Special-shaped beam-column joint

Abstract

The utility model discloses a purpose lies in providing a kind of special-shaped beam-cylinder node, including round steel column;One pair of same cross section box girder end head is at angle and is bonded and welded in round steel column two sides, two sides box girder end head is aligned in height direction, box girder end head is equipped with the box girder positioning plate for the positioning when splicing adjacent box girder section;One pair of different cross section I-beam end head is linear and is bonded and welded in round steel column two sides, two sides I-beam end head is staggered and is equipped between two sides box girder end head, larger I-beam end head is as the end head of continuous beam, smaller I-beam end head is as the end head of cantilever beam, larger I-beam end head bottom end is aligned with box girder end head bottom end, smaller I-beam end head top end is aligned with box girder end head top end, I-beam end head is equipped with the I-beam positioning plate for the positioning when splicing adjacent I-beam section and the connecting plate for connection.The node can adapt to building function diversification and modeling complexification on the basis of guaranteeing force transmission reliable, provide greater play space for building design.

Description

Technical Field

[0001] This utility model belongs to the field of steel structure, specifically relating to an irregular beam-cylinder joint. Background Technology

[0002] In the field of steel structures, as modern architecture continues to pursue breakthroughs in design, large cultural and artistic venues, commercial complexes, football stadiums and other venues all hope to showcase the iconicity and artistry of the building through a unique appearance, which has resulted in increasingly complex shapes for building facades.

[0003] Beam-column joints are the core joints of steel structures. They not only bear the responsibility of force transmission, but also affect the shape and layout. Current beam-column joints have failed to adapt to the diversification of building functions and the complexity of shapes, and have limitations in meeting the needs of large spaces and special building forms. Utility Model Content

[0004] The purpose of this utility model is to provide an irregular beam-column joint that, while ensuring reliable force transmission, can adapt to the diversification of building functions and the complexity of shapes, thus providing greater room for architectural design.

[0005] The technical solution adopted in this utility model is: An irregular beam-column joint includes a circular steel column; a pair of box girder ends with the same cross-section are welded at an included angle to both sides of the circular steel column, the two box girder ends are aligned in the height direction, and the box girder ends are provided with a box girder positioning plate for positioning when splicing adjacent box girder segments; a pair of I-beam ends with different cross-sections are welded in a straight line to both sides of the circular steel column, the two I-beam ends are staggered between the two box girder ends, the larger I-beam end serves as the end of the continuous beam, the smaller I-beam end serves as the end of the cantilever beam, the bottom end of the larger I-beam end is aligned with the bottom end of the box girder end, the top end of the smaller I-beam end is aligned with the top end of the box girder end, and the I-beam end is provided with an I-beam positioning plate for positioning when splicing adjacent I-beam segments and a connecting plate for connection.

[0006] Preferably, for the larger and smaller I-beam ends, the difference in cross-sectional area is 15%-30% of the cross-sectional area of ​​the larger I-beam end.

[0007] Preferably, the included angle between the ends of the two box girders is 135°-180°.

[0008] Preferably, the top and bottom surfaces of the box girder end and the I-beam end are covered with reinforcing plates. One side of the reinforcing plate is welded to the round steel column, and the other side is welded to the box girder end or the I-beam end. The reinforcing plate gradually narrows from the end closer to the round steel column to the end farther away from the round steel column.

[0009] Preferably, studs are welded to the outer top surface of both the box girder end and the I-beam end.

[0010] Preferably, a transverse reinforcement plate for laying transverse reinforcing bars is welded to the outer side of the box girder end.

[0011] Preferably, a longitudinal support plate is provided vertically on the lower side of the transverse stiffening plate. The upper end of the longitudinal support plate is welded to the transverse stiffening plate, welded along the line to the end of the box girder, and the lower end is cut at a 45° angle.

[0012] Preferably, transverse stiffening plates are provided at equal intervals inside the box girder end, and the four sides of the transverse stiffening plates are welded to the box girder end.

[0013] Preferably, stiffening ribs are symmetrically provided on both sides of the web at the end of the I-beam, and the upper and lower edges of the stiffening ribs are welded to the upper flange plate and the lower flange plate at the end of the I-beam, respectively, and the inner edges are welded to the web plate at the end of the I-beam.

