A full bolted connection joint of h-shaped steel beam and steel pipe column or h-shaped steel column in weak axis

Abstract

The utility model relates to a steel structure technical field discloses a full bolted joint node of H shaped steel beam and steel pipe column or H shaped steel column weak axis, and this node includes steel pipe column or H shaped steel column, H shaped steel short beam and H shaped steel beam, and one end of H shaped steel short beam is welded on the web of steel pipe column or H shaped steel column, and the other end is welded with first end plate, first end plate includes the main body section between the two wings of H shaped steel short beam and the extension section outside the two wings of H shaped steel short beam, and one end of H shaped steel beam is equipped with the second end plate of matching contact with first end plate and through bolted connection. The node can overcome the shortcomings of traditional weak axis rigid connection with large steel quantity, complex node structure and large number of bolts, has the advantages of simple structure, good performance, high construction efficiency, can save H shaped steel column weak axis - H shaped steel beam end plate connection cost, and the construction speed is fast, can provide a more economical, reliable, convenient node form for the field of fabricated steel structure.

Description

Technical Field

[0001] This utility model relates to the field of steel structure technology, specifically to a fully bolted connection node between an H-shaped steel beam and a steel pipe column or the weak axis of an H-shaped steel column, which is suitable for prefabricated buildings. Background Technology

[0002] There are two main types of connections between H-beams and steel columns: connections between H-beams and H-beam columns, and connections between H-beams and steel pipe columns.

[0003] Currently, the H-beam-H-column strong axis end plate connection is widely used in steel structure buildings. End plate connections offer advantages such as high load-bearing capacity, high stiffness, and a simple and clear force transmission path, making them the most widely used node type in portal frames and multi-story steel frames. However, in the weak axis direction, traditional fully bolted rigid connections are uneconomical due to the large diameter and number of bolts and the numerous connecting plates, which severely restricts the development of prefabricated steel structures.

[0004] The connection between steel pipe columns and H-beams takes various forms and is widely used. These connections offer advantages such as high load-bearing capacity, high stiffness, a simple and clear force transmission path, and the absence of a weak axis. However, these connections either require on-site welding or one-way bolt connections. On-site welding is labor-intensive, time-consuming, and the welding quality cannot be effectively guaranteed. While one-way bolt connections overcome the impact of the closed section of the rectangular steel pipe column on the connection operation and accelerate construction, most existing one-way bolts are specially made fasteners, resulting in higher costs, weakened effective bolt cross-sections, weak bolt head load-bearing capacity, complex bolt structures, significant operational variability, inconvenient disassembly and replacement after installation, and low connection quality, making the connection easily damaged.

[0005] Therefore, there is an urgent need to propose a new type of all-bolted connection node between H-beams and steel pipe columns or the weak axis of H-beams, which can reduce the cost of connecting H-beams and steel columns and improve installation efficiency while ensuring the initial rotational stiffness and load-bearing capacity of the node. Utility Model Content

[0006] The technical problem to be solved by this utility model is to provide a fully bolted connection node between an H-shaped steel column and a steel pipe column or the weak axis of an H-shaped steel column, which can reduce the node connection cost while ensuring the initial rotational stiffness and bearing capacity of the node.

[0007] To achieve the above objectives, this utility model provides the following technical solution:

[0008] This utility model provides a fully bolted connection node between an H-shaped steel beam and a steel pipe column or the weak axis of an H-shaped steel column, including an H-shaped steel column, an H-shaped steel short beam, and an H-shaped steel beam. One end of the H-shaped steel short beam is welded to the web of the steel pipe column or H-shaped steel column, and the other end is welded to a first end plate. The first end plate includes a main section located between the two flanges of the H-shaped steel short beam and an extension section located outside the two flanges of the H-shaped steel short beam. One end of the H-shaped steel beam is provided with a second end plate that matches and contacts the first end plate and is connected by bolts.

