Method for hoisting rebar cage for reactor core of nuclear power plant

Abstract

The present application relates to the technical field of nuclear power plant construction, and specifically relates to a method for hoisting a rebar cage for a reactor core of a nuclear power plant. The method comprises the following content: on the basis of a reactor core structure, dividing a rebar cage into a plurality of modules; adapting rebar connection joints to the rebar cage modules; performing rebar cage tool prefabrication in each rebar cage module; on the basis of the prefabricated tool, fabricating a module hoisting tool, and performing a static load test on the module hoisting tool; assembling the rebar cage modules on the ground to form a complete rebar cage; on the basis of the weight and hoisting radius of the complete rebar cage, adapting a lifting sling; and hoisting the complete rebar cage by means of hoisting equipment and the lifting sling. According to the present application, construction costs can be reduced and construction efficiency can be improved.

Description

A method for hoisting the core reinforcement cage of a nuclear power plant Technical Field

[0001] This application relates to the field of nuclear power plant construction technology, specifically to a method for hoisting a nuclear power plant reactor core steel cage. Background Technology

[0002] Reinforcement engineering is a crucial aspect of nuclear power plant construction. Due to the high safety factor of the reactor design and the massive amount of reinforcing steel required, traditional on-site reinforcement binding methods are no longer adequate for the demands of large-scale construction. Therefore, through in-depth research into the reinforcement binding process, advanced reinforcement engineering construction methods have been developed to reduce construction costs, shorten the construction cycle of nuclear power plants, and enable earlier commissioning and power generation, maximizing the environmental, energy, economic, and social benefits of nuclear power plants. Furthermore, the reactor core area, as the reaction storage area for nuclear fuel rods, benefits from modular construction using reinforced cages, which effectively improves construction quality and progress.

[0003] To accelerate the mechanization and reduction of manpower in nuclear power construction, modular rebar cage construction technology has been widely applied in nuclear power projects. Previously used modular rebar cage construction had drawbacks: during traditional rebar cage hoisting, lifting tools needed to be fabricated according to the rebar cage dimensions to fit the wall. This meant that the number of mesh layers, length, and diameter of the rebar cages varied, requiring the fabrication of lifting tools of different sizes and shapes to accommodate various rebar cage sizes and shapes, resulting in low adaptability of the lifting tools.

[0004] Summary of the Invention

[0005] This application provides a method for hoisting the core reinforcement cage of a nuclear power plant. The reinforcement cage is modularized, and prefabricated fixtures are installed inside the modules. The prefabricated fixtures inside each module are hoisted using the module hoisting fixtures to achieve the hoisting of the reinforcement cage modules. Only the size and shape of the module hoisting fixtures and the prefabricated fixtures need to be adapted, and it is not necessary to adapt the size and shape of the module hoisting fixtures and the reinforcement cage modules. The prefabricated fixtures can be reused.

[0006] This application is achieved through the following technical solution:

[0007] A method for hoisting a nuclear power plant reactor core reinforcement cage includes the following:

[0008] The steel cage is divided into multiple modules based on the core structure;

[0009] To adapt the rebar connection joints to the rebar cage module;

[0010] Precast steel cage fixtures are installed within each steel cage module;

[0011] Based on the prefabricated tooling, modular hoisting fixtures are fabricated and static load tests are conducted on the modular hoisting fixtures.

[0012] The steel cage modules are assembled on the ground to form a complete steel cage.

[0013] The lifting slings should be matched according to the overall weight of the steel cage and the lifting radius.

[0014] The entire steel cage is lifted using hoisting equipment and slings.

[0015] The nuclear power plant core reinforcement cage hoisting method provided in this application divides the reinforcement cage into multiple modules. Prefabricated reinforcement cage fixtures are installed within each module. When assembling the reinforcement cage modules on the ground, only the module hoisting fixture and the prefabricated module fixture need to be adapted. One module hoisting fixture can be used for hoisting multiple reinforcement cage modules, improving the applicability of the module hoisting fixtures. This avoids the need to design and manufacture module hoisting fixtures for each reinforcement cage module, saving construction time, improving construction efficiency, and reducing construction costs.

[0016] In some optional embodiments, after adapting the rebar connection joint to the rebar cage module, a positioning guide device is provided on the rebar connection joint, wherein the rebar connection joint is configured as a conical sleeve locking joint.

