Steel box girder and steel pipe column connecting joint and building
Patent Information
- Application Number
- CN202522211205.0
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-10-20
- Publication Date
- 2026-09-15
- Estimated Expiration
- 2035-10-20
AI Technical Summary
该节点解决了焊缝重叠导致应力集中以及剪力和弯矩无法有效传递的问题：该节点中，钢套筒通过钢加劲肋板焊接在钢管柱上，钢套筒位于钢箱梁与钢管柱的连接区域，加大了钢箱梁的焊接面，避免了焊缝重叠导致应力集中问题，降低了焊缝施工和焊缝检测难度；该节点中，钢加劲肋板既能连接钢套筒和钢管柱，还能优化剪力传力路径，使梁端剪力通过钢加劲肋板传递至钢管柱核心区，极大提高节点区抗剪承载力。并且，钢管柱上的钢加劲肋板和钢套筒可在工厂预制并焊接安装，减少了现场焊接工作量，提高了施工效率。
Smart Images
Figure CN224755216U_ABST
Abstract
Description
Technical Field
[0001] This utility model belongs to the field of steel structure, specifically relating to a connection node and building of a steel box girder and a steel pipe column. Background Technology
[0002] For steel structure buildings with large spans, to meet requirements for functionality, space utilization, and visual appeal, steel columns with smaller diameters and steel beams with minimal height are typically used. Among these, steel box girders, with their superior load-bearing capacity, can meet the load-bearing requirements of large spans while also satisfying the building's design requirement for lower beam height. However, this lower beam height design usually results in a wider beam width. Therefore, in large-span building structures, it is common to see small-diameter steel pipe columns connected to wide, flat steel box girders.
[0003] The design of connection nodes between small-diameter steel pipe columns and wide, flat steel box girders presents numerous challenges. Firstly, the wider width of the box girder compared to the smaller diameter of the steel pipe column results in overlapping weld seams between the beam flange and the column wall, creating stress concentration areas. Secondly, traditional connection methods suffer from unclear shear force transfer paths, reduced shear force transfer efficiency, and a higher risk of brittle failure at the connection point. These issues severely impact the load-bearing performance of the connection and the structural safety, hindering the implementation and widespread adoption of such architectural solutions. Utility Model Content
[0004] The purpose of this utility model is to provide a connection node between a steel box girder and a steel pipe column, and a building including the above-mentioned connection node. This node avoids stress concentration caused by weld overlap, optimizes the shear force transmission path, and improves the shear bearing capacity of the node area.
[0005] The technical solution adopted in this utility model is: A connection node between a steel box girder and a steel pipe column is provided. A steel sleeve is provided in the connection area of the steel box girder on the steel pipe column. There is an annular space between the inner side of the steel sleeve and the outer side of the steel pipe column, and steel stiffening ribs are distributed in the annular space. The steel sleeve is welded to the steel pipe column through the steel stiffening ribs. The steel box girder is distributed around the steel sleeve and closely welded to the outer side of the steel sleeve.
[0006] Preferably, the steel pipe column is rectangular or circular, and the steel sleeve is circular.
[0007] Preferably, the center of the steel sleeve coincides with the centroid of the steel pipe column.
[0008] Preferably, the steel stiffening ribs correspond one-to-one with the web of the steel box girder, with one side of the steel stiffening rib located at the corresponding web position of the steel box girder and the other side biased towards the centroid of the steel pipe column.
[0009] Preferably, the thickness of the steel stiffening rib is not less than the thickness of the corresponding steel box girder web + 2mm.
[0010] Preferably, the corners of the steel stiffening ribs are chamfered.
[0011] Preferably, it also includes a steel cover plate, a steel ring plate, and a steel inner partition plate. The steel cover plate covers the top of the steel pipe column and closes the upper end of the annular opening. The steel cover plate is welded to the top of the steel pipe column and the top of the steel sleeve. The steel ring plate is fitted on the steel pipe column and closes the lower end of the annular opening. The steel ring plate is welded to the outer side of the steel pipe column and the bottom end of the steel sleeve. The steel inner partition plate is welded inside the steel pipe column and is located at the lower flange of the steel box girder.
[0012] Preferably, the thickness of the steel cover plate and the steel ring plate is the maximum value of the flange thickness of all steel box girders.
[0013] Preferably, the thickness of the inner steel partition is the same as the thickness of the steel ring plate.
[0014] A building that includes the aforementioned connecting nodes.
