Weather-resistant reinforced composite truss-to-steel column connection

Abstract

The utility model discloses a kind of weather-resistant reinforced combined truss and sectional steel column connecting joint, including sectional steel column and combined truss end, each component of sectional steel column and combined truss end is using weathering steel material and all is box section, upper chord end and lower chord end are welded on sectional steel column, straight web is welded between upper chord end and lower chord end, one end of inclined web is simultaneously welded on lower chord end and straight web, the other end is simultaneously welded on upper chord end and sectional steel column, haunch web both ends are respectively welded on lower chord end and sectional steel column, welding position of upper chord end, lower chord end, inclined web and haunch web on sectional steel column is all equipped with vertical stiffening rib, reinforcing plate is welded between haunch web and sectional steel column, two sides of inclined web facing internal corner and one side of haunch web facing internal corner are all equipped with round corner gap.The integrity of the node is strong, local rigidity is guaranteed, fatigue resistance is strong, and weather resistance is good.

Description

Technical Field

[0001] This utility model belongs to the field of steel structure, specifically relating to a weather-resistant and reinforced composite truss and steel column connection node. Background Technology

[0002] In steel structure engineering, the connection nodes between composite trusses and steel columns are frequently encountered. These nodes are the core nodes for structural force transmission, and their performance directly affects the safety, stability, and service life of the overall structure. However, these nodes currently have the following problems: 1) Poor overall joint integrity: The splicing method of "outer bracket + node plate" results in a joint stiffness of only 60%-70% of the component stiffness. Under heavy load, it is prone to plastic deformation and cannot meet the requirements of large-span (e.g., span ≥ 30m) and heavy-load (e.g., vertical load ≥ 100kN / m) structures. 2) Insufficient local stiffness: The steel column does not have reinforcement measures at the connection between the chord and web members, and the column wall is prone to buckling under load (the buckling load is only 80% of the design load). 3) Weak fatigue resistance: The welding method is mostly fillet welding (the weld strength is only 70% of the base material), and the connection between the end of the member and the column is a right angle transition, with the local stress concentration coefficient as high as 3-5, which easily leads to fatigue cracking (fatigue life is only less than 50% of the design life). 4) Insufficient weather resistance: The steel is mostly Q235 or Q345 ordinary carbon steel. In humid and salt spray environments, the annual corrosion rate can reach 0.1-0.2mm, and the service life of the joint is only 20-30 years. Utility Model Content

[0003] The purpose of this utility model is to provide a weather-resistant and reinforced connection node between a composite truss and a steel column. This node has strong overall integrity, guaranteed local stiffness, strong fatigue resistance, and good weather resistance.

[0004] The technical solution adopted in this utility model is: A weather-resistant reinforced composite truss and steel column connection node includes a steel column and a composite truss end. The composite truss end includes an upper chord end, a lower chord end, straight web members, diagonal web members, and a haunched web member. All components of the steel column and the composite truss end are made of weather-resistant steel and have a box-section. The upper chord end and the lower chord end are welded to the steel column, and the straight web members are welded between the upper chord end and the lower chord end. One end of the diagonal web member is simultaneously... The first end is welded to the end of the lower chord and the straight web member, and the other end is simultaneously welded to the end of the upper chord and the steel column. The two ends of the axle-added web member are welded to the end of the lower chord and the steel column, respectively. Vertical stiffening ribs are provided near the welding positions of the upper chord end, the lower chord end, the diagonal web member, and the axle-added web member to the steel column. A reinforcing plate is welded between the axle-added web member and the steel column. Rounded notches are provided on both sides of the diagonal web member facing the inside corner and on the side of the axle-added web member facing the inside corner.

[0005] Preferably, the outer surface of the steel column is welded with lap plates in a circumferential manner to limit the radial movement of the longitudinal main reinforcement and the height of the transverse stirrups. The lap plates are arranged transversely and have limiting grooves that can hold the longitudinal main reinforcement.

[0006] Preferably, the steel column is internally welded with cross-shaped vertical stiffeners and horizontal stiffeners, which are distributed in the corresponding range at the ends of the composite truss.

[0007] Preferably, the upper edge of the end of the upper chord away from the steel column is provided with a positioning plate for docking and positioning adjacent combined truss sections.

[0008] Preferably, the vertical stiffening ribs are arranged in pairs, and studs are distributed between the pairs of vertical stiffening ribs.

[0009] Preferably, the top of the steel column and the top of the upper chord are provided with lifting lugs for lifting.

[0010] Preferably, the outer surface of the steel column is welded with studs.

[0011] Preferably, the steel column and the components at the end of the composite truss are connected by a full penetration groove weld, with the groove being V-shaped or X-shaped and the groove angle being 60°±5°.

[0012] Preferably, the radius of the rounded corner notch is 500mm.

