Lateral connection enclosure system for grid structure and design method thereof

Abstract

The present invention relates to the field of computer-aided engineering technology, and discloses a lateral connection enclosure system for a grid structure and a design method thereof. According to design requirements, grid and lateral connection enclosure system models are respectively established in structural design software, and then the two are connected by supports to form an overall force-bearing system. Vertical joints are then provided at every two grid spacing positions of the steel keel to disconnect the concrete side panels and the steel keel, and to divide the concrete side panels into small panels to weaken the overall force characteristics. The overall model after the joints is then calculated according to a conventional process, the maximum horizontal deformation of the side panels at the vertical joints is determined, and the joint width is verified to meet the requirements to complete the design. In this process, coordinated force is achieved by connecting the supports, the steel keels and the grid ball nodes, and the concrete side panels are poured on the steel keels. The vertical joints can not only release the internal force caused by the deformation of the concrete slab itself, reduce the internal force and the number of steel bars, but also achieve the purpose of partial coordinated work.

Description

Technical Field

[0001] The present invention relates to the technical field of computer-aided engineering, and in particular to a lateral connection enclosure system for a grid structure and a design method thereof. Background Art

[0002] In the design of large-span wind tunnel structures, the roof often utilizes a double-layer grid structure supported on both sides. Due to process requirements, a lateral connection enclosure system consisting of steel keels and concrete slabs is required on the unsupported sides of the grid. Due to the large span of the unsupported side and the heavy weight of the concrete side slabs, the overall deformation of the side slab system under dead loads creates the stress characteristics of a deep beam. The components and concrete slabs in the bottom area are subjected to tension, making it difficult for the enclosure system alone to support the concrete side slabs. Traditional design methods employ multi-point constraints on the enclosure system and grid, considering the two working together and working in tandem. However, when working in tandem, significant tension still occurs at the bottom of the concrete side slabs, requiring the configuration of a large number of tensile reinforcements. In wind tunnel structures, the effects of fluctuating winds must be considered, and the design strength of the reinforcement is governed by its fatigue strength, resulting in a significant reduction in the reinforcement design strength. Considering the full coordination of the enclosure system and grid structure makes the design of the side slabs difficult to complete. Summary of the Invention

[0003] The object of the present invention is to provide a lateral connection enclosure system for a grid structure and a design method thereof. By providing vertical joints at every two grid spacing positions of the steel keel, a whole side panel is divided into several independent small panels, thereby reducing the unit area of ​​the side panel, weakening the overall stress characteristics formed with the main structure, and releasing the tensile and compressive internal forces caused by the vertical deformation of the concrete panel itself through the relative deformation between the panel joints, thereby reducing the internal forces and the number of steel bars required to resist the internal forces, thereby achieving the purpose of partial collaborative work.

[0004] In one aspect, the present invention provides a method for designing a lateral connection enclosure system for a grid structure, comprising the following steps:

[0005] Based on design requirements (e.g., to complete the roof design of a large-span wind tunnel structure, meet the requirements of bearing capacity and normal use, and adopt a grid or truss structure for the roof), establish grid and lateral connection enclosure system models in the structural design software;

[0006] The grid and the lateral connection enclosure system are connected by supports, so that the lateral connection enclosure system model and the grid model form an integral force-bearing system;

[0007] A vertical split is provided at every two grid spacing positions of the steel keel of the lateral connection enclosure system, and the concrete side panels and the steel keel of the lateral connection enclosure system are disconnected at the vertical split positions, thereby dividing a whole concrete side panel into a plurality of independent small panels;

[0008] According to the conventional design process (e.g., after establishing the analysis and calculation model, inputting the load and analysis parameters according to the actual situation, and then performing analysis and calculation), the overall model of the grid and lateral connection enclosure system after the joints is calculated in the structural design software, the cross-section of the members is adjusted to meet the design requirements based on the calculation results, and the maximum horizontal deformation a of the concrete side plate at the vertical joint is determined;

[0009] Based on the obtained maximum horizontal deformation a, check whether the width of the vertical joint meets the design requirements and complete the design.