[0015] The beneficial effects of this utility model are: This node addresses the issues of stress concentration caused by weld overlap and the ineffective transfer of shear force and bending moment. In this node, the steel sleeve is welded to the steel pipe column via steel stiffening ribs. Located in the connection area between the steel box girder and the steel pipe column, the steel sleeve increases the welding surface of the steel box girder, avoiding stress concentration caused by weld overlap and reducing the difficulty of weld construction and inspection. In this node, the steel stiffening ribs not only connect the steel sleeve and the steel pipe column but also optimize the shear force transmission path, allowing the shear force at the beam end to be transferred to the core area of the steel pipe column through the steel stiffening ribs, greatly improving the shear capacity of the node area. Furthermore, the steel stiffening ribs and steel sleeves on the steel pipe column can be prefabricated and welded in the factory, reducing on-site welding work and improving construction efficiency.
[0016] The steel cover plate, steel ring plate and steel inner diaphragm form a continuous bending interface with the steel box girder, which effectively transfers the bending moment at the beam end to the opposite steel box girder, significantly reducing the additional bending moment borne by the steel pipe column, and allowing the steel pipe column to return to the ideal stress state dominated by axial force. Attached Figure Description
[0017] Figure 1 This is a top view of the connection node between the steel box girder and the steel pipe column in Embodiment 1 of this utility model.
[0018] Figure 2 for Figure 1 Cross-sectional view at point AA.
[0019] Figure 3 yes Figure 1 Top view of the steel cover plate, steel ring plate and steel inner partition plate.
[0020] Figure 4 This is a top view of the connection node between the steel box girder and the steel pipe column in Embodiment 2 of this utility model.
[0021] In the diagram: 1-Steel box girder; 2-Steel pipe column; 3-Steel stiffening rib; 4-Steel sleeve; 5-Steel cover plate; 6-Steel ring plate; 7-Steel inner diaphragm. Detailed Implementation
[0022] The present application will be further described below with reference to the accompanying drawings and embodiments.
[0023] Example 1 This embodiment discloses a connection node between a steel box girder and a steel pipe column, such as... Figures 1 to 3 As shown, it includes a steel box girder 1, a steel pipe column 2, a steel stiffening rib plate 3, a steel sleeve 4, a steel cover plate 5, a steel ring plate 6, and a steel inner diaphragm 7.
[0024] like Figure 1 and Figure 2 As shown, a steel sleeve 4 is fitted onto the steel pipe column 2 in the connection area of the steel box girder 1. An annular space exists between the inner side of the steel sleeve 4 and the outer side of the steel pipe column 2. Steel stiffening ribs 3 are distributed within this annular space. The steel sleeve 4 is welded to the steel pipe column 2 via the steel stiffening ribs 3. The steel box girder 1 is distributed around the steel sleeve 4 and welded tightly to its outer side. This joint solves the problems of stress concentration caused by weld overlap and reduced shear force transfer efficiency, which can easily lead to brittle failure. In this joint, the steel sleeve 4 is welded to the steel pipe column 2 via the steel stiffening ribs 3. The steel sleeve 4 is located in the connection area of the steel box girder 1, increasing the welding surface of the steel box girder 1 and avoiding stress concentration caused by weld overlap, thus reducing the difficulty of weld construction and inspection. In this joint, the steel stiffening ribs 3 not only connect the steel sleeve 4 and the steel pipe column 2 but also optimize the shear force transfer path, allowing the beam end shear force to be transferred to the core area of the steel pipe column 2 through the steel stiffening ribs 3, greatly improving the shear bearing capacity of the joint area. Furthermore, the steel stiffening ribs 3 and steel sleeves 4 on the steel pipe column 2 can be prefabricated and welded in the factory, reducing the amount of on-site welding work and improving construction efficiency.
[0025] like Figure 1 As shown, in this embodiment, preferably, the steel pipe column 2 is circular, and the steel sleeve 4 is circular. Furthermore, preferably, the center of the steel sleeve 4 coincides with the center of the steel pipe column 2 to ensure uniform stress distribution.
[0026] like Figure 1 As shown, in this embodiment, preferably, the steel stiffening ribs 3 correspond one-to-one with the web of the steel box girder 1. One side of the steel stiffening ribs 3 is located at the corresponding web position of the steel box girder 1, and the other side is biased towards the centroid of the steel pipe column 2, thereby improving the shear force transmission performance. Furthermore, preferably, the thickness of the steel stiffening ribs 3 is not less than the thickness of the corresponding web of the steel box girder 1 + 2mm.
[0027] like Figure 2 As shown, in this embodiment, preferably, the corners of the steel stiffening rib plate 3 are chamfered to avoid stress concentration at the corners.
