Low-damage energy-dissipation steel coupling beam

Abstract

The invention discloses a low-damage energy-dissipation steel coupling beam. The steel coupling beam comprises a steel beam (2) and two wall column connecting sections (1), and the two wall column connecting sections are installed and connected to the two ends of the steel beam respectively. The specific implementation form of the connection form between the wall column connection section and the steel beam is that a connection plate (4) is arranged between the wall column connection section and the steel beam, the wall column connection section is fixedly connected with the connection plate, and the connection plate is connected with the steel beam through a sliding friction connection device. Relative slippage with damping can be conducted between the connecting plate and the steel beam, and energy is dissipated in the relative slippage process. And an anti-collision gap is formed between the wall column connecting section and the steel beam. The steel coupling beam disclosed by the invention has the characteristic of combining rigidity and softness, and can dissipate energy through frictional sliding, so that plastic damage of a main body structure in an earthquake is effectively reduced.

Description

Technical Field

[0001] The invention belongs to the field of earthquake resistance and disaster prevention and reduction of building structures, and in particular relates to a low-damage energy-consuming steel coupling beam. Background Art

[0002] In shear wall structures, coupling beams are key energy-absorbing components and their design requires sufficient plastic rotation capacity to dissipate energy, reduce structural damage and avoid brittle failure under earthquake action.

[0003] The current problem is:

[0004] Existing coupling beams usually use rigid connection methods such as welding or bolting, which limits their rotation capacity and makes it difficult to maintain stable energy dissipation capacity under large deformation conditions.

[0005] Specifically,

[0006] Under strong earthquakes, significant stress concentration will occur at the ends of the coupling beams, leading to the formation of local plastic hinges, accompanied by irreversible deformation and large residual deformation. This not only increases the difficulty and cost of post-earthquake repair, but may also reduce the functionality and service life of the structure, affecting its long-term safety.

[0007] In addition, traditional energy dissipation designs mostly rely on the yielding and plastic deformation of materials to achieve energy dissipation. However, as the intensity of earthquakes increases, the degradation effects of materials in large deformation states (such as strength degradation and stiffness degradation) will lead to a significant decrease in the energy dissipation capacity of the structure, a decrease in the recovery stiffness, and an increase in inter-layer displacement and internal force requirements of components. Under high-intensity earthquakes, traditional rigid coupling beams may even fail brittlely. Summary of the invention

[0008] The purpose of the present invention is to provide a low-damage energy-dissipating steel coupling beam, which has the characteristics of both rigidity and flexibility and can dissipate energy through friction and sliding, thereby effectively reducing the plastic damage of the main structure in an earthquake.

[0009] In order to achieve the above technical objectives, the present invention adopts the following technical solutions:

[0010] A low-damage energy-consuming steel coupling beam, the steel coupling beam comprising a steel beam and two wall limb connecting sections, the two wall limb connecting sections are respectively installed and connected at both ends of the steel beam;

[0011] The connection form between the wall pier connection section and the steel beam is specifically implemented as follows:

[0012] A connecting plate is arranged between the wall limb connecting section and the steel beam. The wall limb connecting section and the connecting plate are fixedly connected together, and the connecting plate is connected to the steel beam through a sliding friction connection device.

[0013] Furthermore, the connection plate and the steel beam can slide relative to each other with damping, and energy can be dissipated during the relative sliding.

[0014] Furthermore, an anti-collision gap is provided between the wall limb connection section and the steel beam.

[0015] Further, the portion of the connecting plate connected to the steel beam is defined as a sliding end portion;

[0016] The sliding friction connection device is specifically implemented in the following structural form:

[0017] A sliding bolt hole is provided at the sliding end of the connecting plate, and an inner friction plate, an outer friction plate and a cover plate are provided at the connecting portion between the connecting plate and the steel beam. The cover plate, the outer friction plate, the connecting plate, the inner friction plate and the steel beam are sequentially stacked together and fastened with friction bolts. The friction bolts pass through the sliding bolt holes on the connecting plate, thereby forming the sliding friction connection device.

