior and vicinity of the capsule test hole, inclinometers can be arranged at different distances. The hole depth of the inclinometer outside the capsule test hole should be deeper than the test hole, preferably 2-10m deeper than the test hole, as shown in Figures 15 and 16. After completing the second step, proceed to the third step. In this step, fluid is injected into the sealing capsule bag in the capsule test hole through the capsule test injection pipe in stages. The volume of the sealing capsule bag is expanded by the increase of the amount of fluid in the sealing capsule bag, and pressure is applied to the side wall of the capsule test hole in stages. The lateral horizontal displacement of the inclinometer is tested simultaneously. The loading can be divided into 10-20 stages according to the testing accuracy, or loading and unloading tests can be performed. The test method in this step can be implemented according to Zhang Jihong's "Soil Control Principle and Technology" (China Building Industry Press, first edition in August 2023), pages 27-28. Since the test is conducted in a rock foundation, the maximum loading amount should match the bearing capacity of the rock foundation. The maximum fluid pressure stress of the loading can be selected between 0.5-10MPa. For hard rock, it can be increased to 30MPa. After completing the third step, proceed to the fourth step. In this step, a method for establishing a soil constitutive model based on prototype test (patent application number: 2022107215418) is used to calculate and analyze the strength and deformation characteristics of the foundation bearing stratum. The specific calculation method can also be referred to in Chapter 5 of Zhang Jihong's "Soil Control Principle and Technology" (China Building Industry Press, first edition in August 2023). After completing the fourth step, proceed to the fifth step.In this step, vertical stiffening piles and horizontal anchor rods are designed in the foundation bearing stratum. The vertical stiffening piles increase the horizontal shear strength and vertical tensile strength of the rock foundation, and serve as the anti-heave component during high-pressure split grouting of the horizontal anchor rods. The horizontal anchor rods are used to horizontally reinforce the rock foundation and improve the bearing capacity of the rock foundation. In this step, the constitutive model in the fourth step can be used for finite element calculation and analysis of the foundation bearing stratum. When performing the finite element calculation, the strength and deformation characteristic parameters of the rock foundation elements are selected based on the calculation results of the fourth step. In addition, vertical stiffening pile elements and horizontal anchor rod elements should be arranged between the rock foundation elements. The strength and deformation characteristic parameters of the vertical stiffening pile elements and the horizontal anchor rod elements can be selected based on the strength and deformation characteristics of the stiffening steel plate, anchor rod body, and cement slurry. The load condition can be directly selected as the load on the bottom of the vertical cylinder. Reinforced concrete elements can be arranged at the positions of the foundation plate and the vertical water guide hole side wall for calculation. In this step, the reinforcement effect of split grouting on the rock bearing stratum during construction of the vertical stiffening piles and the horizontal anchor rods can also be tested through a certain proportion of field prototype test. The bearing capacity of the reinforced rock foundation is tested by repeating the second to fourth steps of this embodiment, and the numerical calculation results are analyzed to make them close to the actual values. In this calculation step, the density of the vertical stiffening piles and the horizontal anchor rods is adjusted to make the calculation results meet the normal use and safety control requirements of the vertical cylinder foundation, and the safety factor of the calculation meets the requirements. After completing the fifth step, the sixth step is entered. In this step, the vertical cylinder foundation bottom plate is divided into a core foundation plate and an extended foundation plate. The core foundation plate is located directly below the vertical cylinder, and the extended foundation plate is located outside the core foundation plate, so that the areas of the two foundation bottom plates are similar. During the test, the column bottom pressure of the reciprocating motion column is applied to the core foundation plate, so that the load close to the completion time is used as the surcharge above the core foundation plate to test the bearing capacity of the rock foundation below the core foundation plate, and reliable measured values of the foundation bearing capacity are obtained. In this step, a diagonal post-pouring joint as shown in FIG. 14 is designed between the two foundation bottom plates, so that the lower area of the core foundation plate is reduced. During the rock foundation bearing capacity prototype test, once the foundation shows signs of instability, it will be accompanied by large deformation of the foundation. Before the foundation loses stability, the post-pouring joint is quickly poured to connect the core foundation plate and the peripheral foundation plate as a whole, expand the concrete foundation area, and reduce the pressure on the rock foundation to ensure the safety during the test. In this step, the post-pouring joint can be poured with grouting material or epoxy resin. In this step, the vertical stiffening piles, vertical water guide holes, and two vertical cylinder foundation bottom plates should be constructed. In this step, the post-pouring joint is designed as a diagonal joint inclined outward as shown in FIG. 14. The purpose is to ensure that the shear force between the core foundation plate and the peripheral foundation plate can be reliably transmitted after the post-pouring joint is poured. The width of the post-pouring joint can be set to 30-100 mm, and the foundation reinforcement between the two foundation plates remains continuous at the post-pouring joint.In this step, the pile hole of the vertical reinforced pile can also be subjected to high-pressure splitting grouting to reinforce the rock foundation while the grouting body serves as the reinforced pile body. The specific implementation method is to drill a pile hole in the rock foundation, then place a reinforced steel plate in the pile hole, the width direction of the reinforced steel plate is consistent with the radial direction of the vertical cylinder foundation to improve the shear reinforcement effect of the steel plate on the rock foundation, then seal the pile hole opening, and perform high-pressure splitting grouting. In this step, multiple pile holes of vertical reinforced piles can be constructed, then the pile holes are subjected to splitting grouting construction one by one, the adjacent pile holes are used to drain the rock bearing layer fissure filling material, and the residual material in the pile hole is cleaned before grouting. In this embodiment, the pressure of high-pressure splitting grouting can be selected in the range of 4-40 MPa. In this embodiment, the diameter of the pile hole can be designed to be 100-400 mm to minimize the construction cost of the pile hole. After completing the sixth step, the seventh step is entered. In this step, the vertical water guide hole is used as the operation surface, the horizontal anchor hole is constructed, the horizontal anchor hole opening is sealed, high-pressure splitting grouting is performed in the horizontal anchor hole, the fissures and joints connected with the anchor hole are grouted and reinforced through full-length high-pressure splitting grouting in the anchor hole, and the rock foundation is divided into blocks for high-pressure preloading and reinforcement. In this step, multiple horizontal anchor holes can be constructed first, then the horizontal anchor holes are subjected to high-pressure splitting grouting reinforcement one by one, so that the filling material in the rock bearing layer fissure is excluded from the adjacent anchor holes during high-pressure splitting grouting, and the residual material in the anchor hole is removed before high-pressure splitting grouting. In this step, the pressure of high-pressure splitting grouting can be selected in the range of 4-40 MPa, the vertical cylinder foundation bearing layer is locally subjected to high-pressure preloading and grouting reinforcement along the direction of the horizontal anchor hole, and the horizontal anchor construction is completed. After completing the seventh step, the eighth step is entered. In this step, the following method is used to perform the prototype loading test of the foundation: a vertical cylinder bottom plate, a reciprocating column, and an additional counterweight are constructed above the core foundation plate, the displacement and deformation of the foundation bottom plate and the rock foundation bearing layer are observed throughout the process, and synchronous calculation and analysis are performed, if the foundation appears abnormal deformation exceeding the design allowance, the foundation stability is ensured by increasing the vertical reinforced pile, the horizontal anchor, or reducing the additional counterweight, or pouring the foundation plate post-pouring joint. In this step, the judgment standard for abnormal deformation of the rock foundation can refer to the current judgment standard for static load test of pile foundation, and at the same time, the verticality control requirement of the vertical cylinder should be met. After gaining rich construction experience, the judgment standard can be improved based on the experience. After completing the eighth step, the ninth step is entered. In this step, the limit value range of the foundation bearing capacity is determined through the prototype loading test of the foundation in the eighth step.In this step, the range of the ultimate value of the bearing capacity of the rock foundation can be determined by one of the following two methods: (1) after the additional weight is fully applied, the load-settlement deformation curve of the rock foundation monitored in the eighth step does not show a sudden increase, and the verticality change of the vertical cylinder meets the design requirements, then the ratio of the load at the bottom of the core foundation plate to the area of the bottom of the core foundation plate can be used as the ultimate value of the bearing capacity of the rock foundation after reinforcement; (2) during the construction of the reciprocating column and the application of the additional weight, the load-settlement deformation curve of the rock foundation monitored shows a sudden increase, or the verticality change of the vertical cylinder reaches the design limit at this stage, then the construction is immediately suspended, and the post-poured joint is quickly poured, and the ratio of the load at the bottom of the core foundation plate before the construction is stopped to the area of the bottom of the core foundation plate is used as the ultimate value of the bearing capacity of the rock foundation after reinforcement. The ninth step is completed, and the tenth step is entered. In this step, according to the ultimate value of the bearing capacity of the foundation determined in the ninth step, it is checked whether the safety factor of the bearing capacity of the foundation after the construction of the post-poured joint of the foundation plate meets the safety and normal use requirements, if not, the load acting on the foundation through the additional weight is reduced, or the area and thickness of the foundation plate are increased, or the vertical stiffening pile and the horizontal anchor are increased, so that the safety factor of the bearing capacity of the foundation meets the safety and normal use requirements. The tenth step is completed, and thus the dynamic design and construction method of the high-pressure splitting grouting rock anchor net vertical cylinder foundation of the application is completed.