[0028] like Figure 2 As shown, in this embodiment, preferably, a steel cover plate 5 covers the top of the steel pipe column 2 and closes the upper end of the annular space. The steel cover plate 5 is welded to the top of the steel pipe column 2 and the top of the steel sleeve 4. A steel ring plate 6 is fitted onto the steel pipe column 2 and closes the lower end of the annular space. The steel ring plate 6 is welded to the outer side of the steel pipe column 2 and the bottom end of the steel sleeve 4. A steel inner diaphragm 7 is welded inside the steel pipe column 2 and located at the lower flange of the steel box girder 1. The steel cover plate 5, steel ring plate 6, and steel inner diaphragm 7 form a continuous bending interface with the steel box girder 1, effectively transferring the bending moment at the beam end to the opposite steel box girder 1, significantly reducing the additional bending moment borne by the steel pipe column 2, and allowing the steel pipe column 2 to return to the ideal stress state dominated by axial force. Furthermore, preferably, the thickness of the steel cover plate 5 and the steel ring plate 6 is the maximum value of the flange thickness of all steel box girder 1, and the thickness of the steel inner diaphragm 7 is the same as the thickness of the steel ring plate 6.
[0029] Example 2 This embodiment discloses another connection node between a steel box girder and a steel pipe column, such as... Figure 4 As shown, the difference between this and Example 1 is that the steel pipe column 2 is rectangular and the steel sleeve 4 is circular, and the center of the steel sleeve 4 coincides with the centroid of the steel pipe column 2.
[0030] The shape and size of the steel box girder 1 and the steel pipe column 2 are determined according to the original design. The diameter of the steel sleeve 4 is determined according to the welding requirements of the steel box girder 1 and the weldability of the steel stiffening rib plate 3. The height of the steel sleeve 4 is determined according to the stress requirements and the welding requirements of the steel box girder 1. It is necessary to ensure the structural strength of the steel sleeve 4 itself, as well as to ensure that the steel sleeve 4 is easy to weld and has sufficient welding strength.
[0031] This application also provides a building that includes the connection nodes described in Embodiments 1 and 2 above.
[0032] 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. A connection node between a steel box girder and a steel pipe column, characterized in that: A steel sleeve is provided in the connection area between the steel pipe column and the steel box girder. There is an annular space between the inner side of the steel sleeve and the outer side of the steel pipe column, and steel stiffening ribs are distributed in the annular space. The steel sleeve is welded to the steel pipe column through the steel stiffening ribs. The steel box girder is distributed around the steel sleeve and is welded to the outer side of the steel sleeve.
2. The connection node between the steel box girder and the steel pipe column as described in claim 1, characterized in that: The steel pipe column is rectangular or circular, and the steel sleeve is circular.
3. The connection node between the steel box girder and the steel pipe column as described in claim 2, characterized in that: The center of the steel sleeve coincides with the centroid of the steel pipe column.
4. The connection node between the steel box girder and the steel pipe column as described in claim 1, characterized in that: The steel stiffening ribs correspond one-to-one with the web of the steel box girder. One side of the steel stiffening rib is located at the corresponding web of the steel box girder, and the other side is biased towards the centroid of the steel pipe column.
5. The connection node between the steel box girder and the steel pipe column as described in claim 4, characterized in that: The thickness of the steel stiffening ribs shall not be less than the thickness of the corresponding steel box girder web + 2mm.
6. The connection node between the steel box girder and the steel pipe column as described in claim 1, characterized in that: The corners of the steel stiffening ribs are chamfered.
7. The connection node between the steel box girder and the steel pipe column as described in claim 1, characterized in that: It also includes a steel cover plate, a steel ring plate, and a steel inner diaphragm. The steel cover plate covers the top of the steel pipe column and closes the upper end of the annular space. The steel cover plate is welded to the top of the steel pipe column and the top of the steel sleeve. The steel ring plate is fitted on the steel pipe column and closes the lower end of the annular space. The steel ring plate is welded to the outer side of the steel pipe column and the bottom end of the steel sleeve. The steel inner diaphragm is welded inside the steel pipe column and is located at the lower flange of the steel box girder.
8. The connection node between the steel box girder and the steel pipe column as described in claim 7, characterized in that: The thickness of the steel cover plate and steel ring plate is taken as the maximum value of the flange thickness of all steel box girders.
9. The connection node between the steel box girder and the steel pipe column as described in claim 7, characterized in that: The thickness of the inner steel partition is the same as the thickness of the steel ring plate.
10. A building, characterized in that: It includes the connection node between the steel box girder and the steel pipe column as described in any one of claims 1 to 9.