[0017] In some alternative embodiments, the installation of the prefabrication fixtures for the reinforcing cage includes the following:

[0018] The maximum allowable error of the prefabricated steel cage fixtures is determined based on the tolerance range of the steel bar connection joints.

[0019] Multiple transverse supports are arranged at intervals along the axial direction of the steel cage module. The transverse supports are made of Q235BH steel with model number HN125*60*6*8. The two ends of the transverse supports are respectively matched with the steel cage module, and square steel plates are welded on the transverse supports.

[0020] Two vertical supports are installed, which are parallel to the axis of the steel cage module. A lifting lug is installed at one end of the vertical support. The vertical support is made of Q235BH steel with model number HN125*60*6*8. The vertical support is perpendicular to the horizontal support, and holes are opened on the flange of the vertical support.

[0021] The vertical supports and square steel plates are connected by bolts.

[0022] The nuclear power plant core reinforcement cage hoisting method provided in this application uses a prefabricated reinforcement cage tooling with a regular shape, which is detachably connected to the reinforcement cage inside the reinforcement cage module. The prefabricated reinforcement cage tooling has stable load-bearing capacity, can be connected to various reinforcement cage modules, and can be disassembled after hoisting, thus having reusability and good applicability.

[0023] In some optional embodiments, the spacing between adjacent lateral supports is configured to be no more than 1500 mm.

[0024] In some alternative embodiments, the thickness of the square steel plate on the transverse support is configured to be 8 mm.

[0025] In some optional embodiments, when the steel cage modules are spliced ​​on the ground to form a whole steel cage, the prefabricated steel cage fixtures in two adjacent steel cage modules are connected by angle steel, wherein the angle steel is configured as L50*5 Q235B angle steel.

[0026] In some optional embodiments, the fabrication of the module hoisting fixture includes the following:

[0027] The first and second curved H-beams are arranged concentrically, wherein the radius of curvature of the first curved H-beam is greater than that of the second curved H-beam.

[0028] The ends of the first and second curved H-beams are connected using radial H-beams;

[0029] Repeat the above steps until the first and second curved H-beams form a closed ring;

[0030] Among them, a connecting plate is welded between two adjacent first arc-shaped H-beams and second arc-shaped H-beams. The first arc-shaped H-beam, the second arc-shaped H-beam, and the radial H-beam are all made of Q355BH-beams with dimensions HN300*150*6.5*9.

[0031] During hoisting, it is only necessary to adapt the module hoisting tool according to the prefabricated tooling of the rebar cage, rather than adapting it according to the shape of the rebar cage module. One module hoisting tool can be used for hoisting the prefabricated tooling of the rebar cage in multiple rebar cage modules, reducing the production of module hoisting tools, saving construction costs and improving construction efficiency.

[0032] In some alternative embodiments, the connecting plate is configured as a 200*160*7 Q355B steel plate.

[0033] In some optional embodiments, lifting lugs are welded to the first arc-shaped H-beam and / or the second arc-shaped H-beam and / or the radial H-beam, and stiffening plates are welded to the first arc-shaped H-beam or the second arc-shaped H-beam or the radial H-beam at positions corresponding to the lifting lugs.

[0034] Traditionally, lifting points were often determined based on experience, meaning they were placed on the rebar cage module according to its weight. However, the shape of the rebar cage module is not always regular, and not every part of the module can accommodate lifting lugs. For example, a lifting point might be located at a relatively weak point in the module's structure, requiring repositioning of the lifting point and continuous adjustment of the slings during hoisting to stabilize the module. This process is cumbersome and can cause significant swaying of the module. In this application, the lifting lugs are placed on the prefabricated module fixture. This fixture has a regular shape and consists of two rings and a connecting structure between them. For regularly shaped rebar cage modules, several lugs on a single ring can be selected as lifting points. For irregularly shaped modules, lugs on two rings and the connecting structure can be used. This allows for multiple different combinations of lifting points to accommodate rebar cage modules of different shapes and sizes, reducing the need for extensive sling adjustments and making the hoisting process more convenient. With less adjustment work required for the slings, the posture of the rebar cage module is more stable after being lifted, which will facilitate the assembly of multiple rebar cage modules on the ground. At the same time, with the lifting point positions determined from the beginning and the adjustment of the sling length greatly reduced, there is less uneven stress on the rebar cage module after it is lifted, which will help the rebar cage module maintain shape stability and greatly reduce deformation.

[0035] In some alternative embodiments, the stiffening plate is configured as a 280*70*7 Q355B steel plate.

