A construction method of a steel column top end truss beam and inclined strut column node
By prefabricating integral node components in the factory and assembling them at the top of the steel column, combined with a formwork system and layered concrete pouring, the problems of positioning accuracy and concrete pouring difficulties at the connection nodes between the truss beams and diagonal bracing columns at the top of the steel column were solved, achieving an efficient and safe construction process, improving construction quality and shortening the construction period.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- SHANXI NO 3 CONSTR ENG
- Filing Date
- 2024-06-03
- Publication Date
- 2026-07-24
AI Technical Summary
In the existing technology, the connection node between the truss beam at the top of the steel column and the diagonal bracing column has problems such as low positioning accuracy, welding misalignment, high operational safety risks and difficulties in concrete pouring. In particular, it is difficult to fix the formwork and insert the vibrator in high-altitude operations, resulting in high project costs, poor construction quality and extended construction period.
The prefabricated integral node components, including the assembly of I-beams and diagonal bracing steel pipe columns, are hoisted to the top of the steel column and a formwork system is set up. Layered concrete pouring and vibration are used, combined with tie bolts and anchor bolts to fix the formwork, to ensure the accuracy of the node connection and the compactness of the concrete.
It improved the positioning accuracy and construction safety of node connections, simplified on-site installation steps, reduced project costs, and improved construction quality and schedule.
Smart Images
Figure CN118461917B_ABST
Abstract
Description
Technical Field
[0001] This invention relates to a joint between a truss beam at the top of a steel column and a bracing column, and particularly to a joint structure and concrete pouring method for a truss beam at the top of a steel column and a bracing column. Background Technology
[0002] Steel structure buildings are a type of building structure, composed of components such as H-beams, steel columns, and steel trusses made of steel profiles and plates. With the development of prefabricated buildings, the on-site welding of integral steel structure beam-column joints has limited the construction speed of prefabricated steel structure buildings. To avoid a large amount of on-site welding work and improve the prefabrication degree of steel structure structures, bolts are also used to connect the joints. On-site construction usually adopts the method of component splicing, and the components or parts are usually connected together by welds, bolts, or rivets. This method has the advantage of simple construction and is widely used in large factories, stadiums, and super high-rise buildings.
[0003] Some stadium structures use a reinforced concrete frame for the lower part of the main structure and a tubular truss roof with aluminum panels for the upper part. The bottom of the tubular truss is set at the top of the concrete frame beam. I-beams are pre-embedded in the concrete frame beam. The pre-embedded I-beams need to be set at the top of the I-beams inside the steel columns. A diagonal bracing column is set on one side of the pre-embedded I-beam. The conventional construction method for the connection node of this steel beam, steel column and steel pipe diagonal bracing column is as follows: First, the pre-embedded I-beams in the concrete frame columns are constructed. Stirring plates are welded to both sides of the web of the top of the pre-embedded I-beams. The ends of the horizontal I-beams in the top concrete frame beam are butted to the stirring plates and fixed together with steel clamps. The upper flange of the horizontal steel beam at the connection point is on the outside of the joint. The ear plate at the top of the steel column is welded and connected to the inclined steel column. The top of the steel column inclined brace is attached to the top ear plate and welded and fixed, thus forming a connection node structure of steel beam, steel column and steel pipe inclined brace. This construction method has the following problems: (1) The positioning accuracy of the reinforcement plates on both sides of the web plate of the embedded I-beam in the column is low. In the subsequent docking with the I-beam in the beam, the docking misalignment often occurs and re-welding is required; (2) The positioning of the ear plate at the top of the steel column of the inclined brace welded on the outer side of the upper flange plate of the horizontal steel beam at the connection point is also inaccurate, which directly causes the top of the inclined brace to be misaligned with its connection point, making it impossible for the subsequent inclined brace to be connected with the ear plate; (3) When there are many such connection nodes, the operation safety risk is high because the node is welded at high altitude.
[0004] For the connection nodes between steel columns in steel-reinforced columns and steel beams and steel pipe bracing columns in precast concrete beams, there are problems with fixing the formwork at the nodes if concrete is poured. Traditional methods of reinforcing concrete beams with side formwork require inserting tie rods into the beam cross-section. However, since reinforced concrete steel beams and columns have embedded steel sections, it is not easy to drill tie rod holes on the side of the steel sections. Furthermore, drilling tie rod holes in the steel sections can affect the structural stress. Excessive drilling requires additional reinforcement measures, increasing the workload and raising project costs. In addition, after the formwork is erected at the joint between the truss beam and the diagonal bracing column at the top of the steel column, it is difficult to insert a vibrator during subsequent concrete pouring. How to achieve concrete pouring and vibration at the joint has become a problem that needs to be solved on site. Summary of the Invention
[0005] This invention provides a method for constructing a joint between a steel column top truss beam and a bracing column, solving the technical problems of how to construct an integral joint and how to achieve concrete pouring and vibration at the joint.
