Anti-seismic joint of steel structure

Abstract

The utility model discloses a steel structure anti-seismic joint which comprises a steel column, a steel beam, a reinforcing steel corbel, a reinforcing steel rib plate, a steel clamping plate and a high-strength bolt. The width ends of the bracket-shaped steel plates are equal to the width of the steel columns, the narrow ends of the bracket-shaped steel plates are equal to the width of the steel beams, the distance between the bracket-shaped steel plates of the upper layer and the lower layer is equal to the distance between flange plates of the upper layer and the lower layer of the steel beams, the two sides of each bracket-shaped steel plate are symmetrical, the front section and the rear section of the edge are linear sections, and the middle section is an arc section in smooth transition; the wide ends of the reinforcing steel corbels are aligned with the two sides of the steel column and fixed to the steel column in a full welding mode, at least two reinforcing steel rib plates are welded to the internal corner between the upper side of the upper-layer corbel-shaped steel plate and the steel column, and at least one reinforcing steel rib plate is welded to the internal corner between the lower side of the lower-layer corbel-shaped steel plate and the steel column. The extending direction of the reinforcing steel rib plate is parallel to the longitudinal direction of the steel beam; and one end close to the steel column is wider than one end far away from the steel column. The structure can avoid the brittle failure problem of a traditional steel structure beam column connecting joint and has a certain anti-seismic effect.

Description

Technical Field

[0001] The utility model belongs to the field of steel structures, and particularly relates to a steel structure seismic joint. Background Art

[0002] Traditional steel structure beam-column connection joints are as Figure 1 shown. A bolt-weld hybrid rigid connection is adopted between the beam and the column. In theory, under the action of a strong earthquake, based on the ductility of the material, plastic deformation of the material can be ensured, plastic hinges can be generated in the beam, and the energy input by the earthquake can be consumed through the formation and rotation of the plastic zone, so as to realize the design concept of "strong columns and weak beams, strong joints and weak members". However, in various past earthquakes, these traditional steel structure beam-column joints did not show the expected ductility, but a large number of brittle failures occurred, that is, their seismic resistance is not strong. Content of the Utility Model

[0003] The purpose of the utility model is to provide a steel structure seismic joint, which can avoid the brittle failure problem of traditional steel structure beam-column connection joints and has a certain seismic effect.

[0004] The technical solution adopted by the utility model is as follows:

[0005] A steel structure seismic joint includes a steel column, a steel beam, a bracket-shaped reinforcing steel member, a reinforcing steel rib plate, a steel splint and high-strength bolts; the upper and lower layers of the bracket-shaped reinforcing steel member are bracket-shaped steel plates, and the middle is a web. The wide ends of the bracket-shaped steel plates are of the same width as the steel column, and the narrow ends are of the same width as the steel beam. The distance between the upper and lower bracket-shaped steel plates is the same as the distance between the upper and lower flange plates of the steel beam. The two sides of the bracket-shaped steel plate are symmetrical, and the front and rear sections of the edge are straight sections, and the middle section is an arc section with a smooth transition; the wide ends of the bracket-shaped reinforcing steel member are aligned with both sides of the steel column and are fully welded and fixed on the steel column. At least two reinforcing steel rib plates are welded at the internal angle between the upper side of the upper bracket-shaped steel plate and the steel column, and at least one reinforcing steel rib plate is welded at the internal angle between the lower side of the lower bracket-shaped steel plate and the steel column. The extending direction of the reinforcing steel rib plate is parallel to the longitudinal direction of the steel beam, and the end close to the steel column is wider in the vertical direction than the end far from the steel column. The front and rear sections of the side of the reinforcing steel rib plate far from the bracket-shaped steel plate are straight sections, and the middle section is an arc section with a smooth transition; the upper and lower flange plates of the steel beam are respectively aligned with the narrow ends of the upper and lower bracket-shaped steel plates and are welded and fixed, and the web of the steel beam is aligned with the web of the bracket-shaped reinforcing steel member and is welded and fixed. The steel splints are located on both sides of the butt joint between the web of the steel beam and the web of the bracket-shaped reinforcing steel member, and the two steel splints on both sides are connected by high-strength bolts.

[0006] Preferably, the straight section of the reinforcing steel rib plate close to the steel column is of the same length as the straight section of the bracket-shaped steel plate close to the steel column, and the total length of the reinforcing steel rib plate is equal to the length of the straight section of the bracket-shaped steel plate close to the steel column plus the length of the arc section.

[0007] Preferably, the curvature of the arc segment of the reinforced steel rib plate is equal to that of the arc segment of the bracket-shaped steel plate.