[0009] Furthermore, the second end plate includes a main section located between the two flanges of the H-beam and an extension section located outside the two flanges of the H-beam; the main section of the first end plate is connected to the main section of the second end plate by bolts, and the extension section of the first end plate is correspondingly connected to the extension section of the second end plate by bolts.

[0010] Furthermore, the back of the first end plate extension is provided with stiffening ribs that connect to the H-beam short beam; the back of the second end plate extension is provided with stiffening ribs that connect to the H-beam.

[0011] Furthermore, the H-beam short beam is of the same type as the H-beam and is coaxially arranged.

[0012] Furthermore, the bolts and stiffening ribs are symmetrical about the web of the H-beam short beam.

[0013] Furthermore, the extension section includes an upper extension section located above the upper flange of the H-beam short beam; a set of bolts installed on the upper extension section is symmetrical about the upper flange of the H-beam short beam to the set of bolts closest to the upper flange of the H-beam short beam.

[0014] Furthermore, the extension section also includes a lower extension section located below the lower flange of the H-beam short beam; a set of bolts installed on the lower extension section is symmetrical about the lower flange of the H-beam short beam to the set of bolts closest to the lower flange of the H-beam short beam.

[0015] Furthermore, the thickness of the first end plate is greater than or equal to the thickness of the second end plate; the first end plate and the second end plate are provided with mounting holes for bolts to pass through.

[0016] Furthermore, the distance between the first end plate and the edge of the steel pipe column or H-shaped steel column is 50mm-150mm.

[0017] Furthermore, the width of the first end plate and the second end plate is greater than or equal to the width of the H-beam.

[0018] Furthermore, the steel pipe column is a rectangular steel pipe column or a circular steel pipe column.

[0019] Compared with the prior art, the present invention has the following beneficial effects:

[0020] 1) This utility model features an ingenious node design. By shifting the bolt connection area outward through the H-shaped steel short beam, it avoids the problems of existing unidirectional bolts, such as high cost, weakened effective cross-section of the bolt, weak bolt head bearing capacity, complex bolt structure, large operational variability, inconvenient disassembly and replacement after installation, low node connection quality, and easy node damage. The steel pipe column and H-shaped steel short beam and first end plate, as well as the H-shaped steel beam and second end plate and stiffening rib, can all be prefabricated in the factory. On-site installation only requires aligning the two end plates and inserting bolts for tightening, greatly improving construction efficiency and prefabrication level. The node has few components (column, short beam, two end plates, bolts, stiffening ribs), a clear connection method (factory welding + on-site bolt connection), simple structure, convenient installation, clear stress distribution, and high reliability. Compared to complex unidirectional bolt nodes or on-site welded nodes, this utility model node simplifies the structure, reduces on-site welding, lowers steel consumption, and reduces overall cost while ensuring performance.

[0021] 2) This utility model involves welding H-shaped steel short beams and end plates to the H-shaped steel column along the weak axis in a factory, and welding end plates at the beam ends. On-site, only bolts need to be passed through the two end plates to complete the fastening connection. Furthermore, this node can be either a semi-rigid or rigid connection node depending on calculation requirements, and its end plate thickness and stiffness are controllable. This node overcomes the disadvantages of traditional weak-axis fully bolted rigid connections, which involve large bolt diameters, numerous bolts, and many connecting plates, resulting in uneconomical connections. It offers advantages such as simple construction, good performance, and high construction efficiency. This node saves on the cost of H-shaped steel column-H-shaped steel beam weak-axis connections and allows for rapid construction. For the field of prefabricated steel structures, it provides a more economical, reliable, and convenient node form. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0023] Figure 1 This is a structural schematic diagram of a weak-axis connection between an H-section steel column and an H-section steel beam; where Figure (a) is the front view and Figure (b) is the right view.

