A steel plate concrete wall splicing joint

Abstract

This utility model relates to a steel plate-concrete wall splicing node, which includes upper and lower steel plate-concrete wall modules and a horizontal partition. The two sides of the horizontal partition are connected to the steel panels of the upper and lower modules by full penetration butt welds. The key feature is that when there is misalignment between the upper and lower steel panels, a reinforcing plate is installed at the misalignment point. The reinforcing plate is connected to the end face of the horizontal partition by a full penetration weld and to the steel panel by a fillet weld. The thickness of the reinforcing plate is not less than 25% of the thickness of the steel panel and not less than 4mm, and its edges can be serrated to increase the weld length. This utility model effectively solves the problem of weakened node performance caused by construction misalignment through simple post-reinforcement measures, significantly improving the load-bearing capacity, stiffness, and ductility of the node. Simultaneously, it is convenient to construct, has controllable quality, and is economical, greatly promoting the engineering application of double steel plate-concrete composite structures.

Description

Technical Field

[0001] This utility model relates to the field of building structural engineering technology, and in particular to a steel plate-concrete wall splicing joint, especially a vertical splicing joint structure and its reinforcement method suitable for modular construction of double steel plate-concrete composite shear walls. Specifically, it relates to a structural design that can effectively overcome on-site construction misalignment deviations and improve the joint's bearing capacity and stiffness. Background Technology

[0002] Steel-concrete-steel composite structures (SCS) are widely used in important projects such as nuclear power plant containment vessels, deep-sea immersed tunnels, and high-rise building core tubes due to their excellent bending, shear, impact, and blast resistance. These structures are typically constructed using modular prefabrication and on-site assembly methods.

[0003] In actual construction, the on-site alignment and splicing of the upper and lower prefabricated modules is a key technical challenge. Due to factors such as hoisting errors, temperature deformation, and concrete shrinkage and creep, vertical misalignment is very likely to occur at the splicing points of the steel panels of the upper and lower modules. This misalignment will cause significant stress concentration at the joint, forming an additional eccentric bending moment, which will severely weaken the stiffness and ultimate bearing capacity of the splicing joint, making it a weak link in the entire structural system.

[0004] Currently, the engineering community generally lacks standardized and efficient node reinforcement solutions for such misalignment issues. Traditional methods either ignore the problem during the design phase or employ complex methods such as perforation and plug welding for reinforcement. The former poses safety hazards, while the latter is difficult to construct, has difficulty guaranteeing quality, and is economically unfriendly. This greatly restricts the widespread application of double steel plate-concrete composite structures in complex engineering projects.

[0005] Therefore, developing a steel plate concrete wall splicing node and reinforcement method that is structurally sound, has clear force transmission, is easy to construct, and can effectively compensate for the adverse effects of misalignment has important engineering practical value and economic significance. Utility Model Content

[0006] To address the shortcomings of existing technologies, the purpose of this invention is to provide a steel plate concrete wall splicing joint, aiming to solve the problem of joint performance degradation caused by construction misalignment in existing technologies. This invention utilizes a unique reinforcement structure to shift the weak area of ​​the joint outwards, significantly improving the joint's load-bearing capacity, stiffness, and ductility, while simultaneously reducing the difficulty of on-site welding construction.

[0007] The above-mentioned utility model objective is achieved through the following technical solution:

[0008] A steel plate concrete wall splicing node includes an upper steel plate concrete wall module, a lower steel plate concrete wall module, and a horizontal partition. The upper steel plate concrete wall module and the lower steel plate concrete wall module are connected through the horizontal partition. Both the upper steel plate concrete wall module and the lower steel plate concrete wall module include an outer steel panel, an inner concrete, and a tie connection system. The two sides of the horizontal partition are respectively connected to the upper module steel panel and the lower module steel panel through bevel full penetration butt welds.

[0009] When a misalignment is formed at the joint between the upper module steel panel and the lower module steel panel due to misalignment, a reinforcing plate is provided at the misalignment. The reinforcing plate is simultaneously attached to and welded to the end face of the horizontal partition and the steel panel with the misalignment.