[0008] Preferably, the reinforcing steel rib plates are evenly distributed at the internal corners between the upper side of the upper bracket-shaped steel plate and the steel column.

[0009] Preferably, there is only one reinforcing steel rib plate at the internal corner between the lower side of the lower bracket-shaped steel plate and the steel column, and the position of the reinforcing steel rib plate corresponds to the web of the bracket-shaped reinforced steel member.

[0010] Preferably, there are multiple reinforcing steel rib plates at the internal corner between the lower side of the lower bracket-shaped steel plate and the steel column, and the reinforcing steel rib plates are evenly distributed.

[0011] Preferably, the positions of the upper and lower bracket-shaped steel plates correspond to the internal partition plates of the steel column.

[0012] Preferably, process grooves for passing welding electrodes during welding are provided on the web of the steel beam, the web of the bracket-shaped reinforced steel member, and the reinforcing steel rib plate.

[0013] The beneficial effects of the present utility model are as follows:

[0014] This structure can avoid the brittle failure problem of the traditional steel structure beam-column connection node and has a certain seismic effect: the connection method of "steel column - bracket-shaped reinforced steel member - steel beam" can move the plastic hinge outwards. The bracket-shaped reinforced steel member is equivalent to strengthening the cross-section of the steel beam. The setting of "bracket-shaped reinforced steel member + reinforcing steel rib plate" can, while ensuring not to occupy more net clear height as much as possible, weaken the serious stress concentration state at the beam-column connection, improve the stress concentration phenomenon at the weld at the root of the beam, avoid brittle failure in the heat-affected zone of the welding, increase the plastic energy dissipation range. The bracket-shaped reinforced steel member and the steel beam are connected by a bolt-weld hybrid rigid connection, which can increase the flexural bearing capacity of the cross-section of the steel beam, improve the stress concentration phenomenon at the root weld, reduce the possibility of weld failure at the joint, and increase the range of plastic deformation to consume energy. Description of the Drawings

[0015] Figure 1 is a three-dimensional schematic diagram of a traditional steel structure beam-column connection node.

[0016] Figure 2 is a three-dimensional schematic diagram of the steel structure seismic node in the embodiment of the present utility model.

[0017] Figure 3 is a top view of the steel structure seismic node in the embodiment of the present utility model.

[0018] Figure 4 is a front view of the steel structure seismic node in the embodiment of the present utility model.

[0019] In the figure: 1 - steel column; 2 - steel beam; 3 - bracket-shaped reinforcing steel member; 4 - reinforcing steel rib plate; 5 - steel splint; 6 - high-strength bolt. Detailed implementation manners

[0020] To make the objectives, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application. Apparently, the described embodiments are some, but not all, of the embodiments of the present application. The components of the embodiments of the present application generally described and illustrated in the figures herein can be arranged and designed in a variety of different configurations.

[0021] Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the present application claimed, but merely represents selected embodiments of the present application. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present application without creative efforts shall fall within the scope of protection of the present application.

[0022] It should be noted that like reference numerals and letters denote like items in the following figures, and thus, once an item is defined in one figure, it does not require further definition and explanation in subsequent figures.

[0023] In the description of the present application, it should be noted that the orientation or positional relationship indicated by the terms "upper", "lower", "vertical", "horizontal", etc. is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the product of this application is usually placed during use. It is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as a limitation of the present application.

[0024] In addition, the terms "horizontal", "vertical", "hanging", etc. do not mean that the components are required to be absolutely horizontal or hanging, but may be slightly inclined. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but may be slightly inclined.

[0025] The features and performance of the present application will be further described in detail below in conjunction with the embodiments.