[0119] As the sixth embodiment of the present application, the anti-impact method for the first film-sealed pressurized pumped storage method is mainly introduced. The reciprocating column used in the present application has a huge weight, and the weight per square meter of the bottom area can reach 800-1000 tons. Calculated by the diameter of 40m vertical cylinder, the weight of the reciprocating column and the additional counterweight can reach 1-1.3 million tons. Therefore, once the reciprocating column falls and impacts the vertical cylinder foundation, it will bring huge destructive power and affect the use and operation safety. Once the vertical cylinder foundation is damaged, it will be difficult to repair. The movement speed of the reciprocating column can be effectively controlled to avoid the impact of the reciprocating column on the vertical cylinder foundation or the flexible sealing film, and the operation safety can be ensured. Combined with the characteristics of the present application, the anti-impact method of the present application can be realized by the following steps. First, install a speed sensor and a height positioning device on the reciprocating column, use the speed sensor to monitor the movement speed of the reciprocating column in real time, and use the height positioning device to monitor the height of the reciprocating column in real time. Set the lowest and highest position limits of the bottom of the reciprocating column and the corresponding movement speed control requirements in the computer control system of the pumped storage unit (or motor generator and water pump water turbine), and transmit the monitoring data of the speed sensor and the positioning device to the computer control system in real time. In this embodiment, the computer control system, pumping, power generation and other mechanical equipment used can refer to the current equipment system configuration for pumped storage, and the control and protection contents that need to be added are the highest and lowest movement endpoints of the reciprocating column and the movement speed of the reciprocating column. After the first step is completed, the second step is entered. In this step, the data is collected by the speed sensor and the positioning device connected with the computer control system, and the bottom position and movement speed of the reciprocating column are calculated by the computer control system in real time. A plurality of data should be collected to ensure the accuracy and reliability of the data, and the movement state and trajectory of the reciprocating column should be known in real time. After the second step is completed, the third step is entered. In this step, when the bottom of the reciprocating column approaches the vertical cylinder bottom plate, the water flow speed in the vertical cylinder is reduced by the computer control system, or the water flow speed in the vertical cylinder is increased by the computer control system to meet the requirements preset in the control system; when the bottom of the reciprocating column approaches the vertical cylinder upper opening, the water flow speed in the vertical cylinder is reduced by the computer control system to meet the requirements preset in the computer control system. In this embodiment, the water flow speed can be controlled by controlling the operation speed of the water pump water turbine, and the water flow into or out of the vertical cylinder can be controlled by controlling the operation direction of the water pump water turbine. This process is consistent with the control principle and equipment of the current pumped storage power station, and compared with the content that the computer control system of the pumped storage power station needs to handle, the height and corresponding position speed control target of the reciprocating column in the vertical cylinder need to be added to realize the safe up-down reciprocating movement of the reciprocating column and avoid the impact on the vertical cylinder bottom plate or the impact out of the vertical cylinder upper opening. After the third step is completed, the fourth step is entered.In this step, the sinking speed of the reciprocating column is controlled by the volume reduction speed of the water stored in the vertical cylinder to prevent the reciprocating column from hitting the bottom plate of the vertical cylinder, and the rising speed of the reciprocating column is reduced by the volume increase speed of the water stored in the vertical cylinder to prevent the reciprocating column from impacting the flexible sealing film, preventing the reciprocating column from impacting the vertical cylinder foundation or the flexible sealing film. In the present application, the space between the vertical cylinder and the reciprocating column is sealed, and the volume change caused by the diameter change of the vertical cylinder during operation is relatively small, therefore, the volume of the water stored in the vertical cylinder determines the position of the reciprocating column in the vertical cylinder, and the change speed of the volume of the water stored in the vertical cylinder determines the movement speed of the reciprocating column. Thus, the anti-impact method for the film-sealed pressurized pumped storage method of the present application is completed.