[0014] Preferably, the connecting plate is clamped on both sides of the web at the end of the I-beam, the connecting plate extends forward from the end of the I-beam, and the connecting plate and the web at the end of the I-beam are provided with bolt holes for mating with high-strength bolts.

[0015] The beneficial effects of this utility model are: The box girder ends are aligned at the same height and symmetrically distributed at an angle, forming a V-shaped box girder load-bearing system that effectively transfers loads and makes the structural stress more rational. The I-beam ends on both sides are staggered vertically, allowing adjustment of the cross-sectional shape and size according to the bending moment and shear force distribution borne by the beam, thereby optimizing the stress performance. The I-beam ends on both sides are staggered between the box girder ends, and the cross structure optimizes the internal force transmission path, enhances the seismic performance and energy dissipation capacity of the joint, and reduces welding residual stress. The box girder positioning plate and the I-beam positioning plate ensure the docking accuracy. The bottom of the larger I-beam end is aligned with the bottom of the box girder end, and the top of the smaller I-beam end is aligned with the top of the box girder end, forming a stepped force transmission system. The smaller I-beam end, as the end of the cantilever beam, can form the building's exterior facade design, facilitating the installation of ancillary facilities. The larger I-beam end, as the end of the continuous beam, can form the building's force transmission structure. This node, while ensuring reliable force transmission, can adapt to the diversification of building functions and the complexity of shapes, providing greater room for architectural design and can be applied to buildings with complex force transmission, large spans, and special architectural forms. Attached Figure Description

[0016] Figure 1 This is a perspective view of the irregular beam-cylinder node in the embodiment of the utility model.

[0017] Figure 2 This is a top view of the irregular beam-cylinder node in the embodiment of the utility model.

[0018] In the diagram: 1-Round steel column; 2-I-beam end; 3-Stiffening rib; 4-Connecting plate; 5-Longitudinal support plate; 6-Reinforcing plate; 7-Stud; 8-I-beam positioning plate; 9-High-strength bolt; 10-Box girder positioning plate; 11-Transverse stiffening plate; 12-Transverse stiffening plate; 13-Box girder end. Detailed Implementation

[0019] The present application will now be described in further detail with reference to the accompanying drawings and embodiments.

[0020] This embodiment discloses an irregular beam-cylinder joint, such as... Figure 1 and Figure 2 As shown, it includes a circular steel column 1, a box girder end 13, and an I-beam end 2; wherein: a pair of box girder ends 13 with the same cross-section are welded at an included angle to both sides of the circular steel column 1, the two box girder ends 13 are aligned in the height direction, and the box girder ends 13 are provided with box girder positioning plates 10 for positioning when splicing adjacent box girder segments, see Figure 1 and Figure 2 A pair of I-beam ends 2 with different cross-sections are welded in a straight line to both sides of the round steel column 1. The two I-beam ends 2 are staggered between the two box girder ends 13. The larger I-beam end 2 serves as the end of the continuous beam, and the smaller I-beam end 2 serves as the end of the cantilever beam. The bottom end of the larger I-beam end 2 is aligned with the bottom end of the box girder end 13, and the top end of the smaller I-beam end 2 is aligned with the top end of the box girder end 13. The I-beam end 2 is equipped with an I-beam positioning plate 8 for positioning when splicing adjacent I-beam segments and a connecting plate 4 for connection. See Figure 1 and Figure 2 .

[0021] This node, while ensuring reliable force transmission, can adapt to diverse building functions and complex shapes, providing greater flexibility in architectural design. It can be applied to buildings with complex force transmission, large spans, and special architectural forms. The box girder ends 13 are aligned at the same height and symmetrically distributed at an angle, forming a V-shaped box girder load-bearing system that effectively transfers loads and makes the structural stress more rational. The I-beam ends 2 on both sides are staggered vertically, allowing for adjustment of the cross-sectional shape and size according to the bending moment and shear force distribution borne by the beam, thereby optimizing the stress performance. The I-beam ends 2 on both sides are staggered between the box girder ends 13 on both sides, and the cross structure optimizes the internal force transmission path, enhances the seismic performance and energy dissipation capacity of the joint, and reduces welding residual stress. The box girder positioning plate 10 and the I-beam positioning plate 8 ensure the docking accuracy. The bottom of the larger I-beam end 2 is aligned with the bottom of the box girder end 13, and the top of the smaller I-beam end 2 is aligned with the top of the box girder end 13, forming a stepped force transmission system. The smaller I-beam end 2 serves as the end of the cantilever beam, which can form the exterior facade of the building and facilitate the installation of ancillary facilities. The larger I-beam end 2 serves as the end of the continuous beam, which can form the force transmission structure of the building.