[0010] The reinforcing plate is connected to the horizontal partition by a full penetration weld, and the reinforcing plate is connected to the steel panel by a double-sided fillet weld.

[0011] As a further technical solution of this utility model: the thickness (t) of the reinforcing plate is 25% to 30% of the thickness (ts) of the steel panel, and its absolute value is not less than 4mm.

[0012] As a further technical solution of this utility model: the welding edge of the reinforcing plate is processed into a serrated shape to increase the effective length of the fillet weld between it and the steel panel.

[0013] As a further technical solution of this utility model: the height (H) of the reinforcing plate on one side at the splicing node satisfies: H≥max(0.5B,5th), where B is the total thickness of the steel plate concrete wall and th is the thickness of the horizontal partition.

[0014] As a further technical solution of this utility model: the thickness (th) of the horizontal partition is not less than 16mm.

[0015] As a further technical solution of this utility model: the tie connection system includes several vertical angle steels, horizontal channel steels and shear studs; the vertical angle steels are arranged at intervals and welded to the inner side of the steel panels on both sides, and the horizontal channel steels are connected to the corresponding vertical angle steels on both sides by tie bolts or welding; the shear studs are welded to the inner side of the steel panels and the vertical angle steels.

[0016] As a further technical solution of this utility model: concrete pouring holes are provided on the horizontal partition.

[0017] As a further technical solution of this utility model: the weld quality grade of the bevel full penetration butt weld is Grade 1.

[0018] In summary, compared with the prior art, the present invention has at least one of the following beneficial technical effects:

[0019] 1. Effectively Improves Joint Performance: By setting up reinforcing plates, the stress concentration area caused by misalignment is transferred from the vulnerable weld area to the main steel panel area outside the reinforcing plates, realizing the seismic design concept of "strong joints, weak components" and significantly improving the joint's load-bearing capacity, stiffness, and energy dissipation capacity. Using the steel-concrete wall splicing joint proposed in this utility model, the design results can ensure reliable force transmission at the rigid joint, and the joint's load-bearing capacity, ductility, and energy dissipation capacity can meet the seismic design requirements.

[0020] 2. Convenient construction and easy quality control: The reinforcing plate and the steel panel are connected by fillet welds. Compared with the traditional through-hole plug welding process, there is no need for drilling holes or back cleaning, which greatly reduces the difficulty of on-site welding operations and the requirements for welder skills, helps to ensure welding quality and improve construction efficiency. The steel plate concrete wall splicing joint reinforcement scheme proposed in this utility model can significantly improve the joint bearing capacity, move the weak link of the wall from the joint to the outside, effectively improve the stress performance of the splicing joint, and improve the safety and reliability of the overall structure.

[0021] 3. High adaptability: This reinforcement scheme is a "post-compensation" measure for construction deviations. During the design phase, nodes can be designed based on an ideal state without misalignment. On-site, the addition of reinforcing plates and their dimensions can be flexibly determined based on the actual amount of misalignment. It is highly versatile and flexible in application. Using this splicing node reinforcement method, the connection between the plate and the steel plate only requires fillet welds, significantly reducing the difficulty of fabrication and construction compared to traditional through-hole plug welding.

[0022] 4. Excellent economic efficiency: The reinforcing plates used are relatively small, resulting in a limited increase in steel consumption, yet the performance improvement is significant, offering high cost-effectiveness. Simultaneously, the reduced construction difficulty saves labor and time costs. When deviations occur at splicing joints during on-site construction, the steel-concrete composite wall splicing joint reinforcement scheme proposed in this invention can be used to reinforce the splicing joints, greatly reducing on-site construction difficulty and precision requirements without significantly increasing steel consumption. This promotes the application of steel-concrete composite walls in building structure projects and facilitates the application and development of steel-concrete hybrid structures.

[0023] 5. High reliability: All major force-transmitting welds (horizontal partition to steel panel, reinforcing plate to horizontal partition) adopt full penetration first-class welds, ensuring reliable force transmission. The sawtooth design and minimum size requirements of the reinforcing plate further guarantee the safety margin of the connection. Attached Figure Description

[0024] Figure 1This is a front view of the upper and lower module steel panels of this utility model when there is no misalignment.