[0120] As the seventh embodiment of the present application, in combination with FIG. 21-24, the basic principle, implementation method of the second film-sealed pressurized pumped storage method of the present application and the structure of the energy storage device used are introduced. The basic principle of the second film-sealed pressurized pumped storage method of the present application is similar to the first embodiment, that is, through covering the flexible sealing film, a high-pressure resistant and volume-variable sealed space is formed, the high-pressure water is stored in the sealed space, the pumped storage unit is used to pump the high-pressure water into the sealed space to consume the electric energy and realize the storage of the electric energy; in the energy release, the high-pressure water in the sealed space is discharged to drive the pumped storage unit to generate electricity and realize the release of the electric energy. The difference lies in that the first embodiment uses the reciprocating column and the gravity of the additional weight to set the folded flexible sealing film between the vertical cylinder and the reciprocating column to form a volume-variable sealed space, the volume of the high-pressure resistant sealed space is increased and decreased through the up-and-down movement of the reciprocating column, and the electric energy storage and release are achieved through the mutual conversion between the gravitational potential energy and the electric energy; while in the present embodiment, the folded flexible sealing film is arranged in the high-pressure resistant high-pressure sealing tank to divide the high-pressure resistant high-pressure sealing tank into two volume-variable high-pressure resistant sealed spaces, i.e. the gas storage and the water storage, when the pressure of the gas storage is greater than that of the water storage, the volume of the gas storage is increased, and the volume of the water storage is correspondingly decreased, when the pressure of the water storage is greater than that of the gas storage, the volume of the water storage is increased, and the volume of the gas storage is decreased, because the high-pressure resistant high-pressure sealing tank can keep the total amount of gas unchanged, the gas can be compressed, when the volume of the gas storage is decreased, according to the Boyle-Mariotte law followed by the isothermal change of the gas, the gas pressure of the gas storage is increased, the product of the gas pressure and the volume of the gas storage is a constant, in the process of the electric energy storage by using the pumped storage unit to pump water into the water storage, the volume of the water storage is increased, the volume of the gas storage is decreased, and the electric energy is converted into the potential energy of the compressed gas for storage, the interface between the water storage and the gas storage is the folded flexible sealing film, the folded flexible sealing film only separates the gas and the water and does not change the size of the gas pressure, the pressure on the upper surface of the water storage is the same as the gas pressure of the gas storage, so the high-pressure water can be generated in the water storage, because the specific gravity of the water is greater than that of the gas, in the high-pressure resistant high-pressure sealing tank, no matter how large the pressure is, the water body is always located below the gas in the folded state of the sealing film, forming the horizontal gas-water interface as shown in FIG. 23; in the electric energy release, the high-pressure water in the water storage flows out to drive the pumped storage unit to generate electricity, correspondingly, the volume of the water storage is decreased, the volume of the gas storage is increased, the gas pressure is decreased, and the potential energy generated by the compression of the gas is converted into the electric energy. The following part of the present embodiment introduces the implementation method of the second film-sealed pressurized pumped storage method of the present application and the structure of the energy storage device used. First, in combination with FIG. 21-24, the structure of the energy storage device used in the second film-sealed pressurized pumped storage method of the present application is introduced. The energy storage device includes a high-pressure resistant sealing tank, a flexible sealing film, a pumped storage unit, a water pipe and a lower pool.The high-pressure resistant sealed tank is a sealed container with the function of storing high-pressure gas or high-pressure liquid, which can be made of steel. The shape of the high-pressure resistant sealed tank can be spherical, middle cylindrical and two ends hemispherical, or ring cylindrical structure. The high-pressure resistant sealed tank can be provided with a communication port connected with the water pipe and a fluid control valve. In this embodiment, the high-pressure resistant sealed tank is divided into two compartments, and two communication ports can be provided, as shown in FIGS. 21-24. The flexible sealing membrane is a water-impermeable cloth-like component with folding performance. The flexible sealing membrane is sealed and connected with the inner wall of the high-pressure resistant sealed tank after being folded. In this embodiment, the flexible sealing membrane is mainly used to form the interface between gas and water, to prevent high-pressure gas from overflowing through the water body. Therefore, only water-impermeable and air-impermeable properties are required, and the tensile strength of the flexible sealing membrane is not high. In this embodiment, the shape of the unfolded flexible sealing membrane is related to the shape of the high-pressure resistant sealed tank. For a spherical high-pressure resistant sealed tank, the flexible sealing membrane can adopt a hemispherical membrane. For a cylindrical high-pressure resistant sealed tank, the unfolded flexible sealing membrane can be rectangular, that is, the flexible sealing membrane can cover half of the inner surface of the high-pressure resistant sealed tank under the action of pressure, which meets the requirements. In this embodiment, the high-pressure resistant sealed tank is divided into two sealed spaces with volume changing function, i.e. gas storage compartment and water storage compartment, by the flexible sealing membrane. The flexible sealing membrane can be bonded to the inner surface of the high-pressure resistant sealed tank at the symmetrical surface inside the high-pressure resistant sealed tank by using adhesive, so