[0010] In this scheme, the enclosure system and the grid are modeled as a whole and connected by supports. The concrete side panels in the enclosure system are cast on the steel keels, the steel keels are welded to the supports, and the supports are welded to the ball nodes of the grid, forming a structural system that bears the force of the whole. The characteristics of the grid structure and the enclosure system being coordinated in force are achieved. At the same time, the steel keels of the enclosure system are provided with vertical joints at every two grid spacing positions. The concrete side panels and the steel keels are disconnected here, and the whole side panel is divided into several independent small panels, which reduces the unit area of ​​the side panel and weakens the overall force characteristics formed with the main structure. The tensile and compressive internal forces caused by the vertical deformation of the concrete panel itself are released through the relative deformation between the panel joints, thereby reducing the internal force and the number of steel bars required to resist the internal force, thereby achieving the purpose of partial coordinated work.

[0011] To further improve the design method of the lateral connection enclosure system, in order to ensure the reliable connection between the support and the welded ball node, the concrete side panels in the lateral connection enclosure system are cast on the steel keel, the steel keel is welded to one end of the support, and the other end of the support is welded to the welded ball node of the truss.

[0012] To further improve the design method of the lateral connection enclosure system, in order to further ensure the reliable connection between the support and the welded ball node, double supports and double columns are set at the vertical seam position, and the double supports are connected to the same welded ball node of the truss through the double columns respectively, and cross stiffening ribs are set inside the welded ball node. The outer diameter of the welded ball node is larger than the projection of the double supports, and the projection boundary of the double supports and the outer boundary of the welded ball node are at least 100 mm apart.

[0013] To further improve the design method of the lateral connection enclosure system, the concrete side panel includes outer steel bars and inner steel bars connected as a whole, the inner steel bars are connected to the steel keel, and both the outer steel bars and the inner steel bars need to consider the fatigue problem caused by the pulsating wind effect. The fatigue control strength of the steel bars is determined through structural analysis, making the overall structural design safer and more reasonable.

[0014] To further improve the design method of the lateral connection enclosure system, in order to ensure that the concrete side panels on both sides of the joint will not collide, the width of the vertical joint H ≥ 2a + 100mm, effectively releasing the tensile and compressive internal forces caused by the vertical deformation of the concrete slab itself.

[0015] On the other hand, the present invention provides a lateral connection enclosure system for a grid structure based on the above-mentioned design method, comprising:

[0016] Welding ball nodes, wherein a plurality of welding ball nodes are provided and evenly distributed on one side of the grid;

[0017] A steel keel connected to the welded ball node via a bracket;

[0018] Concrete side panels, the concrete side panels being connected to the steel keel via connecting members;

[0019] The steel keel is provided with vertical joints at every two grid spacing positions, and the concrete side panels and the steel keel are disconnected at the vertical joint positions, dividing a whole concrete side panel into a plurality of independent small panels.

[0020] As a further technical solution for the lateral connection enclosure system, in order to ensure a reliable connection between the support and the welded ball node, the support includes a pair of double supports, the steel keel includes double columns, and a cross stiffening rib is provided inside the welded ball node;

[0021] The double columns are enclosed at the outer edge of the steel keel, so that the steel keel forms a whole, and adjacent steel keels are respectively separated by the double supports and connected to the same welded ball node;

[0022] The outer diameter of the welded ball node is larger than the projection of the double supports, and the projection boundary of the double supports and the outer diameter of the ball node are at least 100 mm apart.

[0023] As a further technical solution of the lateral connection enclosure system, in order to ensure a reliable connection between the support and the welded ball node, the connection member includes a stud and a steel connection plate, and the concrete side plate includes an outer steel bar and an inner steel bar;

[0024] Among them, the steel bar connecting plates are respectively connected to the two side surfaces of the steel keel, the inner steel bars are welded on both sides of the steel bar connecting plates, the outer steel bars are spaced apart from the inner steel bars and form a through cavity for pouring concrete at a non-seam position, and the bolts are evenly distributed on the outer end of the steel keel and extend toward the through cavity.

[0025] As a further technical solution to the lateral connection enclosure system, in order to ensure a reliable connection between the support and the welded ball node, the length of the steel bar connecting plate is greater than or equal to 5 times the diameter of the steel bar, the thickness of the steel bar connecting plate is the same as the diameter of the steel bar, and a stiffening plate is provided inside the steel keel at the corresponding position of the steel bar connecting plate, and the stiffening plate has the same thickness as the steel bar connecting plate.

[0026] As a further technical solution for the lateral connection enclosure system, the vertical joints are filled with flexible materials to ensure the airtightness of the concrete side panels while not transmitting the internal forces between the concrete side panels.