[0036] Compared with the prior art, this application has the following advantages and beneficial effects:

[0037] The nuclear power plant core reinforcement cage hoisting method provided in this application divides the reinforcement cage into multiple modules. Prefabricated reinforcement cage fixtures are installed within each module. When assembling the reinforcement cage modules on the ground, only the module hoisting fixture and the prefabricated module fixture need to be adapted. One module hoisting fixture can be used for hoisting multiple reinforcement cage modules, improving the applicability of the module hoisting fixtures. This avoids the need to design and manufacture module hoisting fixtures for each reinforcement cage module, saving construction time, improving construction efficiency, and reducing construction costs. Attached Figure Description

[0038] To more clearly illustrate the technical solutions of the exemplary embodiments of this application, the accompanying drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of this application and should not be considered as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort. In the drawings:

[0039] Figure 1 is a schematic diagram of the process for hoisting the core reinforcement cage of a nuclear power plant according to an embodiment of this application;

[0040] Figure 2 is a schematic diagram of the cross-sectional structure of the steel cage module and the module prefabrication tooling provided in the embodiment of this application;

[0041] Figure 3 is a schematic diagram of a partial connection structure of the module prefabrication tooling provided in an embodiment of this application;

[0042] Figure 4 is a schematic diagram of the module hoisting fixture structure provided in an embodiment of this application;

[0043] Figure 5 is a schematic diagram of the first arc-shaped H-beam connection structure provided in an embodiment of this application;

[0044] Figure 6 is a schematic diagram of the connection structure between the first arc-shaped H-beam and the radial H-beam provided in the embodiment of this application.

[0045] The markings and corresponding component names in the attached diagram are as follows: 1-Reinforcing cage module, 2-Vertical support, 3-Horizontal support, 4-Square steel plate, 5-First arc-shaped H-beam, 6-Second arc-shaped H-beam, 7-Radial H-beam, 8-Connecting plate, 9-Stiffening plate, 10-Lifting lug. Detailed Implementation

[0046] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the embodiments and accompanying drawings. The illustrative embodiments and descriptions of this application are only for explaining this application and are not intended to limit this application.

[0047] As shown in Figures 1 to 6, this application provides a method for hoisting a nuclear power plant reactor core reinforcement cage, which specifically includes the following:

[0048] S1. Based on the core structure, the steel cage is divided into multiple modules.

[0049] The walls constructed within the nuclear power plant's reactor pit reach a maximum height of 6.15m above ground, with a pit depth of 5.46m and a total wall height of 11.61m. If a monolithic steel cage is used, its height is considerable, and the portion above 3.6m above ground has an irregularly shaped outer perimeter, making it challenging to rotate the cage during hoisting to align its axial and vertical orientations. Vertical construction presents even greater challenges, requiring auxiliary facilities and involving high-altitude work, thus increasing construction risks. This application's embodiment divides the steel cage into multiple modules, enabling simultaneous vertical construction of multiple modules. After completion, these modules are joined to form a complete steel cage, reducing construction difficulty and correspondingly lowering construction risks. In actual implementation, the core structure within the crater is divided into three layers: 5.46m below ground, 3.6m above ground, and 3.6m above ground to 6.152m above ground. The reinforcing cage is divided into three reinforcing cage modules 1 along the axial direction. The height of the reinforcing cage module 1 can be determined based on the standard length of the reinforcing bars. For example, if the standard length of the reinforcing bars at the factory is 3m / 4m, then the height of two of the reinforcing cage modules 1 can be configured to 4m, and the height of the third reinforcing cage can be adapted based on the total height of the core structure. This reduces the amount of reinforcing bar processing work and the losses generated during the processing. Of course, the aforementioned 3m / 4m is an example, and the standard length of the reinforcing bars at different manufacturers may be different. After the reinforcing cage modules 1 are divided, each reinforcing cage module 1 can be named, for example, configured as factory-wall number-serial number. The diameter and weight information of the reinforcing bars in the divided reinforcing cage modules 1 can be statistically analyzed to form a list.

[0050] S2 is a steel reinforcement connection joint adapted for steel cage module 1.

