CN202338033U - Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange - Google Patents

Abstract

The name of the utility model patent is a steel structure beam flange asymmetrical double-rib reinforced ductile joint. Its characteristic is that the beam end flange at the joint position of the beam-column of the steel structure adopts an asymmetric reinforcement method, and the upper flange of the beam is reinforced by two ribs perpendicular to the beam flange, and the height of the two vertical ribs should be less than the concrete floor slab Overall thickness, the lower flange of the beam is reinforced with horizontal steel plates. Compared with the symmetrical slab reinforced joint and the symmetrical double (single) rib reinforced joint, it can ensure that the plastic hinge in the weld area of the beam end is forced to move outward under strong earthquake action, meeting the seismic design requirements of the joint , the processing is simple, the influence of welding stress is small, and the building space is not occupied, which meets the functional requirements of the building. It can be applied to the anti-seismic joints of multi-high-rise building steel structures.

Description

Ductility joints reinforced with asymmetrical double-rib flanges in steel structures

technical field

The utility model patent relates to a beam-column connection node of a steel structure, in particular to a new anti-seismic node of a steel structure. the

Background technique

At present, to solve the problem of brittle failure of beam-column rigid connection joints under strong earthquakes, two methods are generally adopted. One is to locally weaken the beam flange (RBS joint) to move the damage location near the weld in the beam-column connection area outward; The second is to locally increase the beam section in the connection area to improve the ductility of the joint, which is referred to as a reinforced joint. The common purpose of the two methods is to remove the plastic hinge from the welded joint area, avoid the plastic hinge from appearing at the welded joint with poor toughness, and ensure that the joint has sufficient ductility. Weakened joints are designed to achieve plastic development under strong earthquakes at the cost of weakening the beam section and reducing the bearing capacity of the beam, which has great disadvantages. Reinforced joints adopt beam end plus haunches, rib-reinforced, plate-reinforced and other types. The two types of joints, adding haunches at the beam end and reinforcement with ribs, adopt the connection mode of symmetrical reinforcement at the upper and lower flanges of the beam. Since the addition of haunches or ribs at the lower flange reduces the headroom height of the building, it seriously affects the appearance of the building and use the function. However, the processing and manufacturing process of the plate reinforced joint is complicated, especially after the reinforcement plate of the upper flange is connected with the column to form two welds, resulting in a large welding stress and greatly affecting the mechanical properties of the joint. the

Contents of the invention

The purpose of the present invention is to overcome the above-mentioned defects in the prior art and provide a method that can ensure that the plastic hinges in the beam end weld area are forced to move outward under strong earthquakes, meet the seismic design requirements of nodes, and do not occupy building space. , to meet the functional requirements of building construction, and at the same time, a new type of steel structure anti-seismic node with simple node processing and manufacturing technology, less welding stress and welding deformation. the

The purpose of the present invention can be achieved through the following technical solutions: steel structure beam flange asymmetrical double-rib reinforced ductile joint, characterized in that the steel structure beam-column joint adopts an asymmetrical double-rib strengthening method for the beam end flange, and The upper flange of the beam is reinforced with double ribs, the height of the double ribs is less than 200mm (total thickness of the concrete floor), and the lower flange of the beam is reinforced with horizontal steel plates. the

For the steel beam, two stiffening ribs perpendicular to the upper flange are used, the two stiffening ribs are connected to the flange of the steel column by vertical welds, and the two stiffening ribs are connected to the flange of the steel beam by horizontal welds. The two vertically placed ribs are respectively located at 1/4 of the beam width from the upper flange to the two edges of the upper flange. Weld seam passage holes are set on both the upper and lower sides of the beam web, and the column stiffeners and column flanges are fully penetrated. Groove weld connection, the lower flange of the steel beam is reinforced with a horizontal steel plate, the horizontal reinforced steel plate and the steel column are connected by a split weld, and the horizontal reinforced steel plate and the steel beam are connected by four-sided welds. the

The double ribs are respectively welded to the upper flange of the beam and the flange of the column by fillet welds, and the ribs are notched to avoid crossing of the welds. The reinforced steel plate of the lower flange and the column flange are connected by a single-sided groove weld with a lining plate, and the lower flange of the beam is not directly connected with the column, but is connected with the reinforced steel plate by a three-side surrounding weld . the