[0018] Furthermore, the friction bolt is provided with a disc spring.

[0019] Furthermore, a pad is provided at the connection portion between the connection plate and the wall limb connection section, and the thickness of the pad is the same as the thickness of the inner friction plate.

[0020] Further, the anti-collision gap is represented by Δ, and the anti-collision gap satisfies the following conditions:

[0021]

[0022] Where H is the cross-sectional height of the steel beam, θ is the allowable inter-story drift angle of the shear wall; L c L is the horizontal distance between the centers of the connection sections of the two wall limbs; f It is the horizontal distance between the centroids of the friction bolt groups at both ends of the steel beam.

[0023] Furthermore, the diameter D of the sliding bolt hole on the connecting plate should meet the following conditions:

[0024]

[0025] Where D b is the diameter of the friction bolt, d i It is the horizontal distance from the friction bolt to the centroid of the friction bolt group in which it is located.

[0026] Furthermore, two upper and lower stiffening ribs are arranged on the wall limb connection section, and the positions of the two stiffening ribs are aligned with the upper and lower flanges of the steel beam.

[0027] Compared with the prior art, the steel coupling beam of the present invention has the following main beneficial effects:

[0028] An anti-collision gap is set between the wall connection section and the steel beam, and a sliding friction connection device is also used at the connection between the wall connection section and the steel beam. The entire steel connecting beam has flexible deformation ability within a certain range, and the deformation is damped.

[0029] In this way,

[0030] When the overall structure in which the steel coupling beam is located vibrates and shakes, the entire steel coupling beam can rotate and deform, and in the process of dynamic reciprocating rotation and deformation, it dissipates energy through friction damping to avoid the situation where "seismic energy is transmitted to the main structure through rigid connections, thereby causing damage". This can significantly improve the plastic rotation capacity and energy dissipation capacity of traditional steel coupling beams, and effectively reduce the plastic damage of the main structure in earthquakes.

[0031] Specifically,

[0032] Under the action of small earthquakes, the steel coupling beam remains fixed and connected to provide rigid support; under the action of medium and large earthquakes, the steel coupling beam dissipates energy through friction and sliding, reducing the plastic damage of the main structure and the residual deformation after the earthquake. The steel coupling beam adopts a fully assembled design, which can be prefabricated in the factory and quickly installed on site through bolts to ensure construction efficiency and consistency of connection quality. Post-earthquake repair only requires re-tightening the friction bolts or replacing the friction plates to restore the pre-earthquake performance, which has the advantages of high efficiency, convenience and cost control. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 This is an exploded view of the low-damage energy-consuming steel coupling beam of the present invention;

[0034] Figure 2 It is a front view of the steel coupling beam of the present invention;

[0035] Figure 3 It is a structural schematic diagram of the wall limb connection section;

[0036] Figure 4 is a structural schematic diagram of the connecting plate;

[0037] Figure 5 and Figure 6 is a schematic diagram of the steel coupling beam of the present invention when lateral displacement occurs,

[0038] in,

[0039] Figure 5 The steel coupling beam in the middle rotates to the left.

[0040] Figure 6 The steel coupling beam in the middle rotates to the right. DETAILED DESCRIPTION

[0041] The present invention will be further described below with specific embodiments:

[0042] This embodiment provides a low-damage and energy-consuming steel coupling beam, which can effectively reduce the plastic damage of the main structure during an earthquake.

[0043] See also Figure 1 The steel coupling beam of this embodiment mainly includes a steel beam 2 and two wall limb connecting sections 1.

[0044] The steel beam 2 is an I-beam, and bolt holes for installation and connection are arranged at both ends of the web of the steel beam 2. The basic structure of the wall limb connection section 1 is basically the same as that of a conventional wall limb connection section, and bolt holes for installation and connection are arranged on the web of the wall limb connection section 1.