[0025] Figure 2 for Figure 1 Side sectional view along axis AA.

[0026] Figure 3 for Figure 2 A magnified view of part A in the diagram.

[0027] Figure 4 This is a front view of the upper module steel panel and the lower module steel panel of this utility model when they are misaligned.

[0028] Figure 5 for Figure 4 Side sectional view along axis AA.

[0029] Figure 6 for Figure 5 A magnified view of part B in the diagram.

[0030] Figure 7 This is a top view of the present invention.

[0031] Figure 8 This is a load-displacement curve diagram of the reinforced specimen and the original specimen of this utility model.

[0032] Reference numerals: 1. Upper steel plate concrete wall module; 2. Lower steel plate concrete wall module; 3. Horizontal partition; 4. Steel panel; 4a. Upper module steel panel; 4b. Lower module steel panel; 5. Internal concrete; 6. Misalignment; 7. Reinforcing plate; 8. Vertical angle steel; 9. Horizontal channel steel; 10. Shear stud; 11. Concrete pouring hole. Detailed Implementation

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

[0034] In the description of this application, it should be noted that the terms "upper," "lower," "inner," "outer," "top / bottom," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, 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 of 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.

[0035] In the description of this application, it should be noted that, unless otherwise expressly specified and limited, the terms "installed," "equipped with," "sleeved / connected," "connected," etc., should be interpreted broadly. For example, "connection" can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium; it can be a connection within two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0036] Example 1:

[0037] Reference Figures 1-3 This utility model discloses a steel plate concrete wall splicing node, comprising an upper steel plate concrete wall module 1, a lower steel plate concrete wall module 2, and a horizontal partition 3. The upper steel plate concrete wall module 1 and the lower steel plate concrete wall module 2 are connected by the horizontal partition 3. Both the upper steel plate concrete wall module 1 and the lower steel plate concrete wall module 2 include an outer steel panel 4, an inner concrete 5, and a tie-connection system, which ensures the coordinated operation of the steel panels 4 and the concrete on both sides. The two sides of the horizontal partition 3 are connected to the upper module steel panel 4a and the lower module steel panel 4b respectively by bevel full penetration butt welds.

[0038] Reference Figures 4-6 When a misalignment 6 is formed at the joint of the upper module steel panel 4a and the lower module steel panel 4b due to misalignment, a reinforcing plate 7 is provided at the misalignment 6. The reinforcing plate 7 is simultaneously attached to and welded to the end face of the horizontal partition 3 and the steel panel 4 with the misalignment 6. The reinforcing plate 7 is connected to the horizontal partition 3 by a full penetration weld, and the reinforcing plate 7 is connected to the steel panel 4 by a double-sided fillet weld.

[0039] The improvement lies in the following: the two sides of the horizontal partition 3 are connected to the steel panels 4 of the upper steel plate concrete wall module 1 and the lower steel plate concrete wall module 2 respectively by bevel full penetration butt welds. The quality grade of this weld is Grade 1 to ensure that the weld strength is not lower than that of the base material. When there is a misalignment 6 between the steel panels 4 of the upper steel plate concrete wall module 1 and the lower steel plate concrete wall module 2, a reinforcing plate 7 is installed at the misalignment 6. This reinforcing plate 7 is simultaneously attached to and welded to the end face of the horizontal partition 3 and the higher side of the steel panel 4 where the misalignment 6 occurs. Among them, the reinforcing plate 7 is connected to the horizontal partition 3 by a full penetration weld to achieve strong axial force transmission; the reinforcing plate 7 is connected to the steel panel 4 by a double-sided fillet weld to simplify construction.

