A method for evaluating steel structure splicing nodes

Abstract

The present invention relates to an evaluation method for steel structure splicing nodes, comprising the following steps: (a) obtaining defect information of the steel structure splicing nodes after the steel structure splicing nodes are disassembled; (b) obtaining a correction factor of the rotational stiffness of the steel structure splicing nodes based on the defect information; (c) obtaining the theoretical shear stiffness and theoretical bending stiffness of the steel structure splicing nodes; (d) obtaining the actual rotational stiffness of the steel structure splicing nodes based on the correction factor, the theoretical shear stiffness and the theoretical bending stiffness; (e) obtaining the actual geometric shape of the steel structure splicing nodes after all steel structure splicing nodes are installed; (f) obtaining the actual bearing capacity of the steel structure splicing nodes based on the actual geometric shape and the actual rotational stiffness; (g) obtaining the design bearing capacity of the steel structure splicing nodes; and (h) evaluating the reusability of the steel structure splicing nodes based on the actual bearing capacity and the design bearing capacity of the steel structure splicing nodes.

Description

Technical Field

[0001] The present invention relates to the technical field of prefabricated steel structures, and in particular to an evaluation method for steel structure splicing nodes. Background Art

[0002] Prefabricated steel structures are constructed from housing units or components manufactured to uniform, standard specifications from the Ministry of Construction. These units are prefabricated in factories and then transported to the construction site for assembly. Steel structures offer excellent machinability and are easy to assemble. The assembled buildings are lightweight, high-strength, energy-efficient, environmentally friendly, fast to construct, and highly industrialized. The development of prefabricated steel structures is a pressing requirement for green building and building industrialization in my country. In recent years, to actively support the concept of green development, promote energy-saving and environmentally friendly construction methods, and achieve sustainable development in the construction industry, the country has intensively introduced strategic development policies targeting the construction industry, encouraging and promoting prefabricated buildings. Prefabricated steel column assembly nodes are used to securely connect two steel columns in prefabricated buildings.

[0003] Steel structure joints are used in temporary factories and buildings, requiring frequent disassembly and reassembly. If the steel structures do not have significant defects or damage after disassembly, they are generally reused. Whether existing steel structure joints can be reused depends entirely on the engineers' experience and is highly uncertain.

[0004] At the same time, the current specifications do not have a systematic and comprehensive evaluation method for steel structure splicing nodes. They only stipulate the deviation size of their appearance, and do not specify how to deal with it when the deviation exceeds the specified value. Whether the components that exceed the deviation specified in the specification can be reused requires a certain method to be evaluated. This patent proposes an evaluation method that quantifies the impact of node deviation on structural stress by establishing a relationship between the deviation size and structural performance. Summary of the Invention

[0005] The purpose of the present invention is to provide a method for evaluating steel structure splicing nodes in order to overcome the defects of the above-mentioned prior art, so as to achieve scientific and effective evaluation of the reuse performance of steel structure splicing nodes.

[0006] The purpose of the present invention can be achieved by the following technical solutions:

[0007] A method for evaluating a steel structure splicing node comprises the following steps:

[0008] (a) obtaining defect information of a steel structure splicing node after the splicing node is disassembled;

[0009] (b) obtaining a correction factor for the rotational stiffness of the steel structure joint according to the defect information;

[0010] (c) Obtain the theoretical shear stiffness and theoretical bending stiffness of the steel structure splice node;

[0011] (d) obtaining an actual rotational stiffness of the steel structure joint according to the correction factor, the theoretical shear stiffness, and the theoretical bending stiffness;

[0012] (e) after all steel structure splicing nodes are installed, obtaining the actual geometric shape of the steel structure splicing nodes;

[0013] (f) obtaining an actual bearing capacity of the steel structure joint according to the actual geometric shape and the actual rotational stiffness;

[0014] (g) obtaining the design bearing capacity of the steel structure joint;

[0015] (h) Evaluating the reusability of the steel structure splicing node based on the actual bearing capacity and the designed bearing capacity of the steel structure splicing node.

[0016] In one embodiment, in step (a), the defect information includes defect type and defect size, the defect type includes convex defects and concave defects, and the defect size includes convex height and concave height.

[0017] In one embodiment, in the step (b), the following specific steps are included:

[0018] Obtaining elastic stage rotational stiffness according to the defect type and defect size;

[0019] The correction factor is obtained according to the rotational stiffness in the elastic stage.