[0024] Figure 2 A three-dimensional schematic diagram of the weak axis connection structure of an H-section steel column and an H-section steel beam;

[0025] Figure 3 This is an elevation view of the H-section steel column-H-section steel beam connection specimen in Example 1;

[0026] Figure 4 for Figure 3 Cross-sectional views of the pilot specimen; wherein, Figure (a) is cross-sectional view 1-1, Figure (b) is cross-sectional view 2-2, and Figure (c) is cross-sectional view 3-3;

[0027] Figure 5 Figure 1 shows a comparison of the connection structure of Example 1 with the performance of a traditional node; Figure 2 shows a comparison of the end plate thickness of 10 mm and Figure 3 shows a comparison of the end plate thickness of 16 mm.

[0028] Figure 6 This is a structural diagram of the connection between a steel pipe column and an H-beam.

[0029] In the diagram: 1. H-beam column; 2. H-beam short beam; 3. H-beam beam; 4. First end plate; 5. Bolt; 6. Stiffening rib; 7. Second end plate; 8. Steel pipe column. Detailed Implementation

[0030] The present invention will be further described below with reference to the accompanying drawings and embodiments. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0031] Example 1;

[0032] Reference Figures 1-2 This embodiment provides a fully bolted connection node between an H-beam and an H-beam column weak axis, including an H-beam column 1, an H-beam short beam 2, and an H-beam 3. One end of the H-beam short beam 3 is welded to the web of the H-beam column 1, and the other end is welded to a first end plate 4. The first end plate 4 includes a main section located between the two flanges of the H-beam short beam 2 and an extension section located outside the two flanges of the H-beam short beam 2. One end of the H-beam 3 is provided with a second end plate 7 that matches and contacts the first end plate 4 and is connected by bolts 5.

[0033] In this embodiment, the second end plate 7 includes a main section located between the two flanges of the H-beam 3 and an extension section located outside the two flanges of the H-beam 3; the main section of the first end plate 4 is connected to the main section of the second end plate 7 by bolts, and the extension section of the first end plate 4 is connected to the extension section of the second end plate 7 by bolts 5.

[0034] In this embodiment, the back of the extension of the first end plate 4 is provided with a stiffening rib 6 and connected to the H-shaped steel short beam 2; the back of the extension of the second end plate 7 is provided with a stiffening rib 6 and connected to the H-shaped steel beam 3.

[0035] In this embodiment, the H-beam short beam 2 and the H-beam 3 are of the same type and are coaxially arranged, that is, the flange of the H-beam short beam 2 is aligned with the flange of the H-beam 3, and the web of the H-beam short beam 2 is aligned with the web of the H-beam 3.

[0036] In this embodiment, bolt 5 and stiffening rib 6 are symmetrical about the web of H-beam short beam 2.

[0037] In this embodiment, the extension section includes an upper extension section located on the upper flange of the H-beam short beam 2; a set of bolts 5 installed on the upper extension section and the set of bolts 5 closest to the lower flange of the H-beam short beam 2 are symmetrical about the upper flange of the H-beam short beam 2. A total of four sets of bolts 5 are used, with two bolts in each set. Therefore, in addition to the two sets of bolts 5 symmetrically arranged on the upper and lower sides of the upper flange of the H-beam short beam 2, there are two other sets of bolts 5 arranged on the upper side of the lower flange of the H-beam short beam 2.

[0038] In this embodiment, the thickness of the first end plate 4 is greater than or equal to the thickness of the second end plate 7; the first end plate 4 and the second end plate 7 are provided with mounting holes for the bolts 5 to pass through. The thickness of the first end plate 4 is greater than or equal to the thickness of the second end plate 7 to ensure that, in the event of failure, the first end plate 4 fails later than or equal to the failure of the second end plate 7.

[0039] In this embodiment, the distance between the first end plate 4 and the edge of the H-shaped steel column 1 is 50mm-150mm, so that the bolt 5 has a sufficiently large installation gap.

