A steel column-steel beam filled with fiber self-compacting concrete assembly type damping joint

Abstract

The application discloses a kind of steel column-steel beam inner filling fiber self-compacting concrete fabricated damping joint, including steel column, steel beam, column end overhanging steel tank, damping rubber pad and beam end overhanging steel connecting piece;Steel column bottom and column end overhanging steel tank top are fixedly connected, damping rubber pad is fixedly arranged in the inner cavity of column end overhanging steel tank;Steel beam is fixedly connected with beam end overhanging steel connecting piece;Beam end overhanging steel connecting piece, be placed in the inner cavity of column end overhanging steel tank, cavity is used for pouring fiber self-compacting concrete;Steel column, steel beam, column end overhanging steel tank, damping rubber pad and beam end overhanging steel connecting piece are integrally fixedly connected by screw rod, nut.The node does not weaken main force component, avoids residual stress and local stress concentration, has clear embedding positioning and support, can reduce construction fine dependence, save time and economic cost.It is a kind of new whole safety stiffness and local flexible energy dissipation node form, suitable for popularization and application.

Description

Technical Field

[0001] This invention belongs to the field of structural engineering technology, and relates to a prefabricated composite structure for structural engineering using new materials, and to a prefabricated vibration damping joint for steel columns and steel beams filled with fiber self-compacting concrete, specifically a prefabricated vibration damping joint for steel columns and I-beams filled with fiber self-compacting concrete. Background Technology

[0002] Beams, representing horizontal load-bearing members, connect to columns, representing vertical load-bearing members, via beam-column joints. These joints are crucial for transmitting loads including shear force, bending moment, and torque. The performance of these joints determines whether the structure can remain within its ultimate limit state and serviceability limit state under external loads, making them a key factor affecting overall structural safety. Currently, the connection between steel columns and I-beams is the most widespread type of joint in steel structures, commonly achieved through three methods: welding with stiffeners, bolting, and welding bolts. Welding on-site increases the construction period, and the quality control of welding processes is more difficult compared to factory work, easily leading to residual stress in the welds. Bolting requires drilling holes in the main load-bearing members, especially horizontal members like beams, which can cause localized weakening and stress concentration in these members. Using stiffeners offers limited improvement in the in-plane and out-of-plane strength and stiffness of the beam-column joint, resulting in no significant enhancement of the joint's mechanical properties compared to the main load-bearing members. Under out-of-plane eccentric loads, the joint's torsional resistance is insufficient, leading to poor stability. The installation of steel structure beam-column joints requires a high degree of precision and is difficult to construct. It requires a sufficient number of hoisting, load-bearing, and temporary local supports, which results in high time and economic costs.

[0003] The current seismic design philosophy for structural engineering is "strong column, weak beam," which means that under seismic loads, the beam portion of the beam-column joint is weakened, allowing the beam to deform or fail to dissipate seismic energy, ensuring that the load-bearing capacity of vertical members is not lost. This prioritizes the "damage" of horizontal members in seismic energy dissipation to prevent progressive collapse and significant casualties. However, performance-based seismic design places higher demands on structural seismic resistance. Under the premise of preventing progressive collapse, it aims to minimize epicentral damage, reduce post-earthquake repair and reinforcement costs, and shorten the post-earthquake restart period. This requires further improvement and refinement of the seismic design philosophy and techniques for structural systems. Among these, the design and improvement of beam-column joints are crucial. Therefore, performance-based seismic design optimization of the widely used steel column-I-beam joint in steel structures is essential. Summary of the Invention

[0004] To address the aforementioned technical problems, this invention proposes a prefabricated vibration damping joint consisting of a steel column-I-beam filled with fiber-reinforced self-compacting concrete.

[0005] The technical solution adopted in this invention is: a prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling in a steel column-steel beam, comprising a steel column, a steel beam, an extended steel channel at the column end, a vibration damping rubber pad layer, and an extended steel connector at the beam end;

[0006] The bottom of the steel column and the top of the column end protruding steel channel are fixedly connected, and the shock-absorbing rubber pad is fixedly installed in the inner cavity of the column end protruding steel channel;

[0007] The steel beam is fixedly connected to the overhanging steel connector at the beam end;

[0008] The beam end protruding steel connector is set in the inner cavity of the column end protruding steel groove, and the cavity is used for pouring fiber self-compacting concrete.

[0009] The steel columns, steel beams, column end protruding steel channels, shock-absorbing rubber pads, and beam end protruding steel connectors are integrally fixedly connected by bolts and nuts.

[0010] Preferably, the steel column is I-shaped.

[0011] Preferably, the steel beam is I-shaped.

[0012] Preferably, the column end protruding steel channel is U-shaped, with a pre-opening for connecting the steel channel provided in the middle of one side.