[0051] Both during the assembly of rebar cage module 1 and the hoisting of the entire rebar cage into the storage pit, multiple rebar connections are involved. Therefore, for the vertical connections of the rebar cage, rebar joints with larger axial and radial tolerances should be used, while other locations can use commonly used rebar joints. In practice, tapered sleeve locking joints can be used for the vertical connections of the rebar cage. After connecting the rebar connector to the rebar cage module 1, a positioning guide device can be set on the rebar connector to facilitate rebar connection. The positioning guide device may include two fastening members that can be joined together to form a cylindrical structure. The cylindrical structure includes a funnel section and a neck section arranged coaxially. The diameter of the end of the funnel section away from the neck section is larger than the diameter of the neck section. Two sets of fixing components are installed at the joint position of the two fastening members. The fixing components include a first mounting base, a second mounting base, a plug rod, and a rotating fixing rod. The first mounting base and the second mounting base are respectively installed on the outer side wall of the two fastening members and located at the neck section. The plug rod is inserted into the first mounting base. One end of the rotating fixing rod is rotatably sleeved outside the plug rod. The rotating fixing rod can rotate into the groove of the second mounting base and lock with the second mounting base.

[0052] S3. Install prefabricated steel cage fixtures in each steel cage module 1.

[0053] When constructing prefabricated steel cages, the assembly should be carried out according to the tolerance range of the vertical steel bar connection joints. For example, when a conical sleeve locking joint is used in the vertical direction of the steel cage, the allowable error of the conical sleeve locking joint in the radial direction is 40mm and the allowable error in the axial direction is 15mm. Then, the maximum deformation error of the prefabricated steel cage in the vertical direction is 10mm and the maximum deformation error in the horizontal direction is 30mm. The prefabricated steel cage fixture can be designed as a single-frame structure. During implementation, the steel cage module 1 is arranged vertically. Two vertical supports 2 are spaced apart inside the steel cage module 1, with the length of the vertical supports 2 parallel to the axis of the steel cage module 1. The two vertical supports 2 are arranged in parallel and spaced apart. Lifting lugs 10 are installed at the upper end of the vertical supports 2. The lifting lugs 10 are made of Q235B steel with dimensions of 75*100*8 mm. The vertical supports 2 can be made of Q235BH-section steel of model HN125*60*6*8. Holes are opened on the flanges of the vertical supports 2. Multiple horizontal supports 3 are also installed. Multiple transverse supports 3 are arranged parallel to each other along the axial spacing of the reinforcing cage module 1. That is, the transverse supports 3 are perpendicular to the vertical supports 2. The transverse supports 3 can be made of Q235BH steel with model number HN125*60*6*8. The two ends of the transverse supports 3 are detachably connected to the reinforcing cage module 1. Square steel plates 4 are welded on the transverse supports 3. The position of the square steel plates 4 in the axial direction of the reinforcing cage module 1 corresponds to the hole position on the wing plate of the vertical support 2. Thus, the square steel plates 4 can be connected to the vertical support 2 by bolts. In actual implementation, M16*50 high-strength bolts are used.

[0054] The thickness of the square steel plate 4 can be configured to 8mm to ensure the connection strength between the horizontal support 3 and the vertical support 2; the distance between two adjacent horizontal supports 3 is no more than 1500mm, so that there are multiple contact points between the prefabricated tooling and the steel cage module 1. During the hoisting process, the prefabricated tooling can provide relatively stable support for the steel cage module 1.

[0055] S4. Fabricate module hoisting fixtures based on prefabricated fixtures and conduct static load tests on the module hoisting fixtures.

[0056] Before fabricating the module hoisting fixtures, the fixtures should be configured. The approximate weight of each steel cage module 1 during actual implementation is shown in the table below:

[0057] In the table, the elevation of the pile pit corresponds to the height of the rebar cage module 1. The table shows that the maximum weight of the rebar cage module 1 does not exceed 100 tons; therefore, the rated load of the module hoisting fixture can be configured to 100 tons. After determining the rated load of the module hoisting fixture, module slings are fitted to it. These slings may include turnbuckles, which are used to fine-tune the length of the slings to compensate for errors caused by human error during construction.

[0058] The modular hoisting fixture has a circular external shape, specifically consisting of two concentrically arranged rings connected by a connector. The specific manufacturing process is as follows:

[0059] The first arc-shaped H-beam 5 and the second arc-shaped H-beam 6 are arranged concentrically, wherein the radius of curvature of the first arc-shaped H-beam 5 is greater than the radius of curvature of the second arc-shaped H-beam 6. That is to say, there is a gap between the first arc-shaped H-beam 5 and the second arc-shaped H-beam 6, and the central angles corresponding to the first arc-shaped H-beam 5 and the second arc-shaped H-beam 6 are equal and they are arranged centered.