[0006] The present invention solves the above technical problems through the following technical solutions: A method for constructing a joint between a truss beam and a bracing column at the top of a steel column, comprising an I-beam within the steel column, a pre-embedded I-beam, and a bracing steel pipe column, characterized by the following steps: The first step is to process and assemble the overall node components in the factory. The specific steps are as follows: Take a section of I-beam with the same specifications and size as the pre-embedded I-beam as the horizontal lower I-beam node segment. Set a web plate insertion groove for the steel column within the I-beam on the lower flange plate of the horizontal lower I-beam node segment. Set a web plate insertion slot for the horizontal upper I-beam node segment on the upper flange plate of the horizontal lower I-beam node segment. Set through holes for connecting bolts on both sides of the web of the horizontal lower I-beam node segment. Separately fabricate the horizontal upper I-beam node segment and the connecting bracket for the diagonal bracing steel pipe column. Weld a horizontal connecting plate to the front flange plate of the horizontal upper I-beam node segment. Weld the connecting bracket for the diagonal bracing steel pipe column to the outer end of the horizontal connecting plate. Weld a pre-embedded steel plate between the top of the connecting bracket for the diagonal bracing steel pipe column and the top surface of the horizontal upper I-beam node segment. Set a lifting lug on the top surface of the pre-embedded steel plate and an anchor bolt on the bottom surface of the pre-embedded steel plate. This completes the assembly of the overall node components. The second step is to hoist the entire node component to the top of the I-beam inside the steel column by means of hoisting, and then weld it to the I-beam inside the steel column through the web plate insertion groove. The third step is to connect the pre-embedded I-beams with the horizontal I-beam nodes and connect the diagonal bracing steel pipe columns with the diagonal bracing steel pipe column connecting brackets. Step 4: Set up inclined formwork and vertical formwork at the beam-column joint on the periphery of the overall node component. Set up the first tie bolt between the inclined formwork and the anchor bolt on the bottom surface of the embedded steel plate at the beam-column joint; set up the second tie bolt between the vertical formwork and the anchor bolt on the bottom surface of the embedded steel plate at the beam-column joint. There are four inclined formwork pieces at the beam-column joint and two vertical formwork pieces at the beam-column joint, which together form an octagonal outline. Step 5: Set up the bottom formwork under the pre-embedded I-beam, and set up the front and rear formwork on the bottom formwork. Set up tie bolts between the front and rear formwork. Set up closed column formwork inside the steel column and outside the I-beam. The bottom formwork, front formwork, rear formwork, closed column formwork, inclined formwork at the beam-column joint, and vertical formwork at the beam-column joint formwork form a closed space for concrete pouring. Step 6: Pour concrete at the truss beams with embedded I-beams and at the integral joints to form an integrated concrete structure of the truss beams and integral joints.
[0007] The pouring of concrete for truss beams with embedded I-beams and integral joints is carried out in layers. Generally, the layer height is 1.25 times the length of the working part of the immersion vibrator, the moving distance of the vibrator is not greater than 1.5 times the working radius of the vibrator, and the overlap between the upper and lower layers during layered vibration is not less than 50 mm.