[0045] A closed flange is provided on one side of the wall limb connection section 1. Figure 3 For the convenience of description, the closed flange portion indicated by the middle arrow A is referred to as a "perforated flange plate". In order to facilitate the installation of the connecting plate 4, a rectangular through hole is opened on the perforated flange plate of the wall limb connecting section 1, and the through hole is referred to as a connecting hole 11. The connecting hole 11 is used to penetrate the connecting plate 4.

[0046] The two wall connecting sections 1 are respectively installed and connected at both ends of the steel beam 2, thereby forming a complete steel connecting beam.

[0047] For a single wall connection segment 1,

[0048] The wall pier connection section 1 is connected to one end of the steel beam 2 via a connection plate 4 , and the perforated flange plate of the wall pier connection section 1 faces the steel beam 2 , or in other words, the perforated flange plate of the wall pier connection section 1 is close to the end of the steel beam 2 .

[0049] Specifically, see Figure 4 For the convenience of description, the portion where the connecting plate 4 is connected to the wall limb connecting section 1 is referred to as a fixed end portion (eg Figure 4 The part where the connecting plate 4 is connected to the steel beam 2 is called the sliding end (as indicated by the arrow C1 in the middle). Figure 4 (indicated by arrow C2).

[0050] Bolt holes for bolt installation are provided on both the fixed end and the sliding end of the connecting plate 4, wherein the bolt hole provided at the fixed end is a conventional bolt hole, and its hole diameter matches the specification size of the bolt fastener used, while the bolt hole provided at the sliding end has a hole diameter larger than the specification size of the bolt fastener used.

[0051] The connecting plate 4 is inserted into the connecting hole 11 on the perforated flange plate of the wall limb connecting section 1, and a 2 mm gap is left between the two to facilitate installation while avoiding stress concentration and damage caused by local contact.

[0052] The fixed end of the connecting plate 4 is fixedly connected to the web of the wall connecting section 1 by conventional bolt fasteners, and the sliding end of the connecting plate 4 is also connected to the steel beam 2 by bolt fasteners. In this way, the installation connection between the wall connecting section 1 and one end of the steel beam 2 is realized.

[0053] It should be noted that, at the connection between the wall limb connection section 1 and the steel beam 2, a certain interval is provided between the "perforated flange plate of the wall limb connection section 1" and the "end of the steel beam 2", such as Figure 2 For the convenience of description, the interval indicated by the arrow B is referred to as an "anti-collision gap".

[0054] It should be noted that the connection between the sliding end of the connecting plate 4 and the steel beam 2 is not a conventional connection, but a connection form in which "the connected objects can slide relative to each other with damping, and dissipate energy in the relative sliding". For the convenience of description, this type of connection mechanism is referred to as a "sliding friction connection device". In other words, the connecting plate 4 and the steel beam 2 are connected together by a sliding friction connection device, so that the connecting plate 4 and the steel beam 2 can slide relative to each other with damping, and dissipate energy in the relative sliding. In summary, it can also be considered that the wall limb connecting section 1 and the steel beam 2 are connected together by a sliding friction connection device.

[0055] In this embodiment, the sliding friction connection device is specifically implemented in the following structure:

[0056] As mentioned above, the bolt hole provided at the sliding end of the connecting plate 4 has a hole diameter larger than the specification size of the bolt fastener used, so that the bolt in the bolt hole can slide within the range defined by the bolt hole. For the convenience of description, such a bolt hole is referred to as a "sliding bolt hole".

