Modular beam-column connection node, steel frame

Abstract

The utility model relates to the field of building, concretely is a kind of modularization beam column connecting joint and steel frame, the connecting joint of beam column is the coordinate origin of space rectangular coordinate system, and connecting plate is arranged along the coordinate plane cross of space rectangular coordinate system to form connecting piece;Three groups of unit plates of adjacent modularization steel frame are enclosed to form corner end area to supply unit column fixed, and unit column is arranged with the surface of three groups of corresponding unit plate adhesion;The corner end place that three groups of unit plates enclose is also fixed with unit beam, and the side surface of unit beam is arranged with unit plate surface adhesion, and the end of unit beam is arranged with the side surface of unit column adhesion;The front and back of connecting plate are fixed with corresponding unit plate adhesion, and fixed point is located at the corner end of connecting plate away from unit beam and unit column.The utility model meets three major requirements of modularization steel frame structure reliability, high construction efficiency and convenient disassembly simultaneously.

Description

Technical Field

[0001] This utility model relates to the field of construction, specifically a modular beam-column connection node and a steel frame. Background Technology

[0002] In modular steel frame structures, the connection points are crucial for load transfer and ensuring overall stiffness and stability. Compared to traditional structures, modular structure connections not only need sufficient load-bearing capacity and stiffness to guarantee reliability, but also must meet the requirements of rapid construction to achieve efficient assembly under limited site conditions. Furthermore, with the development of sustainable building concepts, connection points also need to have good disassembly performance to allow for the reuse of components during building function adjustments, maintenance, or demolition. These three requirements—reliability, construction efficiency, and disassembly—together constitute important indicators of the connection performance of modular steel frame structures.

[0003] Currently, traditional modular steel frame schemes often use two-dimensional planar plates to connect beam-column joints. When the structure is subjected to vertical, horizontal and torsional forces simultaneously, the stiffness and bearing capacity of the joints are insufficient, which can easily lead to large deformations or local instability, thus affecting the reliability of the overall structure.

[0004] Some traditional modular steel frame structures suffer from insufficient construction space at connection points and frequent interference between components. On-site installation requires frequent adjustments to component positions or the disassembly and reassembly of other parts to complete the connection, resulting in complex construction procedures, limited working space, and long installation times. This not only extends the on-site construction period but also increases the demands on the technical skills of construction personnel and the availability of equipment, thereby reducing construction efficiency and potentially increasing costs.

[0005] Some traditional modular steel frame structures mainly use welding or grouting connections for fixing. While these methods provide high initial stiffness, they are difficult to disassemble, cause significant damage, and components often cannot be reused during disassembly. This irreversible connection method not only hinders the functional adjustment and renovation of the building but also contradicts the requirements of green construction and recycling, reducing the sustainability of the structure throughout its entire life cycle.

[0006] In conclusion, current modular steel frame structures cannot simultaneously meet the three major requirements of reliability, construction efficiency, and disassembly, and therefore urgently need to be addressed. Utility Model Content

[0007] To avoid and overcome the technical problems existing in the prior art, this utility model provides a modular beam-column connection node and steel frame. This utility model simultaneously meets the three major requirements of modular steel frame structure reliability, high construction efficiency, and easy disassembly.

[0008] To achieve the above objectives, this utility model provides the following technical solution: A modular beam-column connection node is provided, with the connection node as the origin of a spatial rectangular coordinate system. The connection plates are arranged in a cross pattern along the coordinate plane of the spatial rectangular coordinate system to form a connector. Three adjacent sets of unit plates of the modular steel frame enclose a corner area for fixing the unit column. The unit column is attached to the surface of the three corresponding sets of unit plates. A unit beam is also fixed at the corner formed by the enclosed area of ​​the three adjacent sets of unit plates. The side of the unit beam is attached to the surface of the unit plate, and the end of the unit beam is attached to the side of the unit column. The front and back sides of the connection plate are attached to and fixed to the corresponding unit plate, and the fixing point is located at the corner of the connection plate away from the unit beam and the unit column.

[0009] As a further embodiment of this utility model: bolt holes are provided at the corners of the connecting plate, and each bolt hole avoids the positions of the unit beam and the unit column. Bolt holes with corresponding positions are provided on the unit plates on both sides of the connecting plate, and the connecting plate is connected to the unit plates on both sides by bolts.