[0022] In this application, the dimensions and connection methods of the round steel column 1, the box girder end 13, and the I-beam end 2 are set according to actual needs and are not limited. In this embodiment, the wall thickness of the round steel column 1 is 40mm, and C50 self-compacting concrete is poured inside. The width of the box girder end 13 is 850mm, the height is 1000mm, and the wall thickness is 40mm. The flange width of the I-beam end 2, which is the end of the continuous beam, is 850mm, the web height is 770mm, and the thickness is 40mm. The thickness of the I-beam end 2, which is the end of the cantilever beam, is 40mm. The box girder end 13 and the round steel column 1, and the I-beam end 2 and the round steel column 1 are connected by full penetration welding. The box girder end 13 and the adjacent box girder segment are connected by welding the four sides of the port. The I-beam end 2 and the adjacent I-beam segment are connected by connecting plate 4 and high-strength bolts 9, and also by welding the upper and lower flange plates.

[0023] In this application, the relative size of the two I-beam ends 2 is set according to actual needs and is not limited; in this embodiment, for the larger I-beam end 2 and the smaller I-beam end 2, the difference in cross-sectional area between the two is 15%-30% of the cross-sectional area of ​​the larger I-beam end 2.

[0024] In this application, the included angle of the two box girder ends 13 is set according to actual needs and is not limited; in this embodiment, the included angle of the two box girder ends 13 is 135°-180°.

[0025] To improve the bending stiffness and fatigue performance of nodes, such as Figure 1 and Figure 2As shown, preferably, the top and bottom surfaces of the box girder end 13 and the I-beam end 2 are covered with reinforcing plates 6. One side of the reinforcing plate 6 is welded to the round steel column 1, and the other side is welded to the box girder end 13 or the I-beam end 2. The reinforcing plate 6 gradually narrows from the end close to the round steel column 1 to the end away from the round steel column 1. Its gradually narrowing design realizes the smooth transfer of stress, so that the structure exhibits better ductility and energy dissipation capacity when subjected to dynamic loads. The reinforcing plate 6 preferably uses welding materials with the same strength as the base material, and preferably uses full penetration welding. The thickness of the reinforcing plate 6 is the thickness of the top surface of the box girder end 13 or the I-beam end 2.

[0026] To enhance structural strength and optimize stress distribution, such as Figure 1 and Figure 2 As shown, preferably, studs 7 are welded to the outer top surfaces of both the box girder end 13 and the I-beam end 2.

[0027] In this embodiment, preferably: Figure 1 and Figure 2 As shown, a transverse reinforcement plate 11 for laying transverse reinforcing bars is welded to the outer side of the box girder end 13. The transverse reinforcement plate 11 can lay and position the transverse reinforcing bars. The thickness of the transverse reinforcement plate 11 is 1.5 times the thickness of the steel plate of the box girder end 13. Furthermore, a longitudinal support plate 5 is vertically provided on the lower side of the transverse reinforcement plate 11. The upper end of the longitudinal support plate 5 is welded to the transverse reinforcement plate 11 and welded along the line to the upper and lower ends of the box girder end 13 with a 45° chamfer treatment. The transverse reinforcement plate 11 and the longitudinal support plate 5 can form a grid space to optimize the stress transfer path.

[0028] In this embodiment, preferably: Figure 1 As shown, transverse stiffening plates 12 are provided at equal intervals inside the box girder end 13, and the four sides of the transverse stiffening plates 12 are welded to the box girder end 13. The transverse stiffening plates 12 enhance the local stiffness and buckling resistance of the box girder end 13. The transverse stiffening plates 12 are fully penetrated welded, and the thickness of the transverse stiffening plates 12 is the same as that of the steel plate of the box girder end 13. The spacing of the transverse stiffening plates 12 does not exceed 1.5 times the short side dimension of the box girder end 13.