[0057] Two friction plates 3 are arranged at the connection part between the connecting plate 4 and the steel beam 2, which are called inner friction plate 31 and outer friction plate 32 respectively. The two friction plates 3 are arranged at the two sides of the sliding end of the connecting plate 4 respectively. In addition, a cover plate 6 is also arranged. The cover plate 6, the outer friction plate 32, the connecting plate 4, the inner friction plate 31 and the web of the steel beam 2 are overlapped in sequence, that is, the friction plate 3 is arranged between the connecting plate 4 and the steel beam 2, and the friction plate 3 is also arranged between the connecting plate 4 and the cover plate 6, and then they are fastened together by bolt fasteners, and the bolt fasteners pass through the sliding bolt holes 41 on the connecting plate 4. In this way, the connecting plate 4 and the steel beam 2 can slide relative to each other, and due to the existence of the friction plate 3, "between the connecting plate 4 and the steel beam 2" and "between the connecting plate 4 and the cover plate 6" can form a friction damping effect, thereby realizing the aforementioned "relative sliding with damping between the connecting plate 4 and the steel beam 2 and dissipating energy in the relative sliding".

[0058] It should be noted that the bolt fasteners used to connect the connecting plate 4 and the steel beam 2, that is, the bolt fasteners used in the sliding friction connection device, are equipped with disc springs 8. In this way, the disc springs 8 are in an elastic state under the action of the bolt preload, and even in a vibrating state, the cover plate 6, the outer friction plate 32, the connecting plate 4, the inner friction plate 31 and the steel beam 2 can be kept close together to maintain the effect of friction damping. It should be noted that when the disc springs 8 are in an elastic state, they exhibit linear expansion and contraction.

[0059] It should be noted that a pad 9 is provided at the connection position between the fixed end of the connecting plate 4 and the wall limb connecting section 1 , and the thickness of the pad 9 is the same as that of the inner friction plate 31 , so as to ensure that the connecting plate 4 is subjected to force in the plane.

[0060] It should be noted that in other embodiments, other forms of sliding friction connection devices may also be used, as long as the effect of "relative sliding with damping between the connecting plate 4 and the steel beam 2 and energy dissipation during the relative sliding" can be achieved.

[0061] For the convenience of description, the bolt fastener used to connect the connecting plate 4 and the steel beam 2 is referred to as a friction type bolt fastener, and the bolt therein is referred to as a friction type bolt 7 .

[0062] It should be noted that the anti-collision gap between the wall limb connection section 1 and the steel beam 2 is represented by Δ, and the anti-collision gap should meet the following conditions:

[0063]

[0064] Where H is the cross-sectional height of steel beam 2, θ is the allowable inter-story drift angle of the shear wall; L cL is the horizontal distance between the centers of the two wall connection segments 1; f It is the horizontal distance between the centroids of the friction bolt groups at both ends of steel beam 2.

[0065] The "centroid of the friction bolt group 7" mentioned here refers to the centroid of the bolt group composed of four friction bolts 7 at the end of the wall pier connection section 1. Figure 2 The positions indicated by arrows D1 and D2.

[0066] The H, L c and L f For details, see Figure 2 .

[0067] It should be noted that the diameter D of the sliding bolt hole 41 on the connecting plate 4 should meet the following conditions:

[0068]

[0069] Where D b is the diameter of the friction bolt 7, d i It is the horizontal distance from the friction bolt 7 to the centroid of the friction bolt group where it is located.

[0070] The d i For details, see Figure 2 .

[0071] See also Figure 5 and Figure 6 When the structure where the steel coupling beam is located undergoes lateral displacement, the steel coupling beam as a whole can flexibly rotate and deform. Due to the existence of the anti-collision gap, as long as the interlayer displacement of the overall structure is within a certain range, the steel beam 2 in the steel coupling beam will not directly contact the wall limb connection section 1 during the rotation deformation process, thereby effectively avoiding the buckling risk caused by local extrusion and the additional stress caused by the elongation of the steel beam 2. The rotation center of the steel beam 2 during rotation is the centroid, and the rotational stiffness is zero, which significantly reduces the internal force transmission between the steel coupling beam and the shear wall, and optimizes the internal force distribution path of the overall structure. The improvement of the rotational freedom significantly improves the energy dissipation capacity of the steel coupling beam, and it exhibits good deformation adaptability and energy dissipation performance under earthquake action.