[0013] Preferably, the contact surface between the shock-absorbing rubber pad and the column end protruding steel channel plate is a rough surface, and is bonded to the column end protruding steel channel plate with an adhesive.

[0014] Preferably, the beam end overhanging steel connector is king-shaped, including a front end plate, a middle end plate, a rear end plate, and an end plate connecting plate.

[0015] Preferably, the thickness of the front end plate, the middle end plate, and the rear end plate is not less than the thickness of the steel beam flange.

[0016] Preferably, the connection between the column end protruding steel channel and the steel column is provided with an inclined steel plate support, and the angle between the inclined steel plate and the horizontal is ≥45°.

[0017] Preferably, the fiber self-compacting concrete has an aggregate particle size of ≤10mm and the fiber type is one or a combination of several of glass fiber, aramid fiber, carbon fiber, polypropylene fiber and basalt fiber.

[0018] Preferably, the fiber-reinforced self-compacting concrete has a strength grade ≥C30 and ≤C50.

[0019] The present invention has the following advantages compared with the prior art:

[0020] (1) Precast beam end extended steel connectors and precast column end extended steel channels that match their size are used to facilitate the positioning and local support during node installation, reduce the number of hoisting and loads during installation, and reduce the cost of precision, construction difficulty and time economy during installation.

[0021] (2) The node structure of column and beam extension connectors is adopted, which does not weaken the column and beam components themselves, avoids the problem of residual stress in welds that is easy to occur during on-site construction welding, solves the local stress concentration phenomenon caused by the opening of the main load-bearing components, and improves the integrity and toughness of the structure.

[0022] (3) Beam-column joints have better in-plane and out-of-plane strength and stiffness, which improves the bending and shear resistance of I-beam joints and effectively reduces the torsional deformation of I-beam joints caused by out-of-plane eccentric loads.

[0023] (4) Fiber self-compacting concrete is filled between the front and rear end plates. Utilizing the good crack resistance, compressive properties and damage energy dissipation capacity of fiber self-compacting concrete, the front and middle end plates of the beam end protruding steel connectors are inhibited and the extrusion deformation is slowed down under the action of the concrete material, thus ensuring the safety and stability of the overall node. Under normal working conditions, fiber self-compacting concrete can effectively protect the internal end plates and connecting bolts of the node from corrosion. When repairing and reinforcing after the earthquake, it is only necessary to remove the cracked concrete and re-pour the concrete. The construction is simple and the cost is low.

[0024] (5) By adopting a double-layer rubber pad, the rigid displacement of the steel connectors extending out of the beam end and the deformation of the steel plate at the contact rubber pad node can effectively dissipate the energy absorbed by the components under seismic action, increase the safety reserve and defense line of beam-column nodes and components, and reduce or eliminate structural damage under seismic action. This is different from the "strong column weak beam" structural design concept. It is a node design concept with high overall safety stiffness and local flexible energy dissipation. The seismic mechanism of replacing the deformation energy dissipation of horizontally stressed components with flexible energy dissipation can simultaneously control the epicenter damage of column and beam components, and realize performance-based seismic design and construction. Attached Figure Description

[0025] The technical solutions of the present invention will be further illustrated below using embodiments and specific implementation methods. In addition, some accompanying drawings are used in the description of the technical solutions. Those skilled in the art can obtain other drawings and the intent of the present invention from these drawings without any creative effort.

[0026] Figure 1 This is a three-dimensional structural schematic diagram of Embodiment 1 of the present invention;

[0027] Figure 2 This is a top view schematic diagram of the structure of Embodiment 1 of the present invention;

[0028] Figure 3 This is a three-dimensional schematic diagram of the combination of the medium-sized steel column and the column end protruding steel channel in Embodiment 1 of the present invention;

[0029] Figure 4 This is a three-dimensional schematic diagram of the combination of the I-beam and the overhanging steel connector at the beam end in Embodiment 1 of the present invention;

[0030] Figure 5 This is a top view of the combination of the medium-sized steel column and the column end extended steel channel in Embodiment 1 of the present invention;

[0031] Figure 6 This is a top view schematic diagram of the combination of the I-beam and the overhanging steel connector at the beam end in Embodiment 1 of the present invention;

[0032] Figure 7 This is a side view of the combination of the medium-sized steel column and the column end extended steel channel in Embodiment 1 of the present invention;

[0033] Figure 8 This is a side view of the I-beam and the overhanging steel connector at the beam end in Embodiment 1 of the present invention.

[0034] Figure 9 This is a side view of the structure according to Embodiment 1 of the present invention;

[0035] Figure 10 This is a top view of the combination of the steel column and the extended steel channel at the column end in Embodiment 2 of the present invention.