[0027] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0028] 1. This invention proposes a design method for the coordinated work of the enclosure system and the main structure, including detailed steps such as model building, determining seam width, and node construction. Compared with existing technologies, it is more systematic and more operational, and can effectively guide engineering practice.

[0029] 2. In the prior art, although the enclosure system and the grid are considered to bear the load together, a large tensile force is still generated at the bottom of the side panel. However, the present invention provides vertical splits at every two grid spacings of the steel keel, dividing the entire concrete side panel into several independent small panels. This reduces the unit area of ​​the concrete side panel and weakens the overall force characteristics formed by the main structure, thereby reducing internal forces and effectively reducing the tensile force at the bottom of the concrete side panel.

[0030] 3. The present invention can reduce the tension at the bottom of the concrete side slab and release the tensile and compressive internal forces caused by the vertical deformation of the concrete side slab itself through the relative deformation between the slab seams, thereby reducing the number of steel bars required to resist the internal forces. In the prior art, due to the large tensile force at the bottom of the concrete side slab, more tensile steel bars are required.

[0031] 4. The concrete side plate reinforcement in this invention adopts fatigue strength control design, and the internal force of the component is reduced through the vertical joints of the structure, which can better cope with the fluctuating wind effect, and the overall structural design is safer and more reasonable;

[0032] 5. The present invention fills the vertical joints with flexible materials, thereby ensuring the airtightness of the side panels while not transmitting the internal forces between the concrete side panels. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings:

[0034] Figure 1 It is a design flow chart of the present invention;

[0035] Figure 2 Schematic diagram of the overall structure of the lateral connection enclosure system of the present invention;

[0036] Figure 3 A side view of the lateral connection enclosure system of the present invention;

[0037] Figure 4 Schematic elevation view of the lateral connection enclosure system of the present invention (H in the figure is the width of the vertical joint);

[0038] Figure 5 Schematic diagram of the grid structure of the present invention;

[0039] Figure 6 This is a schematic diagram of the steel keel structure of the present invention;

[0040] Figure 7 This is a structural diagram of the steel keel + concrete slab of the present invention;

[0041] Figure 8 This is a schematic structural diagram of the grid + steel keel of the present invention;

[0042] Figure 9 Schematic diagram of the lateral connection enclosure system and welded ball node of the present invention (H in the figure is the width of the vertical joint);

[0043] Figure 10 This is a front view of the connection between the double support and the welded ball node (in the figure, H is the width of the vertical seam, and C is the distance between the projected boundary of the double support 11 and the outer boundary of the welded ball node 2);

[0044] Figure 11 This is a schematic diagram of the connection between the steel keel and the concrete side panel (B in the figure is the thickness of the concrete side panel);

[0045] Figure 12 A three-dimensional schematic diagram of the connection nodes of the grid and the lateral connection enclosure system;

[0046] Figure 13 A schematic diagram of the front view of the connection nodes of the grid and the lateral connection enclosure system;

[0047] Figure 14 A top-down structural diagram of the connection nodes of the grid and the lateral connection enclosure system;

[0048] Figure 15 A side view structural diagram of the connection nodes of the grid and the lateral connection enclosure system;

[0049] Figure 16 This is the stress cloud diagram before and after the concrete side panel is split.

[0050] Markings and corresponding parts names in the accompanying drawings:

[0051] 1-support, 11-double support, 2-welded ball node, 21-cross stiffener, 3-steel keel, 31-rebar connection plate, 32-stiffener plate, 33-stud, 34-double column, 4-concrete side plate, 41-outer reinforcement, 42-inner reinforcement, 5-flexible material, 6-grid, 7-vertical joint. DETAILED DESCRIPTION

[0052] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with examples and drawings. The exemplary embodiments of the present invention and their descriptions are only used to explain the present invention and are not intended to limit the present invention.