[0026] Embodiment 1

[0027] This embodiment discloses a seismic joint for steel structures, including a steel column 1, a steel beam 2, a bracket-shaped strengthening steel member 3, a strengthening steel rib plate 4, a steel splint 5, and high-strength bolts 6; wherein: the upper and lower layers of the bracket-shaped strengthening steel member 3 are bracket-shaped steel plates, and the middle is a web. The wide ends of the bracket-shaped steel plates are of the same width as the steel column 1, and the narrow ends are of the same width as the steel beam 2. The distance between the upper and lower bracket-shaped steel plates is the same as the distance between the upper and lower flange plates of the steel beam 2. The two sides of the bracket-shaped steel plates are symmetrical, and the front and rear sections of the edges are straight sections, and the middle section is an arc section with a smooth transition, as shown in Figures 2 to 4 ; the wide ends of the bracket-shaped strengthening steel member 3 are aligned with both sides of the steel column 1 and are fully welded and fixed on the steel column 1. At least two strengthening steel rib plates 4 are welded at the internal corners between the upper side of the upper bracket-shaped steel plate and the steel column 1, and at least one strengthening steel rib plate 4 is welded at the internal corners between the lower side of the lower bracket-shaped steel plate and the steel column 1. The extending direction of the strengthening steel rib plate 4 is parallel to the longitudinal direction of the steel beam 2, and the end close to the steel column 1 is wider in the vertical direction than the end far from the steel column 1. The front and rear sections of the side of the strengthening steel rib plate 4 far from the bracket-shaped steel plate are straight sections, and the middle section is an arc section with a smooth transition, as shown in Figures 2 to 4 ; the upper and lower flange plates of the steel beam 2 are respectively aligned with the narrow ends of the upper and lower bracket-shaped steel plates and are welded and fixed, and the web of the steel beam 2 is aligned with the web of the bracket-shaped strengthening steel member 3 and is welded and fixed. The steel splint 5 is located on both sides of the butt joint between the web of the steel beam 2 and the web of the bracket-shaped strengthening steel member 3, and the two steel splints 5 on both sides are connected by high-strength bolts 6, as shown in Figures 2 to 4 .

[0028] During installation, the bracket-shaped strengthening steel member 3 and the strengthening steel rib plate 4 can be pre-installed on the steel column 1 in the factory, and then the steel beam 2 can be installed on the bracket-shaped strengthening steel member 3 on site. Among them: in the factory, first align the wide ends of the bracket-shaped strengthening steel member 3 with both sides of the steel column 1 and fully weld and fix it on the steel column 1, and then distribute and weld the strengthening steel rib plate 4 at the internal corners between the upper side of the upper bracket-shaped steel plate and the steel column 1 and at the internal corners between the lower side of the lower bracket-shaped steel plate and the steel column 1; on site, first align the upper and lower flange plates of the steel beam 2 with the narrow ends of the upper and lower bracket-shaped steel plates respectively and weld and fix them, align the web of the steel beam 2 with the web of the bracket-shaped strengthening steel member 3 and weld and fix them, then set the steel splint 5 on both sides of the butt joint between the web of the steel beam 2 and the web of the bracket-shaped strengthening steel member 3, and connect the two steel splints 5 on both sides by high-strength bolts 6. The bolt holes on the web of the steel beam 2 and the web of the bracket-shaped strengthening steel member 3 can be drilled on site or pre-drilled.

[0029] To further improve the stability, as shown in Figure 2 and Figure 4 , in this embodiment, the positions of the upper and lower bracket-shaped steel plates correspond to the internal partitions of the steel column 1.

[0030] To facilitate welding, as shown in Figure 2 and Figure 4As shown, in this embodiment, process grooves for the welding electrode to pass through are provided on the web of the steel beam 2, the web of the bracket-shaped stiffening steel member 3, and the stiffening steel rib plate 4.

[0031] Embodiment Two

[0032] This embodiment gives a preferred example of the relationship between the stiffening steel rib plate 4 and the bracket-shaped steel plate: the straight section of the stiffening steel rib plate 4 close to the steel column 1 is of the same length as the straight section of the bracket-shaped steel plate close to the steel column 1, and the total length of the stiffening steel rib plate 4 is equal to the length of the straight section of the bracket-shaped steel plate close to the steel column 1 plus the length of the arc section; the curvature of the arc section of the stiffening steel rib plate 4 is equal to the curvature of the arc section of the bracket-shaped steel plate; see Figure 3 .

[0033] Embodiment Three

[0034] This embodiment optimizes the distribution of the stiffening steel rib plates 4: the stiffening steel rib plates 4 are equally spaced between the upper bracket-shaped steel plate and the internal angle between the steel column 1; if there is only one stiffening steel rib plate 4 at the internal angle between the lower bracket-shaped steel plate and the steel column 1, the position of the stiffening steel rib plate 4 corresponds to the web of the bracket-shaped stiffening steel member 3; if there are multiple stiffening steel rib plates 4 at the internal angle between the lower bracket-shaped steel plate and the steel column 1, the stiffening steel rib plates 4 are equally spaced.