[0036] Figure 11 This is a top view of the structure in Embodiment 2 of the present invention;

[0037] Wherein: 1-steel column, 2-I-beam, 3-column end extended steel channel, 4-shock-absorbing rubber pad, 5-beam end extended steel connector, 6-bolt, 7-fiber self-compacting concrete, 8-steel channel bolt hole, 9-rubber pad bolt hole, 10-steel channel connection pre-opening, 11-steel connector bolt hole, 12-front end plate, 13-middle end plate, 14-rear end plate, 15-end plate connecting plate, 16-steel column bolt hole. Detailed Implementation

[0038] To facilitate understanding and implementation of the present invention by those skilled in the art, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0039] Example 1:

[0040] Depend on Figure 1-9As shown in the figure, the prefabricated vibration damping joint with fiber self-compacting concrete filling in the steel column-I-beam provided in this embodiment includes: steel column 1, I-beam 2, column end extended steel channel 3, vibration damping rubber pad 4, beam end extended steel connector 5, bolt 6, fiber self-compacting concrete 7, steel channel bolt hole 8, rubber pad bolt hole 9, steel channel connection pre-opening 10, steel connector bolt hole 11, front end plate 12, middle end plate 13, rear end plate 14, end plate connecting plate 15, and steel column bolt hole 16.

[0041] First, the steel column 1 is pre-drilled with bolt holes 16. The column end extension steel channel 3 is designed and processed in the factory, and the steel channel bolt holes 8 and the steel channel connection pre-opening 10 are pre-drilled. The steel column 1 and the column end extension steel channel 3 are welded into a whole in the factory. The shock-absorbing rubber pad layer 4 is laid and pasted inside the steel channel to form the node column part 17.

[0042] Secondly, the front end plate 12, middle end plate 13, rear end plate 14 and end plate connecting plate 15 of the reserved steel connector screw hole 11 are designed and processed to form the beam end extended steel connector 5. The beam end extended steel connector 5 is then welded to the I-beam 2 in the factory to form the node beam part 18.

[0043] Next, the node column part 17 and the node beam part 18 are assembled on site and connected by screws 6 through the reserved steel column screw holes 16, steel channel screw holes 8, rubber pad screw holes 9 and steel connector screw holes 11.

[0044] Finally, the fiber self-compacting concrete 7 is poured into the cavity formed by the node to form a prefabricated vibration damping node with fiber self-compacting concrete filling in the steel column-I-beam.

[0045] Example 2:

[0046] The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling in the steel column-I-beam configuration provided in this embodiment is similar to that in Embodiment 1, except that the steel column is a closed box-shaped steel column, and the bolts pass through the box-shaped column. Figure 10 , 11 .

[0047] This invention can also be optimized in a series of specific ways according to actual circumstances, for example:

[0048] In one embodiment, the thickness of the steel plate of the column end protruding steel channel (3) is ≥8mm and the maximum value of the wall thickness of the steel column is ≥8mm.

[0049] In one embodiment, the shock-absorbing rubber pad (4) has a thickness of ≥10mm, the contact surface with the steel channel plate is roughened, and it is bonded to the steel channel plate using an adhesive.

[0050] In one embodiment, the thickness of the front end plate (12), the middle end plate (13) and the rear end plate (14) is not less than the flange thickness of the I-beam (2).

[0051] In one embodiment, the thickness of the end plate connecting plate (15) is not less than the thickness of the web of the I-beam (2), and the upper and lower edges are aligned with the flange edges of the I-beam (2).

[0052] In one embodiment, the fiber self-compacting concrete (7) uses aggregate with a particle size ≤10mm and the fiber type is one or more of glass fiber, aramid fiber, carbon fiber, polypropylene fiber and basalt fiber.

[0053] In one embodiment, the screw (6) is a high-strength extrusion friction screw with a diameter ≥8mm and a number of no less than 4 on one side.

[0054] In one embodiment, the lower part of the column end protruding steel channel (3) is supported by an inclined steel plate, the thickness of which is the same as the thickness of the steel plate in the column end protruding steel channel (3), and the angle with the horizontal is ≥45°.

[0055] In one embodiment, the adhesive used to contact the shock-absorbing rubber pad (4) and the column end protruding steel channel (3) is one of chloroprene rubber adhesive, acrylic adhesive, epoxy resin adhesive and silicone adhesive.

[0056] In one embodiment, the width of the pre-opening (10) of the steel channel connection is greater than the thickness of the end plate connecting plate (15), but ≤ the thickness of the end plate connecting plate (15) + 3mm.

[0057] In one embodiment, the fiber-reinforced self-compacting concrete (7) has a strength grade ≥C30 and ≤C50.