as to divide the high-pressure resistant sealed tank into the water storage compartment and the gas storage compartment. A better flexible sealing membrane arrangement method is that: in the case of emptying the water storage compartment and inflating the gas storage compartment, the sealing membrane completely covers the inner surface of the water storage compartment of the high-pressure resistant sealed tank, that is, the entire space of the high-pressure resistant sealed tank is the gas storage compartment, as shown in FIG. 22; in the case of emptying the gas storage compartment and filling the water storage compartment, the entire space of the high-pressure resistant sealed tank is the water storage compartment. This sealing membrane arrangement method can obtain the maximum value of the volume changing range of the water storage compartment, that is, the volume changing range of the water storage compartment and the gas storage compartment is from zero to close to the volume of the entire high-pressure resistant sealed tank. In this embodiment, the pumped storage unit and its auxiliary equipment introduced in the background art can be used. In this embodiment, the pumped storage unit can be placed in a large-diameter water pipe, and the water pipe is connected to one side of the water storage compartment of the high-pressure resistant sealed tank and communicates with the water storage compartment through the water pipe. In this embodiment, the lower pool is a water pool with the function of storing water, which can be set according to the second embodiment. In this embodiment, the weight of the high-pressure resistant sealed tank is much smaller than that of the reciprocating column in the second embodiment, and the requirement for the bearing capacity of the foundation is much lower, which only needs to bear the weight of the high-pressure resistant sealed tank itself and the weight of the high-pressure resistant sealed tank filled with water. The high-pressure resistant sealed tank can also be placed in water as a floating energy storage device, which is particularly suitable for the consumption and storage of ocean wind power generation and photovoltaic power generation. In this embodiment, the lower pool can be a lake, a river, an ocean or any place where water can be stored.In the embodiment, the high-pressure-resistant sealed tank can be a combination of multiple high-pressure-resistant sealed tanks, as long as the water storage compartments of the high-pressure-resistant sealed tanks are connected to each other and the gas storage compartments of the high-pressure-resistant sealed tanks are connected to each other. After the gas storage compartments are connected to each other, the gas pressure of the connected gas storage compartments remains the same, the pressure of the upper surface of the water storage compartment is also the same as the gas pressure of the gas storage compartment, and under the action of the gas pressure, the connected gas storage compartments will simultaneously undergo compression and expansion. The principle is consistent with that of using a single high-pressure-resistant sealed tank. In the embodiment, a single high-pressure-resistant sealed tank can also be used as a gas storage compartment and connected to the gas storage compartment of the high-pressure-resistant sealed tank separated by the flexible sealing film. Because the gas has the performance of volume reduction under pressure and volume expansion under decompression, the gas storage compartment of the high-pressure-resistant sealed tank can be connected to the sealing space of other high-pressure-resistant sealed tanks having the function of storing gas, so as to expand the volume of the gas storage compartment. In this way, multiple high-pressure-resistant sealed tanks can be used in series to improve the energy storage capacity of the energy storage device and avoid the construction of a single large-volume high-pressure-resistant sealed tank. In the embodiment, one or a combination of a water pipe, a fluid control valve and a fluid pressure sensor can be installed on the tank wall of the high-pressure-resistant sealed tank, the amount of gas stored in the gas storage compartment can be controlled according to the maximum and minimum water pressure control requirements during energy storage, and a gas pressure control device can also be provided. When the gas pressure in the high-pressure-resistant sealed tank is greater than the set limit, the gas pressure control device is opened to release the gas and reduce the pressure, so as to avoid damage to the high-pressure-resistant sealed tank due to bearing excessive pressure and ensure the safety and normal use of the high-pressure-resistant sealed tank. When the water storage compartment is empty, the gas storage compartment can be inflated and pressurized so that the gas pressure of the gas storage compartment reaches the minimum pressure control requirement of the high-pressure water body, and then the fluid valve of the gas storage compartment is closed. During the energy storage and release process, the total amount of gas remains unchanged. In the embodiment, the water storage compartment of the high-pressure-resistant sealed tank is provided with a water body communication port and a fluid control valve to control the amount of water stored in the water storage compartment. In the embodiment, when the water in the water storage compartment flows out, the flexible sealing film will be pulled and broken by the gas pressure in the gas storage compartment and extend out of the high-pressure-resistant sealed tank through the water pipe. In order to avoid the flexible sealing film bearing excessive gas pressure, a flexible sealing film blocking net can be arranged at the connection between the water storage compartment and the water pipe to block the extension of the flexible sealing film and bear the gas pressure at the connection between the high-pressure-resistant sealed tank and the water pipe. The flexible sealing film blocking net is provided with a plurality of small-diameter water outlets to facilitate the flow of water into and out of the water storage compartment. In the embodiment, a material with good heat insulation performance can be used as the flexible sealing film, and a heat insulation layer can be arranged at the high-pressure-resistant sealed tank of the gas storage compartment to prevent the heat generated by the compressed gas from overflowing, so that the volume compression and expansion process of the gas in the gas storage compartment is close to an adiabatic process, and the energy conversion efficiency is