[0035] This structure can avoid the brittle failure problem of the traditional steel structure beam-column connection node, has a certain seismic effect, and is applicable to earthquake-prone areas: the bracket-shaped stiffening steel member 3 can be pre-installed in the factory, and its welding quality is guaranteed. Moreover, the bracket-shaped stiffening steel member 3 can also be used as an installation platform during on-site operation, which is convenient for construction. The key is that the connection method of "steel column 1 - bracket-shaped stiffening steel member 3 - steel beam 2" can move the plastic hinge outwards. The bracket-shaped stiffening steel member 3 is equivalent to strengthening the cross-section of the steel beam 2. Therefore, it can solve the brittle cracking problem of the steel structure beam-column connection node; the setting of "bracket-shaped stiffening steel member 3 + stiffening steel rib plate 4" can, while ensuring not to occupy more net clear height as much as possible, weaken the serious stress concentration state at the beam-column connection, improve the stress concentration phenomenon at the root weld of the beam, avoid brittle failure in the welding heat-affected zone, and increase the plastic energy dissipation range; the bracket-shaped stiffening steel member 3 and the steel beam 2 are rigidly connected by bolting and welding, which can increase the flexural bearing capacity of the cross-section of the steel beam 2, improve the stress concentration phenomenon at the root weld, reduce the possibility of the weld at the joint being damaged, and increase the range of plastic deformation to consume energy.

[0036] The embodiments described above are some, but not all, of the embodiments of the present application. The detailed description of the embodiments of the present application is not intended to limit the scope of the present application claimed, but merely represents the selected embodiments of the present application. All other embodiments obtained by those of ordinary skill in the art based on the embodiments in the present application without making creative efforts fall within the scope of protection of the present application.

Claims

1. A seismic node of a steel structure, characterized in that: It includes steel columns, steel beams, corbel-shaped reinforced steel components, reinforced steel ribs, steel splints and high-strength bolts; the upper and lower layers of the corbel-shaped reinforced steel components are corbel-shaped steel plates, and the middle is a web plate; the wide end of the corbel-shaped steel plate is as wide as the steel column, and the narrow end is as wide as the steel beam; the spacing between the upper and lower corbel-shaped steel plates is the same as the spacing between the upper and lower flange plates of the steel beam; the two sides of the corbel-shaped steel plate are symmetrical, and the front and rear sections of the edge are straight sections, and the middle section is an arc section with a smooth transition; the wide end of the corbel-shaped reinforced steel component is aligned with the two sides of the steel column and is fully welded and fixed on the steel column; the inner corner between the upper side of the upper corbel-shaped steel plate and the steel column is welded with at least two reinforcing steel ribs; the lower At least one reinforcing steel rib is welded to the inner corner between the lower side of the layer of corbel-shaped steel plate and the steel column. The extending direction of the reinforcing steel rib is parallel to the longitudinal direction of the steel beam and the end close to the steel column is vertically wider than the end away from the steel column. The front and rear sections of the reinforcing steel rib away from the corbel-shaped steel plate are straight sections, and the middle section is an arc section with a smooth transition; the upper and lower flange plates of the steel beam are respectively aligned with the narrow ends of the upper and lower corbel-shaped steel plates and welded and fixed, the web of the steel beam is aligned with the web of the corbel-shaped reinforcing steel member and welded and fixed, the steel splints are located on both sides of the joint between the web of the steel beam and the web of the corbel-shaped reinforcing steel member, and the steel splints on both sides are connected by high-strength bolts.

2. The seismic node of the steel structure according to claim 1, characterized in that: The straight section of the reinforcing steel rib plate close to the steel column is equal in length to the straight section of the corbel-shaped steel plate close to the steel column, and the total length of the reinforcing steel rib plate is equal to the length of the straight section of the corbel-shaped steel plate close to the steel column plus the length of the arc section.

3. The seismic node of the steel structure according to claim 1, characterized in that: The curvature of the arc segment of the reinforcing steel rib plate is equal to the curvature of the arc segment of the corbel-shaped steel plate.

4. The seismic node of the steel structure according to claim 1, characterized in that: The reinforcing steel ribs at the inner corners between the upper side of the upper corbel-shaped steel plate and the steel columns are evenly distributed.

5. The seismic node of the steel structure according to claim 1, characterized in that: There is only one reinforcing steel rib at the inner corner between the lower side of the lower corbel-shaped steel plate and the steel column, and the position of the reinforcing steel rib corresponds to the web of the corbel-shaped reinforced steel member.

6. The seismic node of the steel structure according to claim 1, characterized in that: A number of reinforcing steel ribs are provided at the inner corners between the lower side of the lower corbel-shaped steel plate and the steel column, and the reinforcing steel ribs are evenly distributed.

7. The seismic node of the steel structure according to claim 1, characterized in that: The positions of the upper and lower corbel-shaped steel plates correspond to the internal partitions of the steel columns.

8. The seismic node of the steel structure according to claim 1, characterized in that: The web of the steel beam, the web of the corbel-shaped reinforcing steel member and the reinforcing steel rib are provided with process grooves for the passage of welding rods during welding.

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