[0040] The thickness (t) of the reinforcing plate 7 is 25% to 30% of the thickness (ts) of the steel panel 4, and its absolute value is not less than 4 mm to ensure sufficient reinforcing rigidity. The welding edge of the reinforcing plate 7 is machined into a serrated shape to increase the effective length of the fillet weld between it and the steel panel 4, thereby increasing the length of the fillet weld, improving connection reliability and load-bearing capacity. The height (H) of the reinforcing plate 7 on one side at the splicing node satisfies: H ≥ max(0.5B, 5th), where

[0041] B represents the total thickness of the steel-concrete composite wall, and th represents the thickness of the horizontal diaphragm 3. The height of the reinforcing plate 7 on one side at the splicing node should simultaneously meet the requirements of not less than 0.5 times the total wall thickness and not less than 5 times the thickness of the horizontal diaphragm 3, to ensure that it can fully cover the stress diffusion area and effectively move the plastic hinge outward.

[0042] The thickness (th) of the horizontal partition 3 is not less than 16mm to ensure its own rigidity and reliability as a welding substrate. The tie-bar connection system includes several vertical angle steels 8, horizontal channel steels 9, and shear studs 10; the vertical angle steels 8 are spaced apart and welded to the inner sides of the steel panels 4 on both sides. The horizontal channel steels 9 are connected to the corresponding vertical angle steels 8 on both sides by tie bolts or welding to form a tie-bar system. The shear studs 10 are welded to the inner sides of the steel panels 4 and to the vertical angle steels 8 to enhance the bond between the steel plates and concrete and the shear resistance. (Refer to...) Figure 7 A concrete pouring hole 11 is provided on the horizontal partition 3 to facilitate the pouring and vibration of the concrete 5 inside the wall. The weld quality grade of the bevel full penetration butt weld is Grade 1.

[0043] A schematic diagram of the splicing joint of steel plate concrete wall is shown below. Figure 1 As shown, in steel-concrete composite structures, a typical construction method is to use horizontal channel steels 9 with tie rods. Vertical angle steels 8 are welded to the steel panels 4 on both sides to connect with the horizontal channel steels 9. Shear studs 10 are arranged inside the steel plate wall to ensure coordinated operation between the concrete and the steel plate. To facilitate module splicing, horizontal partitions 3 are installed at the splicing nodes. The installation of horizontal partitions 3 provides a certain degree of tolerance and adjustability for vertical docking of the steel plate wall modules. Concrete pouring holes 11 are provided at the horizontal partitions 3 between adjacent horizontal channel steels 9 to facilitate concrete pouring.

[0044] The welds between the steel plate wall panels and the horizontal partition 3 should be bevel-grooved full-penetration butt welds with a weld quality grade of Grade 1. Under guaranteed welding quality, the strength of the butt weld will not be lower than the strength of the base material. If the upper and lower modules are aligned without deviation, the splicing node and the component will be of equal strength. However, in reality, due to factors such as installation deviations, the upper and lower steel plate wall panels connected to the horizontal partition 3 may not be perfectly aligned, thus preventing direct force transmission from the steel plate wall panels. Therefore, a control group test analysis was conducted. The results of scaled-down model tests and large-scale numerical analysis show that while increasing the misalignment value does not significantly affect the load-bearing performance of the steel plate concrete wall splicing node, it does reduce the node stiffness to some extent. When the misalignment value is twice the steel plate thickness, the stiffness of the steel plate concrete wall splicing node decreases significantly.

[0045] like Figures 4-6 As shown, this utility model proposes a reinforcement measure for splicing joints in steel plate concrete walls. When the misalignment of the splices is too large, a veneer plate is added to the splicing joint of the steel plate wall to reinforce the joint area, thus shifting the weak point of the wall outward from the joint. In traditional veneer plate reinforcement methods, the connection between the veneer plate and the steel plate is generally achieved through-hole plug welding, which is relatively complex in terms of component fabrication and on-site construction. However, in the splicing joint reinforcement method proposed in this utility model, the weld between the veneer plate and the horizontal partition plate 3 is a full penetration weld, and the connection between the veneer plate and the steel plate only requires fillet welds, thus greatly reducing the difficulty of component fabrication and welding. The thickness of the veneer plate is taken as 25% of the thickness of the steel plate 4, and not less than 4mm. To meet the welding strength requirements, the veneer plate is serrated to increase the length of the fillet weld.