improved. In the embodiment, a proper amount of water can also be filled in the gas storage compartment as a heat exchange material for heat release and absorption during gas compression and expansion to maintain the stability of the temperature of the gas storage compartment. The following part of the embodiment mainly combines FIGS. 21-24 to introduce the implementation method and steps of the second film-sealed pressurized pumped storage method of the application.The embodiment is similar to the first embodiment, the difference is mainly in the first and second steps. In the first step, the high-pressure-resistant sealed tank is manufactured, the flexible sealing film with folding performance is folded and sealed and connected with the inner wall of the high-pressure-resistant sealed tank, and the high-pressure-resistant sealed tank is divided into a gas storage chamber and a water storage chamber into two sealed spaces with variable volumes. This step mainly manufactures the energy storage device, and the manufacture of the high-pressure-resistant sealed tank and the installation of the flexible sealing film can be completed by referring to the structure of the energy storage device described in the foregoing embodiment. Considering that the gas pressure in the high-pressure-resistant sealed tank is the same, the specific gravity of water is greater than that of gas, and only the folded flexible sealing film is arranged in the high-pressure-resistant sealed tank, regardless of how large the gas pressure in the high-pressure-resistant sealed tank is, the water body is always located at the lower part of the high-pressure-resistant sealed tank. Therefore, in this step, the water storage chamber is preferably arranged at the lower part of the high-pressure-resistant sealed tank, and the gas storage chamber is arranged at the upper part of the high-pressure-resistant sealed tank. After the first step is completed, the second step is entered. In this step, the pumped storage unit is communicated with the water storage chamber manufactured in the first step through a water pipe, and gas is filled into the gas storage chamber. In this step, the amount of gas filled into the gas storage chamber is determined by the minimum pressure of the high-pressure water body designed. Before the water storage chamber is filled with water, after the gas storage chamber is filled with gas, the high-pressure-resistant sealed tank will be completely filled with gas, and the folded flexible sealing film will be tightly attached to the inner side of the water storage chamber of the high-pressure-resistant sealed tank under the gas pressure of the gas storage chamber, as shown in FIG. 22. Because the volume of the high-pressure-resistant sealed tank is fixed, the gas pressure in the high-pressure-resistant sealed tank is determined by the amount of gas filled into the high-pressure-resistant sealed tank. The greater the amount of gas filled, the greater the gas pressure. In this embodiment, taking the minimum pressure of the upper surface of the high-pressure water body in the water storage chamber as 4 MPa, in this step, the gas pressure of the gas storage chamber can be increased to 4 MPa. The gas used in this embodiment can be air. The second step is completed. The third to seventh steps of this embodiment are similar to those of the first embodiment. The first difference is that the first embodiment realizes the storage and release of electric energy through the mutual conversion of the gravitational potential energy of the reciprocating column and the additional weight and electric energy. The second difference is that the pressure of the upper surface of the high-pressure water body generated in the first embodiment is constant and is determined by the weight of the reciprocating column and the additional weight. In this embodiment, the pressure of the upper surface of the high-pressure water body increases with the decrease of the volume of the water storage chamber and is equal to the size of the gas pressure of the water storage chamber. In the third step, the power grid system supplies power to the pumped storage unit. The purpose of this step is to input the excess electric energy into the pumped storage unit when energy storage is needed. The computer control system of the pumped storage unit can be started and stopped in time. After the third step is completed, the fourth step is entered. In this step, electric energy is used to drive the pumped storage unit to operate, and the water in the lower pool is pressurized and injected into the water storage chamber. A large amount of electric energy can be used to output high-pressure water by increasing the water pressure, thereby realizing the utilization of electric energy. In this step, the computer control system in the pumped storage unit can be used to control the electric energy storage power by controlling the power of the pumped storage unit. After the fourth step is completed, the fifth step is entered.In this step, the overpressure water body in the water storage bin is used to extrude the gas storage bin, so that the volume of the gas storage bin is reduced, the gas in the gas storage bin is compressed, the electric energy is converted into the potential energy generated by the compressed air, and the electric energy storage is realized. After the fifth step is completed, the sixth step is entered. In this step, when electricity is needed, the high-pressure water in the water storage bin generated in the fifth step is injected into the pumped storage unit, so that the overpressure water body in the water storage bin flows out, the volume of the overpressure water body in the water storage bin is reduced, and the overpressure water body flowing out of the water storage bin drives the pumped storage unit to generate electricity. At this time, the volume of the gas storage bin is expanded, the gas pressure is reduced, the compressed potential energy of the gas in the gas storage bin is reduced, the pumped storage unit operates to generate electric energy for power supply, the conversion of the compressed gas potential energy into electric energy is realized, and the release of electric energy is performed. After the sixth step is completed, the seventh step is entered. This step is a repeated step. The storage and release of electric energy need to be implemented repeatedly. In this embodiment, the storage and release of electric energy are realized by repeating the third step to the sixth step, and the energy storage purpose is achieved. Thus, the second film-coated sealing pressurized pumped storage method of the application is completed.