[0008] The integral node structure of this invention can be designed by computer software and manufactured as a whole in the factory. By using a pre-reserved corbel interlocking frame, it solves the problem of difficult node connection positioning and welding caused by complex node forms and numerous stiffening plates in traditional construction. Welding the tie bolts on both sides to the pre-reserved interlocking frame can solve the problem of connecting the formwork and the steel beam, ensuring that the rigidity of the integral node is not compromised. Layered concrete pouring and vibration solve the problem of limited space and insufficient concrete pouring and vibration caused by complex node forms and numerous stiffening plates in traditional construction, thus improving construction quality and shortening the construction period. Attached Figure Description
[0009] Figure 1 This is a schematic diagram of the three-dimensional structural template of the present invention; Figure 2 This is a schematic diagram of the template structure of the present invention from a top view. Figure 3 This is a schematic diagram of the overall node component of the present invention; Figure 4 This is a schematic diagram of the horizontal I-beam node segment 2 of the present invention; Figure 5This is a schematic diagram of the connection structure between the horizontal I-beam node segment 2 and the top of the I-beam column 1 inside the steel column; Figure 6 This is a structural schematic diagram of the horizontal I-beam node segment 6 of the present invention; Figure 7 This is a schematic diagram of the structure after the horizontal lower I-beam node segment 2 and the horizontal upper I-beam node segment 6 are connected; Figure 8 This is a schematic diagram of the structure of the diagonal bracing steel pipe column connecting bracket 7 of the present invention; Figure 9 This is a schematic diagram of the structure of the embedded steel plate 9 of the present invention. Detailed Implementation
[0010] The present invention will now be described in detail with reference to the accompanying drawings: A method for constructing a joint between a truss beam and a bracing column at the top of a steel column, comprising an I-beam 1 within the steel column, a pre-embedded I-beam 12, and a bracing steel pipe column 26, characterized by the following steps: The first step is to process and assemble the overall node components in the factory. Specifically, the steps are as follows: Take a section of I-beam with the same specifications and size as the pre-embedded I-beam beam 12 as the horizontal lower I-beam node segment 2. Set the web plate insertion groove 3 of the steel column inner I-beam 1 on the lower flange plate of the horizontal lower I-beam node segment 2. Set the web plate insertion slot 4 of the horizontal upper I-beam node segment on the upper flange plate of the horizontal lower I-beam node segment 2. Provide through holes for connecting bolts on both sides of the web of the horizontal lower I-beam node segment 2. Separately fabricate… A horizontal I-beam node segment 6 and a diagonal bracing steel pipe column connecting bracket 7 are constructed. A horizontal connecting plate 8 is welded to the front flange plate of the horizontal I-beam node segment 6. A diagonal bracing steel pipe column connecting bracket 7 is welded to the outer end of the horizontal connecting plate 8. An embedded steel plate 9 is welded between the top of the diagonal bracing steel pipe column connecting bracket 7 and the top surface of the horizontal I-beam node segment 6. A lifting lug 11 is installed on the top surface of the embedded steel plate 9, and an anchor bolt 10 is installed on the bottom surface of the embedded steel plate 9. Thus, the assembly of the entire node component is completed. The second step is to hoist the entire node component to the top of the I-beam 1 inside the steel column by means of hoisting, and then weld it together with the I-beam 1 inside the steel column through the web plate insertion groove 3. The third step is to connect the pre-embedded I-beam 12 with the horizontal I-beam node segment 6, and connect the diagonal bracing steel pipe column 26 with the diagonal bracing steel pipe column connecting bracket 7. Step 4: Set up inclined formwork 16 and vertical formwork 18 at the beam-column joint on the periphery of the overall node component. Set up a first tie bolt 17 between the inclined formwork 16 at the beam-column joint and the anchor bolt 10 on the bottom surface of the embedded steel plate 9. Set up a second tie bolt 19 between the vertical formwork 18 at the beam-column joint and the anchor bolt 10 on the bottom surface of the embedded steel plate 9. There are four inclined formwork 16 at the beam-column joint and two vertical formwork 18 at the beam-column joint. They together form an octagonal outline. Step 5: Set up a bottom formwork 20 below the pre-embedded I-beam 12, and set up a front formwork 14 and a rear formwork 13 on the bottom formwork 20. Set up beam formwork tie bolts 15 between the front formwork 14 and the rear formwork 13. Set up a closed column formwork 27 on the outside of the I-beam 1 inside the steel column. The bottom formwork 20, the front formwork 14, the rear formwork 13, the closed column formwork 27, the inclined formwork 16 at the beam-column joint, and the vertical formwork 18 at the beam-column joint form a closed space for concrete pouring. Step 6: Pour concrete at the truss beams with embedded I-beams 12 and at the integral joints to form an integrated concrete structure of the truss beams and integral joints.
[0011] The concrete pouring of the truss beam with embedded I-beams 12 and the integral joint is carried out in layers. Generally, the layer height is 1.25 times the length of the working part of the immersion vibrator, the moving distance of the vibrator is not greater than 1.5 times the working radius of the vibrator, and the overlap between the upper and lower layers during layered vibration is not less than 50 mm.