[0020] In one embodiment, in step (c), the theoretical shear stiffness is obtained according to the following relationship:

[0021] R1=Gh1d c t c +Ed b A st cos 2 a sin a;

[0022] Where R1 is the theoretical shear stiffness, G is the shear modulus of the steel beam, h1 is the distance between the two flanges on the steel beam, and d c is the node domain width, t c is the thickness of the web of the steel beam, E is the elastic modulus of the steel beam, d b is the node domain height, A st is the total area of ​​the two oblique stiffeners, and a is the inclination angle of the oblique stiffeners.

[0023] In one embodiment, in step (c), the theoretical bending stiffness is obtained according to the following relationship:

[0024]

[0025] Wherein, R2 is the theoretical bending stiffness, E is the elastic modulus of the steel beam, I e is the moment of inertia of the end plate, h1 is the distance between the two flanges on the steel beam, e f It is the distance from the center of the bolts of the overhanging part of the end plate to the upper flange of the steel beam.

[0026] In one embodiment, in step (c), the moment of inertia of the end plate is obtained according to the following relationship:

[0027]

[0028] Among them, I e is the moment of inertia of the end plate, b p is the width of the end plate, t p is the thickness of the end plate;

[0029] In one embodiment, in step (d), the actual rotational stiffness is obtained according to the following relationship:

[0030]

[0031] Wherein, R is the actual rotational stiffness, η is the correction factor, and the correction factor satisfies the following relationship: 0<η≤1, R1 is the theoretical shear stiffness, and R2 is the theoretical bending stiffness.

[0032] In one embodiment, in step (g), the design bearing capacity is obtained according to the following relationship: Wherein, N' is the design bearing capacity, is the stability coefficient of the steel beam, which satisfies the following relationship: A is the cross-sectional area of ​​the steel beam, and f is the design tensile strength of the steel beam.

[0033] In one embodiment, the step (h) includes the following specific steps:

[0034] Obtaining a structural stress ratio of the steel structure splicing node according to the actual bearing capacity and the designed bearing capacity of the steel structure splicing node;

[0035] The reusability of the steel structure splicing node is evaluated according to the structural stress ratio. When the structural stress ratio is less than or equal to 1, the steel structure splicing node is reusable; otherwise, the steel structure splicing node is not reusable.

[0036] In one embodiment, in step (h), the structural stress ratio is obtained according to the following relationship:

[0037]

[0038] r is the structural stress ratio, N is the actual bearing capacity, and N′ is the designed bearing capacity.

[0039] Compared with the prior art, the present invention has the following advantages:

[0040] 1. In this steel structure splicing node evaluation method, the actual rotational stiffness of the steel structure is first calculated based on the correction factor, the theoretical shear stiffness, and the theoretical bending stiffness. The actual bearing capacity of the steel structure is then calculated based on the actual geometric shape and the actual rotational stiffness. Finally, the reusability of the steel structure is evaluated based on the actual bearing capacity and the design bearing capacity. Because the calculation process takes into account the defect information of the steel structure splicing node after use and the actual geometric shape of the steel structure splicing node after reuse, the calculated actual bearing capacity is more realistic and reliable. Finally, the reusability evaluated based on the actual bearing capacity and the design bearing capacity also has a high degree of authenticity.

[0041] 2. In this steel structure splicing node evaluation method, the theoretical shear stiffness and theoretical bending stiffness can be calculated based on the physical structure and properties of the steel beam and end plate, and the actual size and shape of the steel structure are fully considered. The calculation results are true and reliable, avoiding the errors of traditional estimation methods.

[0042] 3. When calculating the actual rotational stiffness, the correction factor corrects the theoretical bending stiffness, improving the authenticity of the actual rotational stiffness.

[0043] 4. When evaluating steel structure splicing nodes, the structural stress ratio of the steel structure splicing nodes is first calculated based on the actual bearing capacity and design bearing capacity of the steel structure splicing nodes. The structural stress ratio is used to evaluate the reusability of the steel structure splicing nodes. That is, when the actual bearing capacity is less than or equal to the design bearing capacity, the steel structure splicing node is reusable, and when the actual bearing capacity is greater than the design bearing capacity, the steel structure splicing node is not reusable. This method is simple and is conducive to correctly judging the reusability of steel structure splicing nodes. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 It is a three-dimensional diagram of the steel structure splicing node in the present invention.