[0053] Example 1:

[0054] This embodiment 1 is applied to a large-span space grid structure supported on both sides, and a lateral connection enclosure system composed of a steel keel and a concrete slab is used on the non-supported side, thereby providing a design method for a lateral connection enclosure system for a grid structure, such as Figures 1-15 As shown, the following steps are included:

[0055] S1. Establish a model of the grid and lateral connection enclosure system;

[0056] According to the design requirements, the following are established in the structural design software 3D3S: Figure 5 The grid 6 shown and Figure 7 Model of the lateral connection containment system shown;

[0057] S2. Connect the grid and lateral connection enclosure system models to form an integral load-bearing system;

[0058] The grid 6 and the lateral connection enclosure system are connected through the support 1 by the structural design software 3D3S, so that the lateral connection enclosure system model and the grid model form an integral force system, as shown in FIG. Figure 2-Figure 4 As shown, the grid structure and the enclosure system can be subjected to coordinated forces;

[0059] S3. Set up joints for the lateral connection enclosure system;

[0060] A vertical joint 7 is set at every two grid spacing positions of the steel keel 3 connecting the enclosure system laterally, such as Figure 4 、 Figure 10 and Figure 13 As shown, the concrete side panels 4 and the steel keels 3 of the lateral connection enclosure system are disconnected at the vertical joints 7, dividing the entire concrete side panel 4 into several independent small panels, reducing the unit area of ​​the concrete side panel 4 and weakening the overall stress characteristics formed with the main structure;

[0061] In the specific operation process, in order to better consider the pulsating wind effect, the concrete side plate 4 includes an outer steel bar 41 and an inner steel bar 42 connected as a whole. The inner steel bar is connected to the steel keel 3. The outer steel bar and the inner steel bar are spaced apart and form a through cavity for pouring concrete at the non-joint position. The fatigue strength of the outer steel bar and the inner steel bar are calculated by the structural design software 3D3S. The stress of the concrete side plate 4 before and after the joint is calculated by the structural design software 3D3S, and the stress cloud diagram is obtained as shown below. Figure 16 As shown in the figure, it can be seen that before the joints are split, the upper part of the concrete side panel 4 is under compression and the lower part is under tension, which is a typical stress characteristic of deep beams. After the concrete side panel 4 is split, the stress distribution of the concrete side panel 4 is significantly improved, and the tensile and compressive stresses are greatly reduced, thereby reducing the reinforcement, which is beneficial to the design.

[0062] At the same time, in order to ensure the reliable connection between the support 1 and the welded ball node 2, the concrete side plate 4 in the lateral connection enclosure system is cast on the steel keel 3, the steel keel 3 is welded to one end of the support 1, and the other end of the support 1 is welded to the welded ball node 2 of the grid 6. In this embodiment, Figures 9-11 As shown, double supports 11 and double columns 34 are provided at the position of the vertical seam 7. The double supports 11 are connected to the same welded ball node 2 of the grid 6 through the double columns 34, and a cross stiffening rib 21 is provided inside the welded ball node 2. The outer diameter of the welded ball node 2 is larger than the projection of the double supports 11. The projection boundary of the double supports 11 and the outer boundary of the welded ball node 2 are at least 100 mm apart (as shown in FIG. Figure 10 C shown in the figure is the distance between the projection boundary of the double support 11 and the outer boundary of the welded ball node 2), which is used to ensure a reliable connection between the support 1 and the welded ball node 2.

[0063] S4. Model calculation;

[0064] According to the conventional design process, the overall model of the grid 6 and the lateral connection enclosure system after the joints is calculated in the structural design software 3D3S. The cross-sectional area of ​​all rods is adjusted according to the calculation results to meet the design requirements, and the maximum horizontal deformation a of the concrete side panels 4 at the vertical joints 7 is determined. To ensure that the concrete side panels 4 on both sides of the vertical joints 7 do not collide, the width H of the vertical joints 7 needs to be at least twice the maximum horizontal deformation. At the same time, the vertical joints 7 need to be filled with flexible materials 5, such as melamine foam, to ensure the airtightness of the concrete side panels 4 and not transmit the internal forces between the concrete side panels 4. In addition, to ensure that the flexible materials 5 do not fall off and fail during the deformation process of the concrete side panels 4 under stress, the vertical joints 7 should not be too large. In the initial setting, the width H of the vertical joints 7 can generally be 200 mm.

[0065] S5. Check whether the width of vertical joints meets the design requirements;

[0066] Based on the maximum horizontal deformation a obtained in step S4, the width of the vertical joint 7 is checked to see if it meets the design requirements. In actual use, taking into account the certain thermal expansion effect of the concrete side panels 4, the construction welding process, and the construction process of the flexible material 5 between the panels, the width of the vertical joint 7 H ≥ 2a + 100 mm is used to effectively release the tensile and compressive internal forces caused by the vertical deformation of the concrete side panels 4 themselves, thus completing the design.