[0010] As a further improvement of this utility model: multiple sets of bolt holes are provided at the corners of the connecting plate, and the bolt holes are arranged in a rectangular array to form a bolt group; the unit columns, unit beams and corresponding unit plates are welded and fixed together.

[0011] As a further improvement of this utility model: the rectangular array boundary of the bolt group formed by each bolt hole is parallel to the two sides of the connecting plate away from the node.

[0012] A steel frame includes a modular beam-column connection node, wherein unit plates, unit columns and unit beams are pre-welded and fixed together, and during construction, the connecting plate is fixed to each unit plate of the modular steel frame by bolts; three adjacent sets of unit plates enclose a bounding area, and the connecting parts corresponding to the corner nodes or edge nodes of the modular steel frame have one, two or four sets of bounding areas.

[0013] As a further embodiment of this utility model: the unit column and the unit beam are any one of I-beams, square steel pipes, and round steel pipes.

[0014] Compared with the prior art, the beneficial effects of this utility model are: 1. This utility model abandons the traditional two-dimensional planar plate-type connection approach. By arranging the connecting plates in a cross pattern along the three coordinate planes of the spatial rectangular coordinate system, a three-dimensional spatial force system is formed, which transmits and distributes the axial force and shear force of the beams and columns along the three-dimensional spatial direction. The three-dimensional connection layout makes the operating space larger and improves the on-site construction efficiency. High-strength bolts are used to connect the connecting plates and unit plates, which can be disassembled and reused. While ensuring the reliability of the nodes, the structural stiffness and bearing capacity are significantly improved, and the three major requirements of modular steel frame structure reliability, high construction efficiency and easy disassembly are met.

[0015] 2. This utility model consists of connectors, unit plates, unit columns, and unit beams forming a spatial grid structure, effectively resisting structural torsional effects and inter-story displacement. Bolt holes are located at the corners of the connector plates and avoid the positions of internal unit beams and columns, providing ample operating space for construction workers. Workers can easily install and tighten bolts from the outside, completely solving the problems of "blind operation" and limited space associated with built-in nodes.

[0016] 3. The modular design of this utility model can adapt to different node types. By configuring different numbers of limit areas, the connectors can be adapted to different nodes of the steel frame structure, reducing the types of connectors and lowering design and manufacturing costs. Attached Figure Description

[0017] Figure 1 This is a structural schematic diagram of the modular beam-column connection node of this utility model.

[0018] Figure 2 This is a schematic diagram of the connecting component in this utility model.

[0019] Figure 3 This is a schematic diagram of the modular steel frame in this utility model.

[0020] Figure 4 This is a schematic diagram of the force applied to the connector in this utility model.

[0021] Figure 5 This is a simplified schematic diagram of the present invention, which simplifies the unit plate into a cantilever beam.

[0022] Figure 6 for Figure 5 A simplified schematic diagram of a cantilever beam with a vertical connection at the middle end subjected to axial force.

[0023] Figure 7 for Figure 5 A simplified schematic diagram of a cantilever beam with a vertical connection at the middle end subjected to shear force.

[0024] In the picture: 1. Connecting parts; 11. Connecting plate; 12. Bolt holes; 2. Unit slab; 3. Unit column; 4. Unit beam; 5. Bolt. Detailed Implementation

[0025] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0026] Please see Figures 1-7 In this embodiment of the utility model, a modular beam-column connection node and steel frame are provided. The connector 1 is formed by arranging three connecting plates 11 in a cross shape along the XY plane, YZ plane, and ZX plane, with the beam-column connection node as the origin of the spatial rectangular coordinate system. Both the front and back surfaces of each connecting plate 11 are connected to a unit plate 2, which is a rectangular steel plate.

[0027] The connecting plate 11 is connected to the unit plate 2 by bolts 5. The bolt holes 12 are located at the corners of the connecting plate 11, avoiding the installation positions of the unit column 3 and unit beam 4 to prevent conflict with the welding area. The bolt holes 12 are arranged in a rectangular array to form a bolt group, which improves the connection stiffness and load-bearing capacity. The rectangular array boundary of the bolt group is parallel to the two sides of the connecting plate 11 away from the node, which avoids the welding heat-affected zone and makes full use of the strength of the plate edge.