[0045] Figure 2 It is a cross-sectional view of the steel structure splicing node in the present invention.

[0046] Figure 3 It is a cross-sectional view of the steel beam in the present invention.

[0047] Figure 4 It is a top view of the steel beam in the present invention.

[0048] Figure 5 Schematic diagram of the concave defect of the steel structure splicing node in the present invention.

[0049] Figure 6 Schematic diagram of a convex defect in a steel structure splicing node in the present invention.

[0050] Figure 7 It is a schematic diagram of the node domain structure of the steel structure splicing node in the present invention.

[0051] Figure 8 Schematic diagram of the flow of the evaluation method for steel structure splicing nodes in the present invention.

[0052] Figure numerals: 100, steel structure splicing node; 10, steel beam; 11, end plate; 111, first stiffening rib; 112, second stiffening rib; 12, connection hole; 13, web; 14, flange; 15, oblique stiffening rib; 20, high-strength bolt. DETAILED DESCRIPTION

[0053] The present invention is described in detail below with reference to the accompanying drawings and specific embodiments. This embodiment is implemented based on the technical solution of the present invention, and provides a detailed implementation method and specific operation process, but the protection scope of the present invention is not limited to the following embodiments.

[0054] A method for evaluating a steel structure splicing node 100 is described in detail below with reference to the accompanying drawings.

[0055] like Figures 1 to 4 As shown, in one embodiment, a steel structure splicing node 100 is provided, including two steel beams 10 and end plates 11 arranged on the steel beams 10. The end plates 11 of the two steel beams 10 are stacked and provided with a plurality of connection holes 12. High-strength bolts 20 pass through the connection holes 12 on the two end plates 11 in sequence to connect the two end plates 11 together.

[0056] Specifically, if Figure 1 As shown, in one embodiment, the steel beam 10 is an I-beam 10 , which includes a web 13 and two flanges 14 connected to both ends of the web 13 , and the two flanges 14 are arranged opposite to each other along a first direction.

[0057] Further, if Figure 4 As shown, in one embodiment, the length direction of the end plate 11 is parallel to the first direction, and the length of the end plate 11 is greater than the first direction dimension of the steel beam 10 .

[0058] Further, if Figure 1 、 Figure 2 、 Figure 3 and Figure 4 As shown, in one embodiment, a portion of the end plate 11 extending out of the first steel beam 10 in the first direction is provided with a first stiffening rib 111 .

[0059] In this specific embodiment, two first stiffening ribs 111 are provided, which are respectively connected to the side walls of the two flanges 14 of the steel beam 10 .

[0060] Specifically, if Figure 4 As shown, in one embodiment, the width direction of the end plate 11 is the second direction, the second direction is perpendicular to the first direction, and the width of the end plate 11 is greater than the second direction dimension of the steel beam 10.

[0061] Specifically, if Figure 1 and Figure 4 As shown, in one embodiment, a portion of the end plate 11 extending out of the steel beam 10 in the second direction is provided with a second stiffening rib 112 .

[0062] Further, if Figure 1 and Figure 4 As shown, in one embodiment, eight second stiffening ribs 112 are provided, and are respectively connected to both ends of the flange 14 of the steel beam 10 .

[0063] Specifically, if Figure 4 As shown, in one embodiment, the end plate 11 is an I-shaped end plate 11, and the I-shaped end plate 11 is arranged in the same direction as the I-beam 10. At the same time, the shape of the end plate 11 matches the shape of the steel beam 10. The use of the I-shaped end plate 11 and the I-beam 10 can reduce the amount of steel used while ensuring the stability of the connection node structure, and reduce the probability of damage to the end plate 11 during transportation and installation.

[0064] Specifically, if Figure 4 As shown, in one embodiment, the connection holes 12 are distributed on the end plate 11 at both sides of the wing plate 14 , and a row of connection holes 12 along the width direction of the end plate 11 is respectively provided on both sides of the wing plate 14 .