[0121] As the eighth embodiment of the present application, in combination with FIG. 21, FIG. 25-FIG. 28, a structure and construction method of a high-pressure-resistant sealed tank used in the second film-sealed pressurized pumped storage method of the present application are mainly introduced. In this embodiment, the shape of the high-pressure-resistant sealed tank can be designed as a spherical shape with a cross section as shown in FIG. 21, a middle cylindrical shape with two ends as a hemispherical shape as shown in FIG. 21 and FIG. 25, or a ring-shaped cylindrical structure as shown in FIG. 26 and a cross section as shown in FIG. 27. The pumped storage needs to store a large amount of water with high water pressure, and a high-pressure-resistant sealed tank with a large volume needs to be built, and the diameter of the sealed tank needs to reach 10-200 meters. For the high-pressure-resistant sealed tank, the larger the diameter, the greater the tension on the tank wall. Taking a spherical high-pressure-resistant sealed tank with a diameter of 40 meters as an example, when the pressure in the tank is 8 MPa, if Q235 steel is used to manufacture the tank, the thickness of the tank wall needs to reach 1.5 meters, which is difficult to build and has high cost. In this embodiment, a tank wall with a steel strand structure is introduced, which includes a steel strand and a construction adhesive filled in the gap of the steel strand. The placement direction of the steel strand is consistent with the tension direction of the tank wall when storing high-pressure gas. For positions subjected to tension in two directions, cross-laid steel strands are arranged, and the steel strands are densely arranged to reduce the amount of construction adhesive. The steel strands bear the tension of the tank wall, and the construction adhesive seals the gap and glues the steel strands into an integral structure. In this embodiment, the construction adhesive can be selected from materials such as epoxy resin and anchoring adhesive. The following part of this embodiment mainly introduces the construction method of the high-pressure-resistant sealed tank used in this embodiment. First, a rubber film is used to manufacture an air bag with the same shape and size as the inner surface of the high-pressure-resistant sealed tank. After completing the first step, the second step is entered. In this step, the air bag manufactured in the first step is inflated to expand the air bag. In this step, enough gas needs to be filled to maintain the gas pressure in the air bag greater than the pressure acting on the air bag before the construction adhesive of the tank wall solidifies. After completing the second step, the third step is entered. In this step, steel strands are placed on the outer surface of the air bag. In this step, the direction of the steel strands should be consistent with the stress direction of the tank wall. For positions subjected to tension in two directions, cross-laid steel strands should be arranged. More steel strands should be arranged in the direction with greater stress, and fewer steel strands should be arranged in the direction with less stress. The steel strands can be placed in layers, and the steel strands in the same layer are placed in the same direction and densely arranged to reduce the gap between the steel strands and reduce the amount of construction adhesive. For example, for a spherical high-pressure-resistant sealed tank, the steel strands can be placed in layers along the meridian and latitude directions as shown in FIG. 28. In this embodiment, high-strength steel rods can be used instead of steel strands. In this step, a pre-reserved space is left at the entrance and exit positions of the high-pressure-resistant sealed tank, and a steel pipe can be placed at the entrance and exit positions to connect the inside and outside of the high-pressure-resistant sealed tank. After completing the third step, the fourth step is entered. In this step, the outer side of the steel strands placed in the third step is sealed with a sealing film, and a construction adhesive pouring port is reserved. After completing the fourth step, the fifth step is entered. In this step, the construction adhesive is poured into the gap of the steel strands.In this step, the construction glue can be poured in sections, and after the construction glue of the previous section of the tank wall is initially solidified, the next section of the tank wall is poured. The sealing film on the upper part of each section can be opened to pour the construction glue. In this step, epoxy resin can be selected as the construction glue, which has good fluidity and can directly fill the gaps between the steel strands under the action of gravity. After the construction glue of the tank wall is solidified, the construction of the high-pressure resistant sealed tank is completed.