[0013] The beneficial effects of this utility model are: In this node: welding is used between the steel column and the components at the end of the composite truss, as well as between the components at the end of the composite truss, resulting in high overall stiffness; all components of the steel column and the end of the composite truss use box-section sections. The torsional stiffness of this steel column is twice that of an H-section steel column, and its overall stiffness is increased by 30%. The bending stiffness of each component at the end of the composite truss is increased by 40% and its shear stiffness by 50% compared to I-beam members; the addition of haunches and web members expands the connection area between the end of the composite truss and the steel column, transforming traditional point stress into surface stress. The joint effectively disperses stress at the nodes, reducing fatigue crack formation. Vertical stiffeners enhance the local stability of the steel column, preventing buckling under heavy loads and improving the load-bearing capacity of the joint. The reinforcing plates evenly distribute the load from the braces and web members to the column wall, avoiding localized stress concentration. Rounded notches reduce stress concentration, effectively minimizing the risk of fatigue cracking. All components at the ends of the steel column and composite truss are made of weathering steel, suitable for harsh environments such as humidity and salt spray, and possess excellent weather resistance, requiring no regular maintenance and reducing project costs. Therefore, this joint exhibits strong overall integrity, guaranteed local stiffness, strong fatigue resistance, and good weather resistance, making it suitable for steel structure projects under heavy loads and in harsh environments. Attached Figure Description

[0014] Figure 1 This is a three-dimensional schematic diagram of the connection node between the weather-resistant reinforced composite truss and the steel column in this utility model.

[0015] Figure 2 This is a top cross-sectional view of the medium-sized steel column of this utility model.

[0016] In the diagram: 1-Steel column; 2-Top chord end; 3-Bottom chord end; 4-Straight web member; 5-Diagonal web member; 6-Half-bracing web member; 7-Stretcher plate; 8-Vertical stiffener; 9-Reinforcing plate; 10-Positioning plate; 11-Stud; 12-Cross-shaped vertical stiffener; 13-Horizontal stiffener; 14-Rounded notch; 15-Lifting lug. Detailed Implementation

[0017] The present application will be further described below with reference to the accompanying drawings and embodiments.

[0018] This embodiment discloses a weather-resistant and reinforced composite truss and steel column connection node, such as... Figure 1 and Figure 2As shown, the structure includes a steel column 1 and a composite truss end; wherein: the steel column 1 is made of weathering steel and has a box section; the composite truss end includes an upper chord end 2, a lower chord end 3, straight web members 4, diagonal web members 5, and a bushinged web member 6, all of which are made of weathering steel and have box sections; the upper chord end 2 and the lower chord end 3 are welded to the steel column 1, the straight web member 4 is welded between the upper chord end 2 and the lower chord end 3, and the diagonal web member 5... The ends of the diagonal web members 5 and 6 are simultaneously welded to the end 3 of the lower chord and the straight web members 4. The other end of the diagonal web members 5 is simultaneously welded to the end 2 of the upper chord and the steel column 1. The two ends of the axle-added web members 6 are respectively welded to the end 3 of the lower chord and the steel column 1. Vertical stiffening ribs 8 are provided near the welding positions of the upper chord end 2, the lower chord end 3, the diagonal web members 5 and the axle-added web members 6 and the steel column 1. A reinforcing plate 9 is welded between the axle-added web members 6 and the steel column 1. Rounded notches 14 are provided on both sides of the diagonal web members 5 facing the inside corner and on the side of the axle-added web members 6 facing the inside corner.

[0019] In this embodiment, preferably: Figure 1 and Figure 2 As shown, the outer surface of the steel column 1 is welded with lap plates 7 in a circumferential direction for radially limiting the longitudinal main bars and height limiting the transverse stirrups. The lap plates 7 are arranged transversely and have limiting grooves that can hold the longitudinal main bars. When the longitudinal main bars are held in the limiting grooves of the lap plates 7, they are radially limited. When the transverse stirrups are placed on the lap plates 7, they are height limited. This setting can ensure the positional accuracy of the longitudinal main bars and transverse stirrups, and facilitate the subsequent construction of the reinforced concrete layer around the steel column 1.

[0020] In this embodiment, preferably: Figure 1 and Figure 2 As shown, the steel column 1 is internally welded with cross-shaped vertical stiffeners 12 and horizontal stiffeners 13. The cross-shaped vertical stiffeners 12 and horizontal stiffeners 13 are distributed in the corresponding range at the end of the composite truss. The cross-shaped vertical stiffeners 12 and horizontal stiffeners 13 can prevent the column wall from buckling under the load transmitted from the end of the composite truss.

[0021] In this embodiment, preferably: Figure 1 As shown, the upper edge of the end 2 of the upper chord away from the steel column 1 is provided with a positioning plate 10 for docking and positioning adjacent combined truss sections. The positioning plate 10 can be docked and assembled quickly and accurately.

[0022] In this embodiment, preferably: Figure 1 As shown, the vertical stiffening ribs 8 are arranged in pairs, and studs are distributed between the pairs of vertical stiffening ribs 8, which further enhances the local stability of the steel column 1.

[0023] In this embodiment, preferably: Figure 1As shown, the top of the steel column 1 and the top of the upper chord end 2 are both provided with lifting lugs 15 for easy lifting.

[0024] In this embodiment, preferably: Figure 1 and Figure 2 As shown, studs 11 are welded to the outer surface of the steel column 1. The shear resistance of the studs 11 is used to enhance the connection strength between the steel column 1 and the reinforced concrete layer.