[0065] like Figure 8 As shown, in one embodiment, a method for evaluating a steel structure splicing node 100 is provided, comprising the following steps:

[0066] (a) After the steel structure splicing node 100 is disassembled, obtaining defect information of the steel structure splicing node 100;

[0067] (b) obtaining a correction factor for the rotational stiffness of the steel structure splicing node 100 based on the defect information;

[0068] (c) obtaining the theoretical shear stiffness and theoretical bending stiffness of the steel structure splicing node 100;

[0069] (d) obtaining the actual rotational stiffness of the steel structure splicing node 100 according to the correction factor, the theoretical shear stiffness, and the theoretical bending stiffness;

[0070] (e) after all the steel structure splicing nodes 100 are installed, obtaining the actual geometric shape of the steel structure splicing nodes 100;

[0071] (f) obtaining the actual bearing capacity of the steel structure splicing node 100 according to the actual geometric shape and the actual node rotation stiffness;

[0072] (g) obtaining the design bearing capacity of the steel structure splicing node 100;

[0073] (h) Evaluating the reusability of the steel structure splicing node 100 based on the actual bearing capacity and the designed bearing capacity of the steel structure splicing node 100 .

[0074] In the evaluation method of the steel structure splicing node 100, the actual rotational stiffness of the steel structure is first calculated based on the correction factor, the theoretical shear stiffness and the theoretical bending stiffness, and then the actual bearing capacity of the steel structure is calculated based on the actual geometric shape and the actual rotational stiffness. Finally, the reusability of the steel structure is evaluated based on the actual bearing capacity and the design bearing capacity. Since the defect information of the steel structure splicing node 100 after use and the actual geometric shape of the steel structure splicing node 100 after reuse are taken into account in the calculation process, the calculated actual bearing capacity is more real and reliable. Finally, the reusability evaluated based on the actual bearing capacity and the design bearing capacity also has a high degree of authenticity.

[0075] Specifically, in one embodiment, the actual geometric shape refers to the actual coordinates of the shape of the factory building. A real finite element model is established based on the actual geometric shape and the actual node rotation stiffness to calculate the actual bearing capacity of the steel structure splicing node 100.

[0076] Specifically, if Figure 5 and Figure 6 As shown, in one embodiment, in the step (a), the defect information includes defect type and defect size, the defect type includes convex defects and concave defects, and the defect size includes convex height e1 and concave height e2.

[0077] In one embodiment, in the step (b), the following specific steps are included:

[0078] Obtaining the elastic stage rotational stiffness according to the defect type and defect size;

[0079] The correction factor is obtained according to the rotational stiffness in the elastic stage.

[0080] Furthermore, in one embodiment, the correction factor satisfies the following relationship:

[0081] When the defect type is a convex defect, when e1≤h / 300, the correction factor η is 1; when h / 300<e1≤h / 200, the correction factor η is 0.9; when h / 200<e1≤h / 100, the correction factor η is 0.8; when h / 100<e1≤h / 50, it is 0.7.

[0082] When the defect type is a concave defect and e2≤h / 300, the correction factor η is 1; when e2>h / 300, the correction factor η is 0.9. Wherein, h is the cross-sectional height of the steel beam 10, that is, the dimension along the first direction.

[0083] Specifically, if Figure 7 As shown, in one embodiment, in the step (c), the theoretical shear stiffness is obtained according to the following relationship:

[0084] R1=Gh1d c t c +Ed b A st cos 2 a sin a;

[0085] Wherein, R1 is the theoretical shear stiffness, G is the shear modulus of the steel beam 10, h1 is the distance between the two flanges 14 on the steel beam 10, and d c is the node domain width, t c is the thickness of the web of the steel beam 10, E is the elastic modulus of the steel beam 10, d b is the node domain height, A st is the total area of ​​the two oblique stiffening ribs 15, and a is the inclination angle of the oblique stiffening rib 15.

[0086] The node domain is the area enclosed by the column, two webs, and the end plate. The node domain width is the distance between the column and the end plate, excluding their thickness. The node domain height is the distance between the two webs, excluding their thickness. Two oblique stiffeners 15 are provided between the two webs.

[0087] Specifically, in one embodiment, in the step (c), the theoretical bending stiffness is obtained according to the following relationship:

[0088]

[0089] Wherein, R2 is the theoretical bending stiffness, E is the elastic modulus of the steel beam 10, and I e is the moment of inertia of the end plate 11, h1 is the distance between the two flanges 14 on the steel beam 10, and e fIt is the distance from the center of the bolt of the overhanging part of the end plate 11 to the upper flange 14 of the steel beam 10.