[0012] A formwork reinforcement system for the connection node between the truss beam and the diagonal bracing column at the top of a steel column includes an I-beam 1 inside the steel column, a pre-embedded I-beam 12, and a diagonal bracing steel pipe column 26. A horizontal lower I-beam node segment 2 is provided at the top of the I-beam 1 inside the steel column. A horizontal upper I-beam node segment 6 is welded to the horizontal lower I-beam node segment 2. A horizontal connecting plate 8 is welded to the front flange of the horizontal upper I-beam node segment 6. A diagonal bracing steel pipe column connecting bracket 7 is welded to the outer end of the horizontal connecting plate 8. A pre-embedded steel plate 9 is welded between the top of the diagonal bracing steel pipe column connecting bracket 7 and the top surface of the horizontal upper I-beam node segment 6. Anchor bolts 10 are provided on the bottom surface of the pre-embedded steel plate 9. A diagonal steel pipe column 26 is connected to the column connecting bracket 7. A pre-embedded I-beam 12 is connected to the left side of the horizontal lower I-beam node section 2. The integral node component is composed of the horizontal lower I-beam node section 2, the horizontal upper I-beam node section 6, the horizontal connecting plate 8, the diagonal steel pipe column connecting bracket 7, and the pre-embedded steel plate 9. An inclined formwork 16 and a vertical formwork 18 at the beam-column node are respectively set on the periphery of the integral node component. A first tie bolt 17 is set between the inclined formwork 16 at the beam-column node and the anchor bolt 10 set on the bottom surface of the pre-embedded steel plate 9. A second tie bolt 19 is set between the vertical formwork 18 at the beam-column node and the anchor bolt 10 set on the bottom surface of the pre-embedded steel plate 9.
[0013] A cantilever slab 5 with longitudinal reinforcement of the beam is provided on the web below the upper flange plate of the horizontal I-beam joint section 2. A bottom formwork 20 is provided below the pre-embedded I-beam 12. A front formwork 14 and a rear formwork 13 are provided on the bottom formwork 20. A beam formwork tie bolt 15 is provided between the front formwork 14 and the rear formwork 13. A closed column formwork 27 is provided on the outside of the I-beam column 1 inside the steel column. The bottom formwork 20, the front formwork 14, the rear formwork 13, the closed column formwork 27, the inclined formwork 16 at the beam-column joint, and the vertical formwork 18 at the beam-column joint form a closed space for concrete pouring. There are four inclined formwork 16s at the beam-column joint and two vertical formwork 18s at the beam-column joint, which together form an octagonal outline.
[0014] A pad 21 is set on the bottom formwork 20 of the beam, and a lower longitudinal reinforcement 25 of the beam is set on the pad 21. A upper longitudinal reinforcement 24 of the beam is set above the embedded I-beam 12. A side longitudinal reinforcement 23 of the beam is set on both the front and rear sides of the embedded I-beam 12. An inner ring stirrup 22 is set between the lower longitudinal reinforcement 25, the side longitudinal reinforcement 23 and the upper longitudinal reinforcement 24 of the beam. The right end of the upper longitudinal reinforcement 24 of the beam is welded to the longitudinal reinforcement lap cantilever slab 5 of the beam.
[0015] An integral connection node structure between a steel column top truss beam and a diagonal bracing column includes an I-beam 1 within the steel column, pre-embedded I-beams, and diagonal bracing steel pipe columns. A horizontal lower I-beam node segment 2 is provided at the top of the I-beam 1 within the steel column. A web plate insertion groove 3 for the I-beam 1 within the steel column is provided on the lower flange of the horizontal lower I-beam node segment 2, extending into the web plate. A web plate connection slot 4 for the horizontal upper I-beam node segment is provided on the upper flange of the horizontal lower I-beam node segment 2, also extending into the web plate. Connecting bolt through holes are provided on both sides of the web plate of the horizontal lower I-beam node segment 2. A horizontal upper I-beam node segment 6 is inserted into and welded into the web plate connection slot 4 of the horizontal upper I-beam node segment. The web plate of the horizontal upper I-beam node segment 6 connects to the horizontal lower I-beam node. The webs of segment 2 are arranged perpendicularly to each other; a horizontal connecting plate 8 is welded to the front flange of the horizontal I-beam node segment 6, and a diagonal bracing steel pipe column connecting bracket 7 is welded to the outer end of the horizontal connecting plate 8. An embedded steel plate 9 is welded between the top of the diagonal bracing steel pipe column connecting bracket 7 and the top surface of the horizontal I-beam node segment 6; the integral node component of the present invention is composed of the horizontal lower I-beam node segment 2, the horizontal upper I-beam node segment 6, the horizontal connecting plate 8, the diagonal bracing steel pipe column connecting bracket 7 and the embedded steel plate 9. After these components are processed in the factory, they are assembled and welded together to form an integral node component, which is then transported to the construction site and hoisted and installed on the top of the I-beam column 1 inside the steel frame column. For construction sites with a large number of nodes, this installation method greatly speeds up the construction progress.