[0040] In this embodiment, the heights of the upper and lower extensions of the first end plate 4 are calculated according to the "Steel Structure Design Standard" GB50017-2017, see page 122, section 11.5.2 for details.

[0041] In this embodiment, the thickness of the second end plate 7 is calculated based on the bearing capacity of the bolt 5, which is calculated according to the "Steel Structure Design Standard" GB50017-2017.

[0042] In this embodiment, the width of the first end plate 4 and the second end plate 7 is greater than or equal to the width of the H-shaped steel beam 3, and the width of the first end plate 4 and the width of the second end plate 7 are preferably the same.

[0043] In this embodiment, preferably, the thicknesses of the first end plate 4 and the second end plate 7 are equal.

[0044] In H-beams, the strong axis is the direction of the web's extension, and the weak axis is the direction perpendicular to the web. Typically, the strong axis of an H-beam is vertical, so the end plates also extend vertically. In H-beam columns, the strong axis is the direction of the web's extension, and the weak axis is the direction perpendicular to the web. Therefore, short H-beams are welded to the web to ensure its verticality. Steel pipe columns, however, do not have this distinction between strong and weak axes.

[0045] In this embodiment, H-beams and end plates are welded to the weak axis of the H-beam column in a factory, and end plates are welded to the beam ends. On-site, bolts are simply passed through the two end plates to complete the fastening connection. Furthermore, this node can be either a semi-rigid node (considered semi-rigid when the node stiffness is 0-12 times the beam's linear stiffness) or a rigid connection node (considered rigid when the node stiffness is greater than 12 times the beam's linear stiffness), depending on calculation requirements. The thickness and stiffness of the end plates are controllable. This node overcomes the disadvantages of traditional weak-axis fully bolted rigid connections, which require large bolt diameters, numerous bolts, and many connecting plates, making them uneconomical. It offers advantages such as simple construction, good performance, and high construction efficiency. This node saves on the cost of H-beam-H-beam weak-axis connections and provides a more economical and reliable node structure for prefabricated steel structures.

[0046] Example 2;

[0047] The difference between this embodiment and Embodiment 1 is that the extension section also includes a lower extension section located below the lower flange of the H-beam short beam 2; a set of bolts 5 installed on the lower extension section and the set of bolts 5 closest to the lower flange of the H-beam short beam 2 are symmetrical about the lower flange of the H-beam short beam 2. A total of four sets of bolts 5 are used, with two bolts in each set. In this case, two sets of bolts 5 are symmetrically arranged on the upper and lower sides of the upper flange of the H-beam short beam 2, and the other two sets of bolts 5 are symmetrically arranged on the upper and lower sides of the lower flange of the H-beam short beam 2.

[0048] The inventors discovered that at the weak axis connection node between the H-beam 2 and the H-beam column 2, the bending moment at the upper part of the node is much greater than the bending moment at the lower part of the node. Therefore, under normal circumstances, the connection node in Example 1 can be used. When the bending moment at the lower part of the node is also large, the connection node in Example 2 can be used.

[0049] Example 3;

[0050] Please see Figure 6 This embodiment provides a fully bolted connection node between an H-beam and a steel pipe column. The difference between this embodiment and Embodiment 1 or Embodiment 2 is the different steel columns used. In this embodiment, the steel column used is a steel pipe column 8. Specifically, the connection node also includes a steel pipe column 8, an H-beam short beam 2, and an H-beam 3. One end of the H-beam short beam 2 is welded to the steel pipe column 8, and the other end is welded with a first end plate 4. The first end plate 4 includes a main section located between the two flanges of the H-beam short beam 2 and an extension section located outside the two flanges of the H-beam short beam 2. One end of the H-beam 3 is provided with a second end plate 7 that matches and contacts the first end plate 4 and is connected by bolts 5.

[0051] Furthermore, the steel pipe column 8 is a rectangular steel pipe column or a circular steel pipe column.