[0046] The steel plate wall consists of two steel plates filled with cast concrete. To ensure reliable force transmission and coordinated action between the steel and concrete, vertical angle steels 8 are welded inside the two steel plates. Horizontal channel steels 9 connect the vertical angle steels 8 to the steel plates, and studs are placed between the vertical angle steels 8. Detailed structural parameters of the steel plate wall are shown in Table 1. After the concrete is poured, the vertical angle steels 8, horizontal channel steels 9, and studs are embedded in the concrete, thus achieving coordinated force distribution between the concrete and the steel plate. The splicing joint of this steel plate concrete wall is formed by splicing the upper and lower steel plate concrete walls together with horizontal partitions 3. The thickness of the horizontal partitions 3 should not be less than 16mm.

[0047] Table 1. Construction parameters of steel plate concrete structure modules (unit: mm)

[0048]

[0049] The thickness of the cladding plate shall be 25% of the thickness of the steel panel 4, and shall not be less than 4 mm. The weld between the cladding plate and the horizontal partition 3 shall be a full penetration weld, and shall be performed after the weld between the steel panel 4 and the horizontal partition 3 has been ground smooth; the cladding plate and the steel panel 4 shall be connected by fillet welds. To increase the length of the fillet weld, the cladding plate may be serrated. The maximum height of the cladding plate on one side at the splicing node shall not be less than 0.5 times the thickness of the steel plate wall component, and the minimum height shall be 5 times the thickness of the horizontal partition 3.

[0050] Through scaled-down model tests, in uniaxial tension tests, the original specimen ultimately failed at the lower part of the connection node between the steel plate wall and the horizontal diaphragm 3. However, after reinforcing the specimen, the final failure mode was characterized by through-failure of the steel plate near the upper stiffening ribs of the model specimen. The load-displacement curves of the reinforced specimen and the original specimen are shown below. Figure 8 As shown, compared to the original splice joint specimen, the load-bearing capacity of the specimen was significantly improved after the joint was reinforced. Therefore, after reinforcing the splice joint of the steel plate concrete wall, the load-bearing capacity of the joint is significantly improved, and the weak link of the wall can be moved outward from the splice joint, realizing the design requirement of strong joint and weak component, effectively improving the stress performance of the splice joint, and improving the safety and reliability of the overall structure.

[0051] The present invention provides a steel plate concrete wall splicing node, the core of which is to realize the connection between the upper and lower modules through the horizontal partition 3, and to deal with the construction misalignment through the reinforcing plate 7.

[0052] First, the upper steel plate concrete wall module 1 and the lower steel plate concrete wall module 2 are prefabricated in the factory. Each module consists of two outer steel panels 4, internal concrete filling, and a tie-connection system. The tie-connection system includes vertical angle steel 8 welded to the inner side of the steel panel 4, horizontal channel steel 9 connecting the two vertical angle steel 8 via tie bolts, and shear studs 10 welded to the steel panel 4 and the vertical angle steel 8. The thickness of the horizontal partition 3 is 20mm (>16mm), and its two sides are welded to the upper module steel panel 4a and the lower module steel panel 4b on-site using a bevel full penetration first-class weld.

[0053] Ideally, the upper module steel panel 4a and the lower module steel panel 4b are aligned. If misalignment occurs after hoisting, forming a misalignment 6, a reinforcement scheme will be immediately initiated. The misalignment is measured, and based on the steel panel 4 thickness ts = 12mm, the thickness of the reinforcement plate 78 is determined to be t = 0.25 * 12 = 3mm. According to the minimum requirement, t = 4mm is ultimately chosen. The height H of one side of the reinforcement plate 7 is set to max(0.5 * 980, 5 * 20) = max(490, 100) = 490mm.

[0054] Subsequently, the welding of reinforcing plate 7 was carried out:

[0055] a) First, grind the weld area between the horizontal partition 3 and the steel panel 4 to make it smooth.

[0056] b) Attach the reinforcing plate 7 (the edges can be pre-processed into a serrated shape) to the misalignment 6 so that it is simultaneously attached to the end face of the horizontal partition 3 and the steel panel 4 on the higher side.

[0057] c) First, weld the full penetration weld between the reinforcing plate 7 and the horizontal partition 3;

[0058] d) Then weld the double-sided fillet weld between the reinforcing plate 7 and the steel panel 4.