[0067] Example 2:

[0068] In this embodiment 2, the lateral connection enclosure system for the grid structure is obtained by the design method of the lateral connection enclosure system for the grid structure provided in embodiment 1, such as Figure 2-Figure 15 As shown, it includes welded ball nodes 2 evenly distributed on one side of the grid 6, steel keels 3 connected to the welded ball nodes 2 through supports 1, and concrete side panels 4 connected to the steel keels 3 through connecting components.

[0069] Among them, such as Figure 12-15 As shown, the above-mentioned support 1 and steel keel 3 are both made of rectangular steel tubes. The steel keel 3 is directly welded to the side wall of the support 1. The steel keel 3 is provided with a vertical joint 7 at every two grid spacing positions. The concrete side plate 4 and the steel keel 3 are disconnected at the vertical joint 7 position, dividing the entire concrete side plate 4 into a number of independent small plates. Specifically, Figures 9-15 As shown, the support 1 includes a pair of double supports 11, and the steel keel 3 includes double columns 34. The double columns 34 are enclosed at the outer edge of the steel keel 3, so that the steel keel 3 forms a whole. Adjacent steel keels 3 are separated by double supports 11 and connected to the same welded ball node 2. The interval between adjacent steel keels 3 is the above-mentioned vertical joint 7. In order to ensure that the concrete side panels 4 on both sides of the joint do not collide, the width H of the vertical joint 7 needs to be at least twice the maximum horizontal deformation. Taking various factors into consideration, H=200mm can generally be taken.

[0070] In some embodiments, in order to ensure a reliable connection between the support 1 and the welded ball node 2, a cross stiffening rib 21 is provided inside the welded ball node 2, and stiffening ribs are provided inside the double support 11 at positions corresponding to the web flanges of the steel keel 3, and the outer diameter of the welded ball node 2 is larger than the projection of the double support 11, that is, the projection boundary of the double support 11 and the outer boundary of the welded ball node 2 are at least 100 mm apart.

[0071] Among them, see Figures 9-11As shown, the above-mentioned connecting components include bolts 33 and steel bar connecting plates 31, and the concrete side panels 4 include outer steel bars 41 and inner steel bars 42. The steel bar connecting plates 31 are respectively welded to the two side surfaces of the steel keel and extend longitudinally, and the inner steel bars 42 are welded on both sides of the steel bar connecting plates 31. The outer steel bars 41 and the inner steel bars 42 are spaced apart and form a through cavity for pouring concrete at a non-seam position. The bolts 33 are evenly distributed on the outer end of the steel keel 3 and extend into the through cavity. After concrete is poured into the through cavity, the bolts 33 are embedded in the concrete to make the connection between the steel keel 3 and the concrete side panels 4 more stable.

[0072] In some embodiments, in order to ensure a reliable connection between the steel keel 3 and the concrete side plate 4, the length of the above-mentioned steel bar connecting plate 31 is greater than or equal to 5 times the diameter of the steel bar used for the inner steel bar 42, the thickness of the steel bar connecting plate 31 is the same as the diameter of the steel bar used for the inner steel bar 42, and a stiffening plate 32 is provided at the corresponding position of the steel bar connecting plate 31 inside the steel keel 3, and the stiffening plate 32 has the same thickness as the steel bar connecting plate 31.

[0073] In this embodiment, the vertical joints 7 are filled with flexible material 5 , which may be melamine foam or other elastic flexible material to ensure the airtightness of the concrete side panels 4 while not transmitting the internal force between the concrete side panels 4 .

[0074] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A design method for a lateral connection enclosure system for a grid structure, characterized in that: The steps include: In the structural design software, the models of the grid (6) and the lateral connection enclosure system are established respectively; The grid (6) and the lateral connection enclosure system are connected via a support (1), so that the lateral connection enclosure system model and the grid model form an integral force-bearing system; A vertical split (7) is provided at every two grid spacing positions of the steel keel (3) of the lateral connection enclosure system, and the concrete side panels (4) and the steel keel (3) of the lateral connection enclosure system are disconnected at the positions of the vertical split (7), thereby dividing a whole concrete side panel (4) into a plurality of independent small panels; Calculating the stress of the grid (6) and the overall model of the lateral connection enclosure system after the split, adjusting the cross-sectional area of ​​the rod according to the calculation results, and determining the maximum horizontal deformation of the concrete side plate (4) at the vertical split (7); The width of the vertical joint (7) is checked based on the obtained maximum horizontal deformation to determine whether it meets the design requirements.