[0016] A longitudinal reinforcement lap cantilever plate 5 is provided on the web below the upper flange plate of the horizontal lower I-beam node segment 2, which can weld the longitudinal reinforcement in the precast concrete frame beam to the longitudinal reinforcement lap cantilever plate 5; a lifting lug 11 is provided on the top surface of the embedded steel plate 9, which can be used to lift the entire node component; an anchor bolt 10 is provided on the bottom surface of the embedded steel plate 9; a connecting lug of the diagonal bracing steel pipe column is provided on the diagonal bracing steel pipe column connecting bracket 7; the entire node component of the present invention is connected to the horizontal I-beam in the precast concrete frame beam by the connecting bolts provided on the left and right sides of the web of the horizontal lower I-beam node segment 2 through the holes; the diagonal bracing steel pipe column connecting bracket 7 is connected to the diagonal bracing steel pipe column, which greatly simplifies the on-site docking and installation steps.
Claims
1. A method for constructing a joint between a truss beam and a bracing column at the top of a steel column, comprising an I-beam (1) within the steel column, a pre-embedded I-beam (12), and a bracing steel pipe column (26), characterized by the following steps: The first step is to process and assemble the overall node components in the factory. The specific steps are as follows: take a section of I-beam with the same specifications and size as the pre-embedded I-beam (12) as the horizontal lower I-beam node section (2), set the web plate insertion groove (3) of the steel column inner I-beam (1) on the lower flange plate of the horizontal lower I-beam node section (2), set the web plate insertion groove (4) of the horizontal upper I-beam node section on the upper flange plate of the horizontal lower I-beam node section (2), and set the connecting bolt through holes on both sides of the web of the horizontal lower I-beam node section (2); respectively make the horizontal upper I-beam node section (1) node section (2). The I-beam node segment (6) and the diagonal bracing steel pipe column connecting bracket (7) are connected by welding a horizontal connecting plate (8) to the front flange plate of the horizontal I-beam node segment (6), and the diagonal bracing steel pipe column connecting bracket (7) is connected to the outer end of the horizontal connecting plate (8). The pre-embedded steel plate (9) is connected between the top of the diagonal bracing steel pipe column connecting bracket (7) and the top surface of the horizontal I-beam node segment (6). The lifting lug (11) is set on the top surface of the pre-embedded steel plate (9), and the anchor bolt (10) is set on the bottom surface of the pre-embedded steel plate (9); thus completing the assembly of the overall node component; The second step is to hoist the entire node component to the top of the I-beam column (1) inside the steel column by means of hoisting, and weld it together with the I-beam column (1) inside the steel column through the web plate insertion groove (3). The third step is to connect the pre-embedded I-beam (12) with the horizontal I-beam node section (6) and connect the diagonal bracing steel pipe column (26) with the diagonal bracing steel pipe column connecting bracket (7). Step 4: Set up inclined formwork (16) and vertical formwork (18) at the beam-column joint on the periphery of the overall node component. Set up the first tie bolt (17) between the inclined formwork (16) and the anchor bolt (10) on the bottom surface of the embedded steel plate (9). Set up the second tie bolt (19) between the anchor bolt (10) on the bottom surface of the vertical formwork (18) and the anchor bolt (10) on the bottom surface of the embedded steel plate (9). There are four inclined formwork (16) at the beam-column joint and two vertical formwork (18) at the beam-column joint. They together form an octagonal outline. Step 5: Set up a bottom formwork (20) under the pre-embedded I-beam (12), set up a front formwork (14) and a rear formwork (13) on the bottom formwork (20), and set up tie bolts (15) between the front formwork (14) and the rear formwork (13); set up a closed column formwork (27) on the outside of the I-beam (1) inside the steel column; the bottom formwork (20), the front formwork (14), the rear formwork (13), the closed column formwork (27), the inclined formwork (16) at the beam-column joint, and the vertical formwork (18) at the beam-column joint form to form a closed space for concrete pouring; Step 6: Pour concrete at the truss beams with embedded I-beams (12) and the integral nodes to form an integrated concrete structure of truss beams and integral nodes.
2. The method for constructing a joint between a steel column top truss beam and a braced column according to claim 1, characterized in that, The concrete for the truss beam with embedded I-beam (12) and the integral joint is poured in layers. The layer height is 1.25 times the length of the working part of the immersion vibrator. The moving distance of the vibrator is not greater than 1.5 times the working radius of the vibrator. The overlap between the upper and lower layers during layered vibration is not less than 50 mm.