[0090] Specifically, if Figure 7 As shown, in one embodiment, in the step (c), the moment of inertia of the end plate 11 is obtained according to the following relationship:

[0091]

[0092] Among them, I e is the moment of inertia of the end plate 11, b p is the width of the end plate 11, t p is the thickness of the end plate 11;

[0093] In the evaluation method of the steel structure splicing node 100, the theoretical shear stiffness and the theoretical bending stiffness can be calculated based on the physical structure and properties of the steel beam 10 and the end plate 11, and the actual size and shape of the steel structure are fully considered. The calculation results are true and reliable, avoiding the errors of traditional estimation methods.

[0094] Specifically, in one embodiment, in the step (d), the actual rotational stiffness is obtained according to the following relationship:

[0095]

[0096] Where R is the actual rotational stiffness, η is the correction factor, and the correction factor satisfies the following relationship: 0 < η ≤ 1. R1 is the theoretical shear stiffness, and R2 is the theoretical bending stiffness. When calculating the actual rotational stiffness, the correction factor modifies the theoretical bending stiffness, improving the authenticity of the actual rotational stiffness.

[0097] Specifically, in one embodiment, in step (g), the design bearing capacity is obtained according to the following relationship: Wherein, N' is the design bearing capacity, is the stability coefficient of the steel beam 10, which satisfies the following relationship: A is the cross-sectional area of ​​the steel beam 10 (the cross-sectional area of ​​a component refers to the total area without deducting losses such as connection holes), and f is the designed tensile strength of the steel beam 10.

[0098] In this specific embodiment, the value is generally in the range of 0 to 1 according to the slenderness ratio of the steel beam 10 , the yield strength of the steel beam 10 , and the cross-sectional shape classification and the specification.

[0099] In one embodiment, the step (h) includes the following specific steps:

[0100] Obtaining a structural stress ratio of the steel structure splicing node 100 according to the actual bearing capacity and the designed bearing capacity of the steel structure splicing node 100;

[0101] The reusability of the steel structure splicing node 100 is evaluated according to the structural stress ratio. When the structural stress ratio is less than or equal to 1, the steel structure splicing node 100 is reusable; otherwise, the steel structure splicing node 100 is not reusable.

[0102] In one embodiment, in step (h), the structural stress ratio is obtained according to the following relationship:

[0103]

[0104] r is the structural stress ratio, N is the actual bearing capacity, and N′ is the designed bearing capacity.

[0105] When evaluating the steel structure splicing node 100, the structural stress ratio of the steel structure splicing node 100 is first calculated based on the actual bearing capacity and the design bearing capacity of the steel structure splicing node 100. The structural stress ratio is used to evaluate the reusability of the steel structure splicing node 100. That is, when the actual bearing capacity is less than or equal to the design bearing capacity, the steel structure splicing node 100 is reusable, and when the actual bearing capacity is greater than the design bearing capacity, the steel structure splicing node 100 is not reusable. The method is simple and is conducive to correctly judging the reusability of the steel structure splicing node 100.

[0106] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like to indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0107] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of the technical features being referred to. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless otherwise specifically defined.

[0108] In the present invention, unless otherwise specified or limited, the terms "installed," "connected," "connect," "fixed," etc. should be understood in a broad sense. For example, they can refer to fixed connection, detachable connection, or integration; mechanical connection, electrical connection; direct connection, or indirect connection through an intermediate medium; internal communication between two components, or interaction between two components, unless otherwise specified. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0109] In the present invention, unless otherwise expressly specified or limited, when a first feature is "above" or "below" a second feature, it may mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediary. Furthermore, when a first feature is "above," "above," or "above" a second feature, it may mean that the first feature is directly above or diagonally above the second feature, or simply means that the first feature is at a higher level than the second feature. When a first feature is "below," "below," or "below" a second feature, it may mean that the first feature is directly below or diagonally below the second feature, or simply means that the first feature is at a lower level than the second feature.

[0110] It should be noted that when an element is referred to as being "fixed to" or "disposed on" another element, it may be directly on the other element or there may be an intermediate element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be an intermediate element. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only implementation methods.