2. The design method for a lateral connection enclosure system for a grid structure according to claim 1, characterized in that: The concrete side panels (4) in the lateral connection enclosure system are cast on the steel keels (3), the steel keels (3) are welded to one end of the support (1), and the other end of the support (1) is welded to the welded ball node (2) of the grid (6).

3. The design method for a lateral connection enclosure system for a grid structure according to claim 2, characterized in that: A double support (11) and a double column (34) are provided at the position of the vertical split (7); the double support (11) is connected to the same welded ball node (2) of the grid (6) through the double column (34), and a cross stiffening rib (21) is provided inside the welded ball node (2); the outer diameter of the welded ball node (2) is larger than the projection of the double support (11); and the distance between the projection boundary of the double support (11) and the outer diameter of the ball node is at least 100 mm.

4. The design method for a lateral connection enclosure system for a grid structure according to claim 2, characterized in that: The concrete side plate (4) includes outer steel bars (41) and inner steel bars (42) connected as a whole, the inner steel bars (42) are connected to the steel keel (3), and fatigue strength calculations are performed on both the outer steel bars (41) and the inner steel bars (42).

5. The design method of the lateral connection enclosure system for a grid structure according to claim 1, characterized in that: When the width H of the vertical split (7) is ≥ 2a + 100 mm, the design requirements are met and the design is completed, where a is the maximum horizontal deformation.

6. A lateral connection enclosure system for a grid structure, characterized in that: A lateral connection enclosure system design method for a grid structure according to any one of claims 1 to 5 is used to design a lateral connection enclosure system, the system comprising: Welded ball nodes (2), wherein a plurality of the welded ball nodes (2) are provided and evenly distributed on one side of the grid (6); A steel keel (3), the steel keel (3) being connected to the welded ball node (2) via a support (1); Concrete side panels (4), the concrete side panels (4) being connected to the steel keels (3) via connecting members; The steel keel (3) is provided with a vertical split (7) at every two grid spacing positions, and the concrete side panels (4) and the steel keel (3) are disconnected at the positions of the vertical split (7), thereby dividing a whole concrete side panel (4) into a plurality of independent small panels.

7. The lateral connection enclosure system for a grid structure according to claim 6, characterized in that: The support (1) includes a pair of double supports (11), the steel keel (3) includes double columns (34), and a cross stiffening rib (21) is provided inside the welded ball node (2); The double columns (34) are enclosed at the outer edge of the steel keel (3), so that the steel keel (3) forms a whole, and adjacent steel keels (3) are spaced apart by the double supports (11) and connected to the same welded ball node (2); The outer diameter of the welded ball node (2) is larger than the projection of the double support (11), and the distance between the projection boundary of the double support (11) and the outer boundary of the welded ball node (2) is at least 100 mm.

8. The lateral connection enclosure system for a grid structure according to claim 6, characterized in that: The connecting member comprises a bolt (33) and a steel bar connecting plate (31), and the concrete side plate (4) comprises an outer steel bar (41) and an inner steel bar (42); The steel bar connecting plate (31) is respectively connected to the two side surfaces of the steel keel (3), the inner steel bar (42) is welded on both sides of the steel bar connecting plate (31), the outer steel bar (41) and the inner steel bar (42) are spaced apart and form a through cavity for pouring concrete at a non-seam position, and the bolts (33) are evenly distributed on the outer end of the steel keel (3) and extend toward the through cavity.

9. The lateral connection enclosure system for a grid structure according to claim 8, characterized in that: The length of the steel bar connecting plate (31) is greater than or equal to 5 times the diameter of the inner steel bar, the thickness of the steel bar connecting plate (31) is the same as the diameter of the inner steel bar, and a stiffening plate (32) is provided inside the steel keel (3) at a position corresponding to the steel bar connecting plate (31), and the stiffening plate (32) has the same thickness as the steel bar connecting plate (31).

10. The lateral connection enclosure system for a grid structure according to any one of claims 7 to 9, characterized in that: The vertical slit (7) is filled with flexible material (5).

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