[0060] The ends of the first arc-shaped H-beam 5 and the second arc-shaped H-beam 6 are connected by a radial H-beam 7. That is, the length direction of the radial H-beam 7 coincides with the radial direction of the first arc-shaped H-beam 5, and the radial H-beam 7 can be welded to the first arc-shaped H-beam 5 and the second arc-shaped H-beam 6.

[0061] Repeat the above steps until the first arc-shaped H-beam 5 and the second arc-shaped H-beam 6 form a closed ring. The radial H-beam 7 is welded to two adjacent first arc-shaped H-beams 5 and to two adjacent second arc-shaped H-beams 6. The two adjacent first arc-shaped H-beams 5 and the two second arc-shaped H-beams 6 are reinforced by welding connecting plates 8. That is, connecting plates 8 are welded between the webs of two adjacent first arc-shaped H-beams 5 and between the webs of two adjacent second arc-shaped H-beams 6. Stiffening plates 9 are welded between the flanges of two adjacent first arc-shaped H-beams 5 and between the flanges of two adjacent second arc-shaped H-beams 6.

[0062] Among them, the first arc-shaped H-beam 5, the second arc-shaped H-beam 6, and the radial H-beam 7 can all be made of Q355B H-beams of HN300x150x6.5x9, the connecting plate 8 can be made of Q355B steel plate of 200*160*7, and the stiffening plate 9 can be made of Q355B steel plate of 280*70*7, thereby ensuring that the module hoisting fixture can have a load-bearing capacity of 100 tons.

[0063] Static load tests shall be conducted in accordance with the following:

[0064] Before lifting, inspect the structural welds of the module lifting fixture for cracks, paint peeling, and permanent deformation. Connect the module lifting fixture to the crane hook; begin lifting (low speed), 100-200 mm off the ground, brake, and maintain a stationary position for 10 minutes. Lower and return to zero. Inspect the structural welds of the module lifting fixture for cracks, paint peeling, and permanent deformation. After the test, conduct a visual inspection of the module lifting fixture to confirm it is qualified.

[0065] The module hoisting fixture shall be deemed unqualified if any of the following conditions are met:

[0066] (1) The main structure loses its overall stability.

[0067] (2) The main structure has cracks that cannot be repaired.

[0068] (3) The main structure has undergone permanent deformation exceeding the design requirements.

[0069] (4) Damage occurs at the connection points of various components of the lifting tool. The lifting tool here includes the modular lifting fixture and the modular slings that cooperate with the modular lifting fixture.

[0070] S5. Assemble the steel cage module 1 on the ground to form the whole steel cage.

[0071] Two adjacent steel cage modules 1 are vertically connected via a conical sleeve connector and a positioning guide device. After the steel cage modules 1 are connected, the prefabricated fixtures inside the steel cage modules 1 are connected. Two adjacent prefabricated fixtures are connected by angle steel. The angle steel is located at the intersection of the horizontal support 3 and the vertical support 2 in the prefabricated fixture. The material of the angle steel can be configured as Q235B, and the size can be configured as L50*5. The angle steel and the prefabricated fixture are connected by M16*50 high-strength bolts.

[0072] S6. Select appropriate lifting slings based on the overall weight of the steel cage and the lifting radius.

[0073] S7. The entire steel cage is hoisted using hoisting equipment and slings.

[0074] In some optional embodiments, lifting lugs 10 are welded to the first arc-shaped H-beam 5 and / or the second arc-shaped H-beam 6 and / or the radial H-beam 7. The number of lifting lugs 10 can be configured to be 24. Stiffening plates 9 are welded to the first arc-shaped H-beam 5, the second arc-shaped H-beam 6, or the radial H-beam 7 at positions corresponding to the lifting lugs 10.

[0075] The specific embodiments described above illustrate the implementation of this application. Those skilled in the art can easily understand other advantages and effects of this application from the content disclosed in this specification. Although the description of this application is presented in conjunction with some embodiments, this does not mean that the features of this application are limited to this embodiment. On the contrary, the purpose of describing the application in conjunction with embodiments is to cover other options or modifications that may be derived based on the claims of this application. To provide a thorough understanding of this application, many specific details are included in the above description. This application may also be implemented without using these details. Furthermore, to avoid confusion or obscuring the focus of this application, some specific details will be omitted in the description. It should be noted that, unless otherwise specified, the embodiments and features in the embodiments of this application can be combined with each other.