[0052] This embodiment overcomes the shortcomings of traditional one-way bolt joints, such as the susceptibility to damage in the connection area and the complexity and easy removal of specially designed one-way bolts. The steel pipe column and H-beam short beam with first end plate, and the H-beam and second end plate with stiffening ribs, can all be prefabricated in the factory. On-site installation only requires aligning the two end plates and tightening the bolts to complete the connection, greatly improving construction efficiency and prefabrication level. The joint has few components (column, short beam, two end plates, bolts, stiffening ribs), a clear connection method (factory welding + on-site bolt connection), simple structure, convenient installation, clear stress distribution, and high reliability. Compared to complex one-way bolt joints or on-site welded joints, this utility model joint simplifies the structure, reduces on-site welding, lowers steel consumption, and reduces overall cost while ensuring performance. Specific Implementation Example 1;

[0054] Please see Figures 3-4 This embodiment provides an experimental test for a fully bolted connection node between an H-beam and an H-beam column on the weak axis.

[0055] The end-plate displacement node proposed in this embodiment avoids directly connecting the beam end plate to the column web, thus preventing the beam end load from directly and locally acting on the column web and adversely affecting the column's stress. Specifically, a short beam with varying flange width extends slightly along the column's weak axis, which is welded to the column web and flange. An end plate is welded to the end of the short beam, and then connected to the beam end plate using 10.9 grade torsion-shear type high-strength bolts. Two node specimens with end plate thicknesses of 10mm and 16mm were designed and fabricated, numbered JDR-10 and JDR-16 respectively. The two specimens are identical in dimensions and construction except for the end plate thickness.

[0056] The contact surfaces of the beam end plates are shot-blasted. Detailed node construction and dimensions are as follows: Figure 3-4 As shown, the data in parentheses are the dimensions of specimen JDR-16.

[0057] The H-shaped steel column was placed horizontally. A 1000kN electro-hydraulic servo-controlled actuator with a two-way hinge was used at the beam end to apply low-cycle reciprocating load in a plane. To ensure uniform force transmission, a thick steel plate was placed under each end of the column before it was placed on the ground. The ends of the column were then secured with pressure beams, which were firmly connected to the ground trench by screws. To prevent slippage of the specimen under the reciprocating horizontal load at the beam end, support brackets were installed at both ends of the column. One support bracket was firmly pressed against the column end, while a hydraulic jack and force sensor were placed between the other support bracket and the column end. An axial pressure of approximately 200kN (axial pressure ratio approximately 0.07) was applied to the column using the jack. The distance from the center of the actuator force application point to the friction surface of the end plate was 0.975m. To prevent out-of-plane instability of the beam, the actuator is connected to the beam end by four high-strength bolts with a diameter of 55mm, and lateral supports are installed to constrain the out-of-plane deformation of the beam, thereby ensuring the effective transfer of low-cycle reciprocating loads.

[0058] The experiment employed a horizontal loading method at the beam ends. Initially, force-controlled loading was used, with loading increments of 25% of the yield load, and each load increment was cycled once. Once the load reached the yield load, displacement-controlled loading was switched to a method with loading increments of Δy corresponding to the yield load, and each displacement increment was cycled three times. Figure 2 As shown. The loading steps for the two specimens were 7.5 mm and 10 mm, respectively, with three cycles per step; the loading control speed was 0.5 mm / s. Loading was stopped when the specimens exhibited the following phenomena: 1) the nodal bearing capacity decreased to below 85% of the peak load; 2) weld fracture or obvious local buckling of the plate occurred.