The technical advantage of the present invention is:

The use of asymmetrical double-rib reinforced ductile joints can effectively increase the joint ductility and improve the seismic performance of the joints, and realize the outward movement of plastic hinges under strong earthquakes. the

Compared with single ribs, the use of double ribs can reduce the welding stress and welding deformation near the connection between beam and column flange and web. the

The lower flange adopts flat reinforced steel plates, which can increase the headroom of the building and meet the building's use functions. the

Compared with the currently used symmetrical slab reinforced joints and symmetrical double (single) rib plate reinforced joints, it has the advantages of simple processing and production, does not occupy building space, and has less influence on welding stress. the

Description of drawings

Fig. 1 is the three-dimensional structural schematic diagram of the novel ductile joint;

Fig. 2 is the schematic diagram of the facade structure of the novel ductile joint;

Fig. 3 is the 1-1 sectional structural diagram of Fig. 2;

Fig. 4 is the 2-2 sectional structural drawing of Fig. 2;

Fig. 5 is a sectional structure diagram of 3-3 in Fig. 2 . the

Detailed ways

The novel seismic ductile joint of the present invention will be described in detail below in conjunction with the accompanying drawings and specific embodiments. the

Example:

As shown in Figures 1 to 3, the lower flange reinforcement plate is connected to the column flange through the lining plate with a full penetration groove weld. After the full penetration groove weld is welded, the liner remains. After the steel beam is in place, the upper flange of the beam is connected to the column flange through the lining plate, and the lining plate remains after the full penetration groove weld is welded. The lower flange and the reinforcement plate are connected by three-sided welds, and are not welded to the column flange. The web of the steel beam is connected to the shear connection plate through high-strength bolts. The contact surface is treated with red rust after shot blasting. The shear connection plate and the column flange are connected by double-sided fillet welds. The thickness of the shear connection plate should be Matches the web thickness of the steel beam. The two ribs are respectively connected to the column and beam flanges by fillet welds. The two ribs are located about 1/4 of the beam width from the upper flange of the beam to the outer edge of the upper flange. Welding holes are set up and down the beam web, the column stiffeners and column flanges are welded with full penetration grooves, and the ribs and flange stiffeners are designed using the principle of equal strength design to move the plastic hinges at the beam ends outward. the

As shown in Figure 4, there is a gentle circular arc on the two ribs. The main purpose is to make the stress transition smoothly when it enters the reinforced area and avoid the stress concentration caused by the sudden change of stiffness. The two ribs are respectively welded to the upper flange of the beam and the flange of the column by fillet welds. In order to avoid intersection of welds, the ribs are notched. the

As shown in Figure 5, the lower flange stiffener is connected to the beam flange by three-sided welding and a fillet weld, and the flange stiffener is slightly wider than the beam flange. The thickness of the stiffener shall not be less than the thickness of the beam flange. the

As shown in Figures 1 to 5, 1-rib, 2-high-strength bolts, 3-shear connection plate, 4-stiffener, 5-flange reinforcement plate, 6-backing plate, 7-beam, 8-column , 9- weld through hole. the

Claims (2)

1. Steel structure beam flange asymmetrical double-rib reinforced ductile joint, which is a kind of seismic joint connecting steel structure beam and column. The beam end flange of the steel beam adopts an asymmetric strengthening form. Its characteristics are: the steel beam adopts Two stiffening ribs perpendicular to the upper flange, two stiffening ribs are connected to the flange of the steel column by vertical welds, and two stiffening ribs are connected to the flange of the steel beam by horizontal welds. 2. The steel structure beam flange asymmetrical double-rib-reinforced ductile joint according to claim 1, characterized in that: the two ribs placed in the vertical direction are respectively located at the upper flange of the beam and 1/4 of the beam width from the two edges of the upper flange At the beam web, weld passage holes are set on both the upper and lower sides of the beam web, the column stiffener and the column flange are connected by full penetration groove welds, the lower flange of the steel beam is reinforced with horizontal steel plates, and the horizontal reinforced steel plate and the steel column The split weld is used to connect, and the horizontal reinforced steel plate and the steel beam are connected by four-sided weld. the

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