[0076] It should be noted that in this specification, similar reference numerals and letters in the above figures indicate similar items. Therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. In the description of this application, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the figures, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation on this application. Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance. In the description of this application, it should be noted that unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two elements. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0077] Obviously, those skilled in the art can make various modifications and variations to this application without departing from the spirit and scope of this application. Therefore, if such modifications and variations fall within the scope of the claims of this application and their equivalents, this application also intends to include such modifications and variations.

Claims

1. A method for hoisting a nuclear power plant reactor core reinforcement cage, characterized in that, Includes the following: The steel cage is divided into multiple modules based on the core structure; To adapt the steel reinforcement connection joint to the steel reinforcement cage module (1); Precast steel cage fixtures are installed in each steel cage module (1); Based on the prefabricated tooling, modular hoisting fixtures are fabricated and static load tests are conducted on the modular hoisting fixtures. The steel cage modules (1) are assembled on the ground to form a complete steel cage; The lifting slings should be matched according to the overall weight of the steel cage and the lifting radius. The entire steel cage is lifted using hoisting equipment and slings.

2. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 1, characterized in that, After adapting the rebar connection joint to the rebar cage module (1), a positioning guide device is set on the rebar connection joint, wherein the rebar connection joint is configured as a conical sleeve locking joint.

3. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 1, characterized in that, The following are included when constructing precast steel cages: The maximum allowable error of the prefabricated steel cage fixtures is determined based on the tolerance range of the steel bar connection joints. Multiple transverse supports (3) are arranged at intervals along the axial direction of the steel cage module (1). The transverse supports (3) are made of Q235BH steel with model number HN125*60*6*8. The two ends of the transverse supports (3) are respectively matched with the steel cage module (1). Square steel plates (4) are welded on the transverse supports (3). Two vertical supports (2) are arranged, and the two vertical supports (2) are parallel to the axial direction of the steel cage module (1). A lifting lug (10) is set at one end of the vertical support (2). The vertical support (2) is made of Q235BH steel with model number HN125*60*6*8. The vertical support (2) is perpendicular to the horizontal support (3). Holes are opened on the flange of the vertical support (2). The vertical support (2) and the square steel plate (4) are connected by bolts.

4. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 3, characterized in that, The spacing between adjacent transverse supports (3) is configured to be no more than 1500 mm.

5. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 3, characterized in that, The thickness of the square steel plate (4) on the transverse support (3) is configured to be 8mm.

6. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 3, characterized in that, When the steel cage modules (1) are spliced ​​on the ground to form a whole steel cage, the steel cage prefabrication fixtures in two adjacent steel cage modules (1) are connected by angle steel, wherein the angle steel is configured as L50*5 Q235B angle steel.

7. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 1, characterized in that, When fabricating module hoisting fixtures, the following should be included: The first arc-shaped H-beam (5) and the second arc-shaped H-beam (6) are arranged concentrically, wherein the first arc-shaped H-beam (5) The radius of curvature of the first arc-shaped H-beam (6) is greater than the radius of curvature of the second arc-shaped H-beam (6); The ends of the first arc-shaped H-beam (5) and the second arc-shaped H-beam (6) are connected by radial H-beams (7); Repeat the above steps until the first arc-shaped H-beam (5) and the second arc-shaped H-beam (6) form a closed ring; Among them, a connecting plate (8) is welded between two adjacent first arc-shaped H-beams (5) and second arc-shaped H-beams (6). The first arc-shaped H-beams (5), the second arc-shaped H-beams (6) and the radial H-beams (7) are all made of Q355BH-beams with HN300*150*6.5*9.

8. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 7, characterized in that, The connecting plate (8) is configured as a 200*160*7 Q355B steel plate.

9. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 7, characterized in that, Lifting lugs (10) are welded onto the first arc-shaped H-beam (5) and / or the second arc-shaped H-beam (6) and / or the radial H-beam (7), and stiffening plates (9) are welded onto the first arc-shaped H-beam (5), the second arc-shaped H-beam (6), or the radial H-beam (7) at positions corresponding to the lifting lugs (10).

10. The method for hoisting the core reinforcement cage of a nuclear power plant according to claim 9, characterized in that, The stiffening plate (9) is configured as a 280*70*7 Q355B steel plate.

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