[0059] In the initial loading stage, no significant deformation was observed in any of the plates of specimen JDR-10. When the beam end displacement approached 15 mm, the yield strain was first reached at the junction of the south column flange and the short beam. During the second positive loading cycle with a displacement of 22.5 mm, slight deformation appeared in the end plate at the upper triangular stiffener. During the cyclic loading cycle with a displacement of 37.5 mm, significant deformation also appeared in the short beam end plate, with a deformation amplitude similar to that of the beam end plate. During the cyclic loading cycle with a displacement of 45 mm, residual deformation appeared in both end plates, with a noticeable arching at the beam flange end plate. During the third negative loading cycle with a displacement of 52.5 mm, the opening of the south end plate widened, and cracking occurred in the weld on the side of the north triangular stiffener. During the first negative loading cycle with a displacement of 67.5 mm, the south side of the short beam end plate near the triangular stiffener fractured, and the test was stopped. At this point, the column deformation was not significant, and the bolts were not damaged.

[0060] During cyclic loading of specimen JDR-16 with a displacement of 10 mm, the strain at each measuring point remained in an elastic state. During the first negative loading cycle with a displacement of 20 mm, the strain at the junction of the south column flange and the short beam reached the yield strain, and the strain at the north triangular stiffener also reached the yield strain, but at this point, the plates showed no significant deformation. During cyclic loading with a displacement increasing to 40 mm, the end plates no longer maintained a horizontal state, and the short beam shifted significantly in the vertical direction. During cyclic loading with a displacement of 60 mm, the column bending became very obvious, and the column flange showed a tendency for local buckling. During cyclic loading with a displacement of 70 mm, significant local buckling occurred in the column flange connected to the short beam, and the test was stopped. When the specimen failed, the connecting end plates showed no significant deformation, and the bolts remained intact.

[0061] To compare the performance of this type of node with that of the corresponding traditional node, this section will conduct a finite element comparative analysis of the traditional node. The traditional node structure used in this paper has all dimensions identical to the experimental node, including the column, end plate, stiffeners, bolt diameter, and spacing. The only difference is the removal of the short beam from the experimental node; instead, the beam end plate and column web are directly connected by high-strength bolts, and the beam length is the same as the specimen beam length. Two traditional nodes corresponding to the specimen are designated JDR-10T and JDR-16T. Finite element analysis was performed on these nodes using the same loading regime and boundary conditions as the experimental node. Performance comparisons between the two traditional nodes and this embodiment are obtained. Figure 5 As shown.

[0062] Experimental conclusion:

[0063] The hysteresis curve of the end-plate outward-moving node exhibits a relatively full spindle shape, with all node ductility coefficients greater than 3. The node possesses good energy dissipation capacity, ductility, and high flexural bearing capacity. The end-plate thickness significantly affects the bearing capacity and initial rotational stiffness of the end-plate outward-moving node. The plastic bending moment and ultimate bending moment of JDR-16 are approximately 1.2 times that of JDR-10, and the initial stiffness of the former is also greater than that of the latter. The end-plate outward-moving node is a typical semi-rigid connection node.

[0064] The failure mode, hysteresis curve, initial rotational stiffness, and ultimate bending moment of the end plate outward-moving node obtained by finite element analysis are in good agreement with the experimental results, indicating that the finite element model of the end plate outward-moving node established in this paper can well simulate the stress performance of this type of node.

[0065] The moment-rotation hysteresis curve of the end plate outward-moving node with the same beam-column size, end plate thickness and structure is much fuller than that of the traditional node. The initial rotational stiffness, yield moment and ultimate moment of the former are significantly greater than those of the latter. This indicates that the stress performance of the end plate outward-moving node proposed in this paper is better than that of the traditional node, and it can be used as a semi-rigid connection of weak axis beam and column of H-shaped steel column.

[0066] In addition, this utility model has the following advantages:

[0067] 1) One end of the H-beam short beam is directly welded to the web of the H-beam column, without welding to the flange of the H-beam column;

[0068] 2) Both the first and second end plates are made of a single piece of sheet metal extending outward from the flange of the H-beam short beam. In particular, the second end plate is made of a single piece of sheet metal and is also equipped with stiffening ribs for support. The stress state of the second end plate is better and more reasonable, and the deformation of the first and second end plates is more coordinated.