[0028] The corner formed by the three sets of connecting plates 11 constitutes one of the octagonal regions of the spatial rectangular coordinate system of the connector 1. Three adjacent unit plates 2 also form a corner region, which is adjacent to the corner region formed by the three sets of connecting plates 11. A square tubular unit column 3 is fixed at the corner formed by the three sets of unit plates 2 and is attached to the surface of the three sets of unit plates 2 to ensure direct force transmission. At the same corner where the unit column 3 is fixed, a square tubular unit beam 4 is simultaneously fixed. The side of the unit beam 4 is attached to the surface of the unit plate 2, and its end is attached to the side of the unit column 3, forming a three-way rigid connection node. The unit column 3 and unit beam 4 are welded and fixed to the unit plate 2 to form an integrated prefabricated structure, ensuring the rigidity and integrity of the node. During on-site assembly, the connector 1 and unit plate 2 are connected by bolts, facilitating rapid on-site assembly and adjustment, while also providing shear and tensile resistance. In this embodiment, the square tube shape of the unit column 3 and the unit beam 4 is a preferred embodiment. In actual installation, they can be replaced with I-beams or round tubes.

[0029] For the modular frame, at different nodes of the corresponding structure, connector 1 retains one occlusion region, two adjacent occlusion regions, four occlusion regions, or all eight occlusion regions to accommodate different combinations of connecting plates 11 and unit plates 2, ensuring that the node stiffness matches the modular steel frame. For different nodes, the connectors are modified, for example, by cutting the intersection of the YZ and XZ planes of the connector to form edge nodes. For edge nodes, each unit plate 2 is connected to the connecting plate 11 with a single-sided bolt, which facilitates waterproofing. The modular steel frame is connected in pairs through connectors and single-sided bolts.

[0030] During construction, unit panels 2, unit columns 3, and unit beams 4 are prefabricated, and bolt holes are pre-drilled on the connecting plate 11. The unit panels 2, unit columns 3, and unit beams 4 are then pre-welded and fixed together to form a single unit. After being fixed in place on site, the connecting plate 11 is tightened to the unit panel 2 using bolts 5, thus completing the installation of the node.

[0031] The design of connection nodes includes the following steps: S1. Determine the axial force on the bolt group on the connecting plate 11. N and shear force V ; ; ; in, The axial yield force of unit column 3; The yield stress of unit column 3; This is the effective bearing section of unit column 3; The axial yield force of element beam 4; The yield stress of element beam 4; This is the effective load-bearing section of element beam 4; The effective bearing section mentioned above is the yield section according to the ultimate limit state.

[0032] S2. Calculate the number of bolts required for the bolt group on the connecting plate 11; The tensile bearing capacity of a single bolt 5 is The shear bearing capacity of a single bolt 5 is : ; ; in, P This is the design value for the preload of bolt 5; k The hole profile coefficient for bolt 5; n f This represents the number of force-transmitting friction surfaces of bolt 5; μ The anti-slip coefficient is the friction surface coefficient between unit plate 2 and connecting plate 11; All of the above coefficients were determined according to the standard values.

[0033] When performing shear force control on a bolt group, the required number of bolts for the bolt group is: : ; When controlling the axial force of a bolt group, the required number of bolts in the bolt group is: : ; n v , n t Round up to the nearest integer. n v , n t The larger value in the range is used as the initial selected number of bolts.

[0034] S3. Determine the size of unit plate 2 based on the number of bolts, and set the thickness of unit plate 2; The number of bolt rows in the bolt group is used as n The number of bolt rows in the bolt group is m The number of rows and columns can be determined from steel structure design specifications. The row spacing between adjacent rows of bolts is... p x The column spacing between adjacent columns of bolts is p y The distances between the bolt group and the two sides corresponding to the corner ends of unit plate 2 furthest from unit column 3 are respectively e x , e y The thickness of unit plate 2 is set to... t eb ; Calculated length of unit board 2 L eb for: ; Calculated width of unit board 2 B eb for: ; Actual length of unit board 2 L eb实 =L eb +L占 ; Actual width of unit board 2 B eb实 : B e +L 占 ; L 占 This refers to the space occupied by the corresponding unit column 3 or unit beam 4 on unit plate 2. For the horizontally arranged unit plate 2, when calculating the actual length and actual width of unit plate 2, L 占 It is equal to the width of element beam 4; For vertically arranged unit plate 2, when calculating the actual length of unit plate 2... L 占 It equals the width of unit column 3; when calculating the actual width of unit plate 2, L 占 It is equal to the width of element beam 4; S4. The unit panel 2 is equivalent to a set of cantilever beams arranged in an L-shape with vertically connected ends. This set of vertically connected cantilever beams is further equivalent to two independent sets of cantilever beams. The two sets of cantilever beams are named the first cantilever beam and the second cantilever beam, respectively. The first cantilever beam is arranged along the length of the unit panel, and the second cantilever beam is arranged along the width of the unit panel. For example... Figure 5 As shown, two cantilever beams are fixed at one end and arranged perpendicularly to each other. Axial force is applied... N When in operation, the cantilever beam is simplified as follows: Figure 6 As shown, the cantilever beam is equivalent to two independent cantilever beams.