[0122] The present patent includes, but is not limited to, other methods and devices that can be used by professionals in the field.

Claims

1. A membrane-sealed pressurized pumped storage method, comprising the following steps: a) constructing a vertical cylinder foundation (3), constructing a reciprocating column (2) on the vertical cylinder foundation (3), and constructing a vertical cylinder (1) outside the reciprocating column (2); b) using a flexible sealing film (21) with folding properties to seal the gap between the vertical cylinder (1) and the reciprocating column (2) to form a sealed space (20) with volume change properties, and enabling the reciprocating column (2) to move up and down relative to the vertical cylinder (1), and connecting the pumped storage unit (15) and the sealed space (20) via a water pipe (17); c) supplying power to the pumped storage unit (15); d) using electric energy to drive the pumped storage unit (15) to operate, pressurizing the water in the lower tank (19) and injecting it into the sealed space (20) to generate an overpressure water body; e) using a flexible sealing membrane (21) to seal the gap between the reciprocating column (2) and the vertical cylinder (1), using the overpressure water in the sealed space (20) to lift the reciprocating column (2), converting electrical energy into the gravitational potential energy of the reciprocating column (2) and the water, thereby realizing electrical energy storage; f) injecting the overpressure water in the sealed space (20) into the pumped storage unit (15), while the reciprocating column (2) sinks, using the overpressure water to drive the pumped storage unit (15) to generate electricity, converting the gravitational potential energy of the reciprocating column (2) and the water into electrical energy to supply power, thereby achieving electrical energy release; g) Repeat steps c) to f) to achieve storage and release of electrical energy.

2. The membrane-sealed pressurized pumped storage method according to claim 1 is characterized in that The above step a) is to construct the vertical tube (1) by the following steps: 1) placing a steel strand (22) at a certain distance outside the reciprocating column (2), and making annular templates on both sides of the steel strand (22); 2) pouring construction glue (23) into the steel strands (22) in the cavity of the annular formwork constructed in step 1), and after the construction glue (23) solidifies, forming a glue-steel structure as the side wall of the circular vertical cylinder (1).

3. The membrane-sealed pressurized pumped storage method according to claim 1, wherein In step a) above, the vertical cylinder foundation (3) is constructed by the following steps: 1) Through engineering geological survey, select a location with shallow bedrock depth to build a vertical tube foundation (3), using the bedrock as the bearing layer of the vertical tube foundation; 2) constructing a vertical pressure test hole (48) in the bearing layer of the vertical cylinder foundation, installing a folded sealing bag (51) in the pressure test hole (48), and laying inclinometer tubes (50) at different distances near the pressure test hole (48); 3) injecting fluid into the sealing bag (51) in the bag pressure test hole (48) in stages, causing the volume of the sealing bag (51) to expand due to the increase in the amount of fluid in the sealing bag (51), applying pressure to the side wall of the bag pressure test hole (48) in stages, and synchronously testing the lateral horizontal displacement of the inclinometer casing (50); 4) Calculate and analyze the strength and deformation characteristics of the bearing layer of the vertical tube foundation using a soil constitutive model based on prototype tests; 5) Designing vertical reinforcing piles (41) and horizontal anchor rods (42) in the vertical tube foundation bearing layer, and performing finite element calculation and analysis using the constitutive model in step 4) above, so that the calculation results meet the normal use and safety requirements of the vertical tube foundation (3); 6) The vertical cylinder foundation bottom plate is divided into a core foundation plate (38) and an extended foundation plate (39), wherein the core foundation plate (38) is located directly below the vertical cylinder (1), and the extended foundation plate (39) is located outside the core foundation plate (38), and an oblique foundation plate post-cast joint (40) is set between the two foundation bottom plates so that the bottom size of the core foundation plate (38) is smaller than the upper size, and vertical reinforcing piles (41), vertical water guide hole side walls (43), and two vertical cylinder foundation bottom plates are constructed; 7) Using the vertical water guide hole as the operating surface, construct the horizontal anchor hole, seal the hole of the horizontal anchor hole, and inject high-pressure splitting grouting into the horizontal anchor hole to locally pre-press the bearing layer of the vertical cylinder foundation along the direction of the horizontal anchor hole and inject grouting to complete the construction of the horizontal anchor (42); 8) Conduct a foundation prototype loading test in the following manner: construct a vertical cylinder bottom plate (52), a reciprocating column (2) and an additional counterweight (5) directly above the core foundation plate (38), observe the displacement and deformation of the foundation and the bearing layer throughout the entire process, and perform calculation and analysis simultaneously. If deformation exceeds the design allowable limit, then ensure the stability of the foundation by adding vertical stiffening piles (41) and horizontal anchor rods (42), or reducing the column bottom load of the reciprocating column (2), or pouring the foundation plate and then pouring the joints (40); 9) Determine the ultimate bearing capacity range of the foundation through the foundation prototype loading test in step 8); 10) Based on the foundation bearing capacity limit value range determined in step 9), verify whether the foundation bearing capacity safety factor meets the safety and normal use requirements after the foundation plate post-cast joint (40) is poured. If not, the foundation bearing capacity safety factor is made to meet the safety and normal use requirements by reducing the column bottom load of the reciprocating column (2) or increasing the area and thickness of the foundation bottom plate.

4. An energy storage device for the membrane-sealed pressurized pumped water energy storage method according to claim 1, characterized in that The utility model comprises seven parts, namely a vertical cylinder (1), a reciprocating column (2), a flexible sealing membrane (21), a vertical cylinder foundation (3), a pumped storage unit (15), a water pipe (17), and a lower pool (19). The vertical cylinder (1) is a cylindrical component placed vertically with one end open. The side wall of the vertical cylinder (1) is a component composed of annularly arranged steel strands (22) and a building glue (23) filled in the gaps between the steel strands (22). The reciprocating column (2) is a cylindrical component or a cylindrical component with the ability to bear vertical pressure and horizontal pressure. The flexible sealing membrane (21) is a waterproof component with folding performance and the ability to bear water pressure. The cloth-like component comprises a vertical cylinder (1) connected to a flexible sealing membrane (21), a reciprocating column (2) connected to the flexible sealing membrane (21), and a sealed space (20) having a volume change performance is formed by the vertical cylinder (1), the flexible sealing membrane (21) and the reciprocating column (2). The reciprocating column (2) and the vertical cylinder (1) are both placed vertically, the reciprocating column (2) is located inside the vertical cylinder (1), and the reciprocating column (2) has the function of reciprocating up and down relative to the vertical cylinder (1). The pumped storage unit (15) is connected to the sealed space (20) through a water pipe (17), and the lower pool (19) is a pool with a water storage function.