[0025] In this embodiment, preferably, the steel column 1 and the components at the end of the composite truss are connected by a full penetration groove weld, with a groove shape of V or X and a groove angle of 60°±5°. The weld strength of the full penetration groove weld is higher than that of the base material, and the weld grade meets the requirements of Class I weld in the "Code for Welding of Steel Structures" GB 50661-2011 (no internal defects such as cracks, lack of fusion, and incomplete penetration, and no defects such as porosity, slag inclusion, and undercut on the surface), ensuring the reliability of the connection.

[0026] In this embodiment, preferably, the radius of the rounded notch 14 is 500mm, the rounded notch 14 is formed by flame cutting, and mechanically polished after cutting to ensure smoothness.

[0027] In this embodiment, preferably, the weathering steel material used for the steel column 1 and each component at the end of the composite truss is Q390B.

[0028] In this node: Welding is used between the steel column 1 and the components at the end of the composite truss, as well as between the components at the end of the composite truss, resulting in high overall rigidity. The steel column 1 and all components at the end of the composite truss adopt box-shaped sections. The torsional stiffness of the steel column 1 is increased by 2 times and the overall stiffness is increased by 30% compared with the H-shaped steel column. The bending stiffness of each component at the end of the composite truss is increased by 40% and the shear stiffness is increased by 50% compared with the I-shaped members. The addition of the underarm brace 6 increases the connection area between the end of the composite truss and the steel column 1, transforming the traditional point stress into surface stress, effectively dispersing the nodal stress, and reducing the generation of fatigue cracks. The vertical stiffening rib 8 enhances the local stability of the steel column 1, prevents the column wall from buckling under heavy load, and improves the bearing capacity of the joint; The reinforcing plate 9 evenly distributes the load of the underarm brace 6 to the column wall, avoiding local stress concentration; The rounded notch 14 reduces stress concentration and effectively reduces the risk of fatigue cracking; All components of the steel column 1 and the end of the composite truss are made of weathering steel, which is suitable for harsh environments such as humidity and salt spray, and has good weather resistance. It does not require regular maintenance, thus reducing project costs.

[0029] Therefore, this node exhibits strong overall integrity, guaranteed local stiffness, high fatigue resistance, and good weather resistance, making it suitable for steel structure projects subjected to heavy loads and harsh environments, such as: Industrial plant buildings bear the dynamic loads (such as machine tools and presses) and static loads (such as raw material stacking) of large equipment, and the joint stiffness meets the stability requirements of equipment operation. Bridges bear vehicle loads (such as trucks and buses) and environmental corrosion (such as salt spray and rainwater), and the weather resistance of the joints meets the service life requirements of bridges (≥50 years). Large-span sports stadiums – bearing large-span loads on trusses (such as roof trusses), with the overall integrity of the nodes meeting the stability requirements of the stadium; Warehouses bear vertical loads (such as grain and goods) and the load-bearing capacity of nodes meets the storage requirements of the warehouse.

[0030] 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 weather-resistant and reinforced composite truss and steel column connection node, characterized in that: The structure includes steel columns and composite truss ends. The composite truss ends include top chord ends, bottom chord ends, straight web members, diagonal web members, and axle-reinforced web members. All components of the steel columns and composite truss ends are made of weathering steel and have box-shaped sections. The top chord ends and bottom chord ends are welded to the steel columns. The straight web members are welded between the top chord ends and bottom chord ends. One end of the diagonal web member is welded to both the bottom chord end and the straight web member, and the other end is welded to both the top chord end and the steel column. The axle-reinforced web members are welded to the bottom chord end and the steel column at both ends. Vertical stiffening ribs are provided near the welding positions of the top chord ends, bottom chord ends, diagonal web members, and axle-reinforced web members to the steel columns. A reinforcing plate is welded between the axle-reinforced web members and the steel columns. Rounded notches are provided on both sides of the diagonal web members facing the inside corner and on the side of the axle-reinforced web members facing the inside corner.

2. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The outer surface of the steel column is welded with lap plates in a circumferential direction to limit the radial movement of the longitudinal main bars and the height of the transverse stirrups. The lap plates are arranged transversely and have limiting grooves that can hold the longitudinal main bars.

3. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The steel column is internally welded with cross-shaped vertical stiffeners and horizontal stiffeners, which are distributed in the corresponding range at the ends of the composite truss.

4. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The upper edge of the end of the upper chord away from the steel column is provided with a positioning plate for docking and positioning adjacent combined truss sections.

5. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The vertical stiffening ribs are arranged in pairs, and studs are distributed between the pairs of vertical stiffening ribs.

6. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The top of the steel column and the top of the upper chord are both equipped with lifting lugs for hoisting.

7. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The outer surface of the steel column is welded with studs.

8. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The steel column and the components at the end of the composite truss are connected by a full penetration groove weld, with a groove shape of V or X and a groove angle of 60°±5°.

9. The weather-resistant reinforced composite truss and steel column connection node as described in claim 1, characterized in that: The radius of the rounded corner notch is 500mm.

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