[0035] axial force N Under the action, the maximum deflection generated at the beam ends of the two independent cantilever beams must meet the following conditions: ; ; ; ; ; ; ; ; ; ; in,[ v a [ ] represents the allowable deflection value of the steel structure beam of the first cantilever beam; [ v b [This refers to the allowable deflection value of the steel structure beam for the second cantilever beam;] E a Let be the elastic modulus of the first cantilever beam; E b Let be the elastic modulus of the second cantilever beam; I a Let be the moment of inertia of the section of the first cantilever beam; I b Let be the moment of inertia of the section of the second cantilever beam; k 1 Let be the stiffness of the first cantilever beam; k 2 The stiffness of the second cantilever beam; N 1 The load on the first cantilever beam; N 2 The load on the first cantilever beam; The cross-sectional dimensions of the first cantilever beam are ( B eb / 2)× t eb ; The cross-sectional dimensions of the second cantilever beam are ( L eb / 2)× t eb ; The strength of the first cantilever beam must meet the following requirements: ; ; ; The strength of the second cantilever beam must meet the following requirements: ; ; ; in, f 1 represents the design value of the bending strength of the first cantilever beam; f 2 represents the design value of the bending strength of the second cantilever beam; M ax The design value of the bending moment about the strong axis at the same section of the first cantilever beam; W ax Let be the net section modulus of the first cantilever beam about the strong axis; γ ax The plastic development coefficient of the first cantilever beam about the strong axis; M bx The design value of the bending moment about the strong axis at the same section of the second cantilever beam; W bx The net section modulus of the second cantilever beam about the strong axis; γ bx The plastic development coefficient of the second cantilever beam about the strong axis; After equating unit plate 2 to a set of cantilever beams with vertically connected ends, shear force is applied. V When in operation, the cantilever beam is simplified as follows: Figure 7 As shown, shear force in different directions V Under the action, the stability of the longest cantilever beam must satisfy:

[0036] in, The stability coefficient of the cantilever beam; A This represents the gross cross-sectional area of ​​the cantilever beam. This is the design strength for axial compression of the cantilever beam.

[0037] Since the constraints here lie between rigid and hinged connections, the stability coefficient of the cantilever beam is calculated as follows: like Figure 7 As shown on the right, the cantilever beam is simplified to rigid and hinged conditions. The stability coefficients of the cantilever beam under rigid and hinged conditions are calculated respectively. a , b After finding the answer, a compromise is made.

[0038] First, calculate the slenderness ratio under both rigid and hinged connection conditions.

[0039] The slenderness ratio of a cantilever beam when bending about its strong axis is: ; The slenderness ratio of a cantilever beam bending about its weak axis is: ; l 0x The calculated length of the cantilever beam about the strong axis of the section; l 0y This is the calculated length of the cantilever beam about the weak axis of the section; i xLet be the radius of gyration of the cantilever beam section about the strong axis; i y Let be the radius of gyration of the cantilever beam section about the weak axis; ; ; in I x Let be the moment of inertia of the cantilever beam section about the strong axis; I y Let be the moment of inertia of the cantilever beam section about the weak axis; A Let be the cross-sectional area of ​​the cantilever beam.

[0040] For calculating the length, its value is... μ × l ; l This is the actual geometric length of the cantilever beam; μ This is the effective length factor; for joints fixed at both ends, μ Take 0.5, for a connection that is fixed at one end and hinged at the other. μ Take 0.7.

[0041] After calculating the slenderness ratio under both rigid and hinged connection conditions, the result can be obtained from a table based on the cross-section type. a =min( ax ， ay ) , b =min( bx ， by ) .

[0042] The stability coefficient of the cantilever beam for: .