[0111] The above describes in detail the preferred embodiments of the present invention. It should be understood that those skilled in the art can make numerous modifications and variations based on the concepts of the present invention without inventive effort. Therefore, any technical solutions that can be derived by those skilled in the art through logical analysis, reasoning, or limited experimentation based on the concepts of the present invention and the prior art should be within the scope of protection defined by the claims.

Claims

1. A method for evaluating steel structure splicing nodes, characterized in that: The steps include: (a) obtaining defect information of a steel structure splicing node after the splicing node is disassembled; (b) obtaining a correction factor for the rotational stiffness of the steel structure joint according to the defect information; (c) Obtain the theoretical shear stiffness and theoretical bending stiffness of the steel structure splice node; (d) obtaining the actual rotational stiffness of the steel structure joint according to the correction factor, the theoretical shear stiffness, and the theoretical bending stiffness; (e) after all steel structure splicing nodes are installed, obtaining the actual geometric shape of the steel structure splicing nodes; (f) obtaining an actual bearing capacity of the steel structure joint according to the actual geometric shape and the actual rotational stiffness; (g) obtaining the design bearing capacity of the steel structure joint; (h) Evaluating the reusability of the steel structure splicing node based on the actual bearing capacity and the designed bearing capacity of the steel structure splicing node.

2. The method for evaluating a steel structure splicing node according to claim 1, wherein: In the step (a), the defect information includes defect type and defect size, the defect type includes convex defects and concave defects, and the defect size includes convex height and concave height.

3. The method for evaluating a steel structure splicing node according to claim 2, wherein: In the step (b), the following specific steps are included: Obtaining elastic stage rotational stiffness according to the defect type and defect size; The correction factor is obtained according to the rotational stiffness in the elastic stage.

4. The method for evaluating a steel structure splicing node according to claim 1, wherein: In the step (c), the theoretical shear stiffness is obtained according to the following relationship: R1=Gh1d c t c +Ed b A st cos 2 asina; Where R1 is the theoretical shear stiffness, G is the shear modulus of the steel beam, h1 is the distance between the two flanges on the steel beam, and d c is the node domain width, t c is the thickness of the web of the steel beam, E is the elastic modulus of the steel beam, d b is the node domain height, A st is the total area of ​​the two oblique stiffeners, and a is the inclination angle of the oblique stiffeners.

5. The method for evaluating a steel structure joint according to claim 1, wherein: In the step (c), the theoretical bending stiffness is obtained according to the following relationship: Wherein, R2 is the theoretical bending stiffness, E is the elastic modulus of the steel beam, I e is the moment of inertia of the end plate, h1 is the distance between the two flanges on the steel beam, e f It is the distance from the center of the bolts of the overhanging part of the end plate to the upper flange of the steel beam.

6. The method for evaluating steel structure splicing nodes according to claim 5, characterized in that: In the step (c), the moment of inertia of the end plate is obtained according to the following relationship: Among them, I e is the moment of inertia of the end plate, b p is the width of the end plate, t p is the thickness of the end plate.

7. The method for evaluating a connection node according to claim 1, wherein: In the step (d), the actual rotational stiffness is obtained according to the following relationship: Wherein, R is the actual rotational stiffness, η is the correction factor, and the correction factor satisfies the following relationship: 0<η≤1, R1 is the theoretical shear stiffness, and R2 is the theoretical bending stiffness.

8. The method for evaluating a connection node according to claim 1, wherein: In the step (g), the design bearing capacity is obtained according to the following relationship: Wherein, N' is the design bearing capacity, is the stability coefficient of the steel beam, which satisfies the following relationship: A is the cross-sectional area of ​​the steel beam, and f is the design tensile strength of the steel beam.

9. The method for evaluating a connection node according to claim 1, wherein: In the step (h), the following specific steps are included: Obtaining a structural stress ratio of the steel structure splicing node according to the actual bearing capacity and the designed bearing capacity of the steel structure splicing node; The reusability of the steel structure splicing node is evaluated according to the structural stress ratio. When the structural stress ratio is less than or equal to 1, the steel structure splicing node is reusable; otherwise, the steel structure splicing node is not reusable.

10. The method for evaluating a connection node according to claim 9, wherein: In the step (h), the structural stress ratio is obtained according to the following relationship: r is the structural stress ratio, N is the actual bearing capacity, and N′ is the designed bearing capacity.

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