[0069] 3) Fewer bolts are used to connect the first end plate and the second end plate, which makes the connection convenient and the node installation efficiency high. Moreover, fewer bolts reduce the weakening of the original structural strength of the first end plate, the second end plate, the H-beam short beam, and the H-beam. Fewer bolts also save on other profiles and reduce node costs.

[0070] 4) For symmetrical end plates ( Figure 1 It is especially suitable for high-intensity seismic zones, where the negative bending moment at the nodes and the positive bending moment at the nodes in the bending moment envelope diagram are similar, and the stress performance in both directions is consistent, thus exhibiting good seismic performance.

[0071] 5) For asymmetrical end plates (the upper end extends outwards, and the lower end is flush with the bottom of the beam), Figure 6 It is especially suitable for low-rise and multi-story buildings in low-intensity seismic zones, where the negative bending moment at the nodes in the bending moment envelope diagram is much greater than the positive bending moment at the nodes; at the same time, it can also prevent the lower end from protruding from the bottom of the beam, thus affecting the building's net height and functionality.

[0072] The above description is merely a specific embodiment of the utility model, but the scope of protection of the utility model is not limited thereto. Any changes or substitutions conceived without inventive effort should be included within the scope of protection of the utility model. Therefore, the scope of protection of the utility model should be determined by the scope defined in the claims.

Claims

1. A fully bolted connection node between an H-beam and a steel pipe column or the weak axis of an H-beam, characterized in that: It includes steel pipe columns or H-shaped steel columns, H-shaped steel short beams and H-shaped steel beams. One end of the H-shaped steel short beam is welded to the web of the steel pipe column or H-shaped steel column, and the other end is welded to a first end plate. The first end plate includes a main section located between the two flanges of the H-shaped steel short beam and an extension section located outside the two flanges of the H-shaped steel short beam. One end of the H-shaped steel beam is provided with a second end plate that matches and contacts the first end plate and is connected by bolts.

2. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam according to claim 1, characterized in that: The second end plate includes a main section located between the two flanges of the H-beam and an extension section located outside the two flanges of the H-beam; the main section of the first end plate and the main section of the second end plate are connected by bolts, and the extension section of the first end plate and the extension section of the second end plate are connected by bolts.

3. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam according to claim 2, characterized in that: The back of the first end plate extension is provided with stiffening ribs that connect to the H-beam short beam; the back of the second end plate extension is provided with stiffening ribs that connect to the H-beam.

4. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam column according to claim 3, characterized in that: The H-beam short beam is of the same type as the H-beam and is coaxially arranged.

5. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam column according to claim 4, characterized in that: The bolts and stiffening ribs are symmetrical about the web of the H-beam short beam.

6. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam column according to claim 5, characterized in that: The extension section includes an upper extension section located above the upper flange of the H-beam short beam; a set of bolts installed on the upper extension section is symmetrical about the upper flange of the H-beam short beam to the set of bolts closest to the upper flange of the H-beam short beam.

7. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam column according to claim 6, characterized in that: The extension section also includes a lower extension section located below the lower flange of the H-beam short beam; a set of bolts installed on the lower extension section is symmetrical about the lower flange of the H-beam short beam to the set of bolts closest to the lower flange of the H-beam short beam.

8. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam according to claim 7, characterized in that: The thickness of the first end plate is greater than or equal to the thickness of the second end plate; the first end plate and the second end plate are provided with mounting holes for bolts to pass through.

9. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam according to claim 7, characterized in that: The distance between the first end plate and the edge of the steel pipe column or H-shaped steel column is 50mm-150mm.

10. The fully bolted connection node between the H-beam and the steel pipe column or the weak axis of the H-beam column according to claim 7, characterized in that: The steel pipe columns are either rectangular or circular.

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