[0059] Through this reinforcement measure, the weak point of the node was successfully moved outward. Experimental data shows (refer to...) Figure 5 After reinforcement, the ultimate bearing capacity and initial stiffness of the nodes were significantly improved, and the failure mode changed from brittle failure in the node area to ductile failure of the steel panel 4 parent material far away from the node, which greatly improved the safety and reliability of the structure.

[0060] The implementation principle of this utility model is as follows: This utility model discloses a steel plate-concrete wall splicing node, which includes upper and lower steel plate-concrete wall modules 2 and a horizontal partition 3. The two sides of the horizontal partition 3 are connected to the steel panels 4 of the upper and lower modules by full penetration butt welds. The key is that when there is misalignment between the upper and lower steel panels 4, a reinforcing plate 7 is set at the misalignment 6; the reinforcing plate 7 is connected to the end face of the horizontal partition 3 by a full penetration weld, and to the steel panel 4 by a fillet weld; the thickness of the reinforcing plate 7 is not less than 25% of the thickness of the steel panel 4 and not less than 4mm, and its edges can be serrated to increase the weld length. This utility model effectively solves the problem of weakened node performance caused by construction misalignment through simple post-reinforcement measures, significantly improving the load-bearing capacity, stiffness, and ductility of the node. At the same time, it is convenient to construct, has controllable quality, and is economical, greatly promoting the engineering application of double steel plate-concrete composite structures.

[0061] The embodiments described herein are preferred embodiments of this utility model and are not intended to limit the scope of protection of this utility model. Therefore, all equivalent changes made to the structure, shape, and principle of this utility model should be included within the scope of protection of this utility model.

Claims

1. A steel plate concrete wall splicing node, comprising an upper steel plate concrete wall module (1), a lower steel plate concrete wall module (2), and a horizontal partition (3), wherein the upper steel plate concrete wall module (1) and the lower steel plate concrete wall module (2) are connected by the horizontal partition (3), and both the upper steel plate concrete wall module (1) and the lower steel plate concrete wall module (2) include an outer steel panel (4), an inner concrete (5), and a tie-connection system, characterized in that: The two sides of the horizontal partition (3) are connected to the upper module steel panel (4a) and the lower module steel panel (4b) respectively by bevel full penetration butt welds; When a misalignment (6) is formed at the joint of the upper module steel panel (4a) and the lower module steel panel (4b) due to misalignment, a reinforcing plate (7) is provided at the misalignment (6). The reinforcing plate (7) is simultaneously attached to and welded to the end face of the horizontal partition (3) and the steel panel (4) with the misalignment (6). The reinforcing plate (7) is connected to the horizontal partition (3) by a full penetration weld, and the reinforcing plate (7) is connected to the steel panel (4) by a double-sided fillet weld.

2. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The thickness t of the reinforcing plate (7) is 25% to 30% of the thickness ts of the steel panel (4), and its absolute value is not less than 4 mm.

3. The steel plate concrete wall splicing joint according to claim 1 or 2, characterized in that: The welding edges of the reinforcing plate (7) are serrated to increase the effective length of the fillet weld between it and the steel panel (4).

4. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The height (H) of the reinforcing plate (7) on one side at the splicing node satisfies: H≥max(0.5B,5th), where B is the total thickness of the steel plate concrete wall and th is the thickness of the horizontal partition (3).

5. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The thickness th of the horizontal partition (3) is not less than 16mm.

6. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The tie-connection system includes several vertical angle steels (8), horizontal channel steels (9), and shear studs (10); the vertical angle steels (8) are arranged at intervals and welded to the inner side of the steel panels (4) on both sides, and the horizontal channel steels (9) are connected to the corresponding vertical angle steels (8) on both sides by tie bolts or welding; the shear studs (10) are welded to the inner side of the steel panel (4) and the vertical angle steels (8).

7. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The horizontal partition (3) has a concrete pouring hole (11).

8. The steel plate concrete wall splicing joint according to claim 1, characterized in that: The weld quality grade of the full penetration butt weld with bevel is Grade 1.

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