[0058] This invention employs prefabricated beam-end extended steel connectors and column-end extended steel channels, without weakening the main load-bearing components, avoiding residual stress and local stress concentration. On-site assembly relies on the embedded positioning and support of the beam-end extended steel connectors and column-end extended steel channels, reducing the reliance on construction precision, decreasing the number of hoisting, load, and temporary local supports, and saving time and economic costs. The resulting beam-column joint has high in-plane and out-of-plane strength and stiffness. Based on a joint design concept of high overall safety stiffness and local flexible energy dissipation, a damping rubber pad layer and fiber-reinforced self-compacting concrete are added to the joint. Under seismic loading, the energy dissipation of the flexible material replaces the energy dissipation due to damage and deformation of the main load-bearing horizontal components. While ensuring the overall structural safety, it reduces the degree of damage to the main horizontal load-bearing components, achieving the performance seismic design goals of minimizing epicentral damage, minimizing the cost of subsequent maintenance and reinforcement, and minimizing the post-earthquake restart cycle. Under seismic loading, a novel node design with high overall safety stiffness and localized flexible energy dissipation is proposed, which replaces the energy dissipation caused by damage and deformation of the main load-bearing horizontal components with the energy dissipation of flexible materials, thereby reducing the degree of damage to the main load-bearing horizontal components. This design is suitable for widespread application.

[0059] Although this specification uses numerous terms such as 1. steel column, 2. I-beam, 3. column end overhanging steel channel, 4. shock-absorbing rubber pad, 5. beam end overhanging steel connector, 6. bolt, 7. fiber self-compacting concrete, 8. steel channel bolt hole, 9. rubber pad bolt hole, 10. steel channel connection pre-opening, 11. steel connector bolt hole, 12. front end plate, 13. middle end plate, 14. rear end plate, 15. end plate connecting plate, and 16. steel column bolt hole, the possibility of using other terms is not excluded. These terms are used merely for the convenience of describing the essence of the invention, and interpreting them as any additional limitation would contradict the spirit of the invention.

[0060] It should be understood that, unless otherwise expressly specified and limited, the terms "installation," "connection," and "joining" used in this specification should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0061] It should be understood that the embodiments described above are only some, not all, of the embodiments of the present invention. Furthermore, the technical features of the various embodiments or individual embodiments provided by the present invention can be arbitrarily combined to form feasible technical solutions. Such combinations are not constrained by the order of steps and / or structural composition patterns, but must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by the present invention.

[0062] It should be understood that the above description of the preferred embodiments is quite detailed, but it should not be considered as a limitation on the scope of protection of this invention. Those skilled in the art, under the guidance of this invention, can make substitutions or modifications without departing from the scope of protection of the claims of this invention, and all such substitutions or modifications fall within the scope of protection of this invention. The scope of protection of this invention should be determined by the appended claims.

Claims

1. A prefabricated vibration damping joint for steel columns-beams filled with fiber-reinforced self-compacting concrete, characterized in that: It includes steel columns (1), steel beams (2), column end extended steel channels (3), shock-absorbing rubber pads (4), and beam end extended steel connectors (5); The bottom of the steel column (1) and the top of the column end protruding steel groove (3) are fixedly connected, and the shock-absorbing rubber pad (4) is fixedly installed in the inner cavity of the column end protruding steel groove (3); The steel beam (2) is fixedly connected to the beam end overhang steel connector (5); The beam end extended steel connector (5) is set in the inner cavity of the column end extended steel groove (3), and the cavity is used to pour fiber self-compacting concrete (7). The steel column (1), steel beam (2), column end extended steel channel (3), shock-absorbing rubber pad (4) and beam end extended steel connector (5) are integrally fixedly connected by screws and nuts; The fiber self-compacting concrete (7) has an aggregate particle size of ≤10mm and the fiber type is one or a combination of glass fiber, aramid fiber, carbon fiber, polypropylene fiber and basalt fiber; the fiber self-compacting concrete (7) has a strength grade of ≥C30 and ≤C50.

2. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: The steel column (1) is I-shaped.

3. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: The steel beam (2) is I-shaped.

4. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: The column end extended steel channel (3) is U-shaped, and a steel channel connection pre-opening (10) is provided in the middle of one side.

5. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: The contact surface between the shock-absorbing rubber pad (4) and the steel plate of the column end protruding steel channel (3) is a rough surface treated, and is bonded to the steel plate of the column end protruding steel channel (3) by an adhesive.

6. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: The beam end overhanging steel connector (5) is in the shape of a king and includes a front end plate (12), a middle end plate (13), a rear end plate (14) and an end plate connecting plate (15).

7. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 6, characterized in that: The thickness of the front end plate (12), the middle end plate (13) and the rear end plate (14) is not less than the flange thickness of the steel beam (2).

8. The prefabricated vibration damping joint with fiber-reinforced self-compacting concrete filling inside the steel column-I-beam according to claim 1, characterized in that: An inclined steel plate is provided at the connection between the column end protruding steel channel (3) and the steel column (1), and the inclined steel plate has an angle of ≥45° with the horizontal.

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