[0072] When the inter-story displacement of the overall structure exceeds the critical value and the deformation of the shear wall reaches the allowable inter-story displacement angle θ, the sliding bolt hole 41 of the connecting plate 4 contacts the outer wall of the friction bolt 7, the sliding is prevented, and the rotation stiffness of the steel connecting beam is restored to the rigidity of the fixed state. This limit design can prevent the steel connecting beam from excessive deformation under extreme sliding conditions, maintain the stability of the overall structure, reduce the risk of collapse, and improve the seismic reliability and recoverability of the structure.

[0073] In summary, within the allowable inter-story displacement angle range of the shear wall, the steel beam 2 exhibits zero stiffness during the rotation process. When the deformation of the shear wall reaches the allowable inter-story displacement angle, the edge of the sliding bolt hole 41 of the connecting plate 4 contacts the outer wall of the friction bolt 7, the slip is prevented, and the rotational stiffness of the steel beam 2 is restored to the stiffness of the fixed state.

[0074] It should be noted that the friction plate 3 mentioned above is made of high-hardness wear-resistant material, such as hard alloy steel or other high-hardness wear-resistant material; the steel beam 2 and the connecting plate 4 are made of ordinary structural steel. Such a design prevents surface wear and material erosion caused by long-term contact and cyclic loading, thereby ensuring the long-term stability and energy consumption reliability of the friction connection.

[0075] After the friction plate 3 is processed, the surface oxide layer is removed by pickling or mechanical methods to improve the surface purity and smoothness. Subsequently, the residual oxide, burrs and dirt are removed by shot blasting, and microscopic pits are formed on the surface to improve the friction coefficient and energy consumption performance.

[0076] It should be noted that, in order to enhance the local stability and shear resistance of the web of the wall pier connection section 1 , two upper and lower stiffening ribs are provided on the wall pier connection section 1 , and the positions of the two stiffening ribs are aligned with the upper and lower flanges of the steel beam 2 .

[0077] It should be noted that in the steel coupling beam of this embodiment, the cross-section of the steel beam 2 can be I-shaped or C-shaped, and the design can be optimized according to the actual engineering needs to achieve a balance between structural stiffness and energy dissipation performance. The preload force of the friction bolt 7 can be adjusted in stages according to different seismic requirements, and different initial damping forces (essentially static friction forces) can be achieved by adjusting the preload force, thereby meeting the multi-level seismic performance design requirements.

[0078] The main advantages of the steel coupling beam of this embodiment are:

[0079] 1) The steel coupling beam of this embodiment forms an integral force-bearing unit with the shear wall limb under a small earthquake, and dissipates seismic energy through friction damping and sliding under a medium or large earthquake.

[0080] Specifically,

[0081] The steel coupling beam maintains a rigid connection state under small earthquakes, providing stiffness and strength. Under moderate and large earthquakes, when the damping force is overcome, it dissipates seismic energy through friction and slip, reducing the internal force demand of the steel coupling beam and damage to the main structure, reducing post-earthquake residual deformation, and facilitating post-earthquake repair.

[0082] In addition, the steel coupling beam of this embodiment has other advantages as follows:

[0083] 2) The steel coupling beam of this embodiment can be prefabricated in a factory and assembled on site. This ensures the accuracy of component processing and precise control of bolt preload, thereby improving the consistency and reliability of connection quality.

[0084] 3) The on-site assembly method of full bolt connection avoids welding operations, eliminates the risk of the welding process being easily affected by environmental and site conditions, and reduces structural risks caused by unstable welding quality.

[0085] 4) The steel coupling beam of this embodiment is expected to be damaged by slight wear on the surface of the friction plate 3 and loosening of the preload of the friction bolts 7 under repeated loads such as earthquakes. In this way, during the post-earthquake repair process, it is only necessary to replace the worn friction plate 3 or retighten the loose friction bolts 7 to restore the