5. The energy storage device used in the membrane-sealed pressurized pumped storage method according to claim 1, wherein: The reciprocating column (2) is provided with a vertically placed horizontal positioning hole, and a guide column (4) having the function of controlling the verticality and horizontal position of the reciprocating column (2) is provided at the position of the horizontal positioning hole, and a cable (28) is provided at the top of the guide column (4).

6. The energy storage device according to claim 4, used in the membrane-sealed pressurized pumped water storage method according to claim 1, is characterized in that The vertical cylinder foundation (3) comprises a core foundation plate (38), an extended foundation plate (39), vertical reinforcing piles (41), and horizontal anchor rods (42). The core foundation plate (38) is located directly below the vertical cylinder (1), the extended foundation plate (39) is located on the periphery of the core foundation plate (38), the vertical reinforcing piles (41) are vertically constructed piles located in the rock foundation and reinforced with steel plates, and the horizontal anchor rods (42) are horizontally constructed anchor rods arranged along the radial direction of the vertical cylinder foundation (3). The core foundation plate (38) and the extended foundation plate (39) are located on the upper part of the horizontal anchor rods (42), and the horizontal anchor rods (42) and the vertical reinforcing piles (41) are arranged crosswise with each other.

7. A membrane-sealed pressurized pumped storage method, comprising the following steps: a) placing steel strands (22) along the direction in which the side wall of the high-pressure sealed tank (54) bears tension, and pouring construction adhesive (23) into the gaps between the steel strands (22) to construct the high-pressure sealed tank (54), folding a flexible sealing film (21) having foldability and sealingly connecting it to the inner wall of the high-pressure sealed tank (54), and dividing the high-pressure sealed tank (54) into two variable-volume sealed spaces (20), namely, an air storage chamber (56) and a water storage chamber (57); b) connecting the pumped storage unit (15) to the water storage tank (57) manufactured in step a) through a water pipe (17), and filling the gas storage tank (56) with gas; c) supplying power to the pumped storage unit (15); d) using the pumped storage unit (15) to pump water into the water storage tank (57), consuming electrical energy; e) The volume of the water storage tank (57) gradually increases as the volume of the inflowing water increases, and the flexible sealing membrane (21) isolates the gas in the high-pressure sealed tank (54) from the water, so that the volume of the gas storage tank (56) decreases synchronously, and the air pressure increases synchronously. The increased air pressure is transmitted to the water through the folded flexible sealing membrane (21), generating an overpressure water body. The fluid pressure in the high-pressure sealed tank (54) increases, and the electrical energy is converted into potential energy generated by the compressed gas, thereby realizing electrical energy storage; f) When electric energy needs to be released, the overpressure water body is used to drive the pumped storage unit (15) to operate and generate electricity. The volume of the overpressure water body decreases, the volume of the compressed gas increases, and the fluid pressure in the high-pressure sealed tank (54) decreases, converting the potential energy generated by the compressed gas into electric energy, thereby achieving electric energy release; g) Repeat steps c) to f) to achieve storage and release of electrical energy.

8. The membrane-sealed pressurized pumped storage method according to claim 7, wherein in step a), the construction of the high-pressure sealed tank comprises the following steps: a) using a rubber film to manufacture an air bag having the same shape and size as the inner surface of the high-pressure sealing tank (54); b) inflating the airbag manufactured in step a) to expand the airbag; c) placing steel strands (22) on the outer surface of the airbag; d) sealing the outer side of the steel strand (22) placed in step c) with a sealing film; e) Pour construction glue (23) into the gaps of the steel strands.

9. An energy storage device for the membrane-sealed pressurized pumped water energy storage method according to claim 7, characterized in that The invention comprises five parts: a high-pressure sealing tank (54), a flexible sealing film (21), a pumped storage unit (15), a water pipe (17), and a lower pool (19). The high-pressure sealing tank (54) is a sealed container with the function of storing high-pressure gas or high-pressure liquid. The tank wall of the high-pressure sealing tank (54) is composed of steel strands (22) and construction glue (23) filled in the gaps of the steel strands (22). The flexible sealing film (21) is a waterproof cloth-like component with folding performance. After being folded, the flexible sealing film (21) is sealed and connected to the inner wall of the high-pressure sealing tank (54). The flexible sealing film (21) divides the high-pressure sealing tank (54) into two sealed spaces (20) with volume change function, namely, a gas storage bin (56) and a water storage bin (57). The pumped storage unit (15) is connected to the water storage bin (57) through the water pipe (17). The lower pool (19) is a pool with water storage function.

10. The energy storage device according to claim 9 and the membrane-sealed pressurized pumped storage method according to claim 7, characterized in that A flexible sealing film barrier net (55) is provided at the connection point between the water storage bin (57) of the high-pressure resistant sealed tank (54) and the water pipe (17).

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