[0043] If the design requirements are met, proceed to step S5; If the design requirements are not met, return to step S3 to reset the thickness of unit plate 2; S5. Set the thickness of the connecting plate 11, and determine the length and width of the connecting plate 11; The thickness of the connecting plate 11 is set to be t cb Then the length of connecting plate 11L cb and width B cb for: ; .

[0044] S6. Divide the connecting plate 11 according to the coordinate plane of the connector 1, and each group of connecting plates 11 is evenly divided into four pieces. Calculate the axial force and shear force borne by each connected plate 11 after division; use the verification method in step S4 to determine whether the connecting plate 11 meets the design requirements; since the verification method is the same as step S4, it will not be described again.

[0045] Complete the design if it meets the design requirements; If the design requirements are not met, return to step S5 and reset the thickness of the connecting plate 11.

[0046] Based on the beam and column information and the principle that the connection is stronger than the beam and column, the design of connector 1, unit plate 2, and bolt 5 was determined.

[0047] The basic principles of this application have been described above with reference to specific embodiments. However, it should be noted that the advantages, benefits, and effects mentioned in this application are merely examples and not limitations, and should not be considered as essential features of each embodiment of this application. Furthermore, the specific details disclosed above are for illustrative and facilitative purposes only, and are not limitations. These details do not limit the application to the necessity of employing the aforementioned specific details for implementation.

[0048] The block diagrams of devices, apparatuses, devices, and systems involved in this application are merely illustrative examples and are not intended to require or imply that they must be connected, arranged, or configured in the manner shown in the block diagrams. As those skilled in the art will recognize, these devices, apparatuses, devices, and systems can be connected, arranged, and configured in any manner. Words such as “comprising,” “including,” “having,” etc., are open-ended terms meaning “including but not limited to,” and are used interchangeably with them. The terms “or” and “and” as used herein refer to the terms “and / or,” and are used interchangeably with them unless the context clearly indicates otherwise. The term “such as” as used herein refers to the phrase “such as but not limited to,” and is used interchangeably with it.

Claims

1. A modular beam-column connection node, characterized in that, With the connection node of the beam and column as the origin of the spatial rectangular coordinate system, the connecting plate (11) is arranged in a cross pattern along the coordinate plane of the spatial rectangular coordinate system to form the connector (1); the three adjacent sets of unit plates (2) of the modular steel frame enclose the corner area for the unit column (3) to be fixed, and the unit column (3) is attached to the surface of the three corresponding sets of unit plates (2); the corner formed by the enclosed area of ​​the three adjacent sets of unit plates (2) is also fixed with a unit beam (4), the side of the unit beam (4) is attached to the surface of the unit plate (2), and the end of the unit beam (4) is attached to the side of the unit column (3); the front and back sides of the connecting plate (11) are attached to the corresponding unit plate (2), and the fixing point is located at the corner of the connecting plate (11) away from the unit beam (4) and the unit column (3).

2. The modular beam-column connection node according to claim 1, characterized in that, Bolt holes (12) are provided at the corners of the connecting plate (11). Each bolt hole (12) avoids the position of the unit beam (4) and the unit column (3). The unit plates (2) on both sides of each connecting plate (11) are provided with corresponding bolt holes. The connecting plate (11) and the unit plates (2) on both sides are connected by bolts (5).

3. A modular beam-column connection node according to claim 2, characterized in that, Multiple sets of bolt holes (12) are opened at the corner of the connecting plate (11), and the bolt holes (12) are arranged in a rectangular array to form a bolt group; the unit column (3), unit beam (4) and the corresponding unit plate (2) are welded and fixed together.

4. A modular beam-column connection node according to claim 3, characterized in that, The rectangular array boundary of the bolt group formed by each bolt hole (12) is parallel to the two sides of the connecting plate (11) away from the node.

5. A steel frame, characterized in that, The modular beam-column connection node is described in any one of claims 1 to 4. The unit plate (2), unit column (3) and unit beam (4) are pre-welded and fixed together. During construction, the connecting plate (11) is fixed to each unit plate (2) of the modular steel frame by bolts (5). A quasi-bound area is formed between three adjacent sets of unit plates (2). The connecting piece (1) corresponding to the corner node or side node of the modular steel frame has one, two or four quasi-bound areas.

6. A steel frame, characterized in that, The unit column (3) and the unit beam (4) can be any one of I-beams, square steel pipes, or round steel pipes.

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