[0029] In this embodiment, preferably: Figure 1 As shown, stiffening ribs 3 are symmetrically provided on both sides of the web of the I-beam end 2. The upper and lower edges of the stiffening ribs 3 are welded to the upper and lower flange plates of the I-beam end 2, respectively, and the inner edge is welded to the web of the I-beam end 2. The stiffening ribs 3 can enhance the structural strength of the I-beam end 2. The stiffening ribs 3 are made of double-sided continuous corner welding and the stiffening ribs 3 are the same thickness as the steel plate of the I-beam end 2.

[0030] In this embodiment, preferably: Figure 1 and Figure 2As shown, the connecting plate 4 is clamped on both sides of the web of the I-beam end 3. The connecting plate 4 extends forward from the I-beam end 3. The web of the connecting plate 4 and the I-beam end 3 is provided with bolt holes for mating with high-strength bolts 9.

[0031] The embodiments described above are some, but not all, of the embodiments of this application. The detailed description of the embodiments of this application is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

Claims

1. An irregularly shaped beam-column joint, comprising a circular steel column; characterized in that: A pair of box girders with identical cross-sections are welded at an angle to both sides of a circular steel column. The ends of the two box girders are aligned in the height direction. The ends of the box girders are equipped with positioning plates for positioning when splicing adjacent box girder segments. A pair of I-beams with different cross-sections are welded in a straight line to both sides of a circular steel column. The ends of the two I-beams are staggered between the ends of the two box girders. The larger I-beam end serves as the end of a continuous beam, and the smaller I-beam end serves as the end of a cantilever beam. The bottom end of the larger I-beam end is aligned with the bottom end of the box girder end, and the top end of the smaller I-beam end is aligned with the top end of the box girder end. The ends of the I-beams are equipped with positioning plates for positioning when splicing adjacent I-beam segments and connecting plates for connection.

2. The irregular beam-cylinder joint as described in claim 1, characterized in that: For larger and smaller I-beam ends, the difference in cross-sectional area is 15%-30% of the cross-sectional area of ​​the larger I-beam end.

3. The irregular beam-cylinder joint as described in claim 1, characterized in that: The included angle between the ends of the box girders on both sides is 135°-180°.

4. The irregular beam-cylinder joint as described in claim 1, characterized in that: Reinforcing plates are laid on the top and bottom surfaces of the box girder ends and I-beam ends. One side of the reinforcing plate is welded to the round steel column, and the other side is welded to the box girder end or I-beam end. The reinforcing plate gradually narrows from the end closer to the round steel column to the end farther away from the round steel column.

5. The irregular beam-cylinder joint as described in claim 1, characterized in that: Both the box girder end and the I-beam end have studs welded to their outer top surfaces.

6. The irregular beam-cylinder joint as described in claim 1, characterized in that: The outer side of the box girder end is welded with a transverse reinforcement plate for laying transverse reinforcing bars.

7. The irregular beam-cylinder joint as described in claim 6, characterized in that: A longitudinal support plate is vertically installed on the lower side of the transverse stiffening plate. The upper end of the longitudinal support plate is welded to the transverse stiffening plate, welded along the line to the end of the box girder, and the lower end is cut at a 45° angle.

8. The irregular beam-cylinder joint as described in claim 1, characterized in that: The box girder end is provided with transverse stiffening plates at equal intervals inside, and the four sides of the transverse stiffening plates are welded to the box girder end.

9. The irregular beam-cylinder joint as described in claim 1, characterized in that: The web at the end of the I-beam is symmetrically provided with stiffening ribs on both sides. The upper and lower edges of the stiffening ribs are welded to the upper and lower flange plates at the end of the I-beam, respectively, and the inner edges are welded to the web at the end of the I-beam.

10. The irregular beam-cylinder joint as described in claim 1, characterized in that: The connecting plates are clamped on both sides of the web at the end of the I-beam, and the connecting plates extend forward from the end of the I-beam. The connecting plates and the web at the end of the I-beam are provided with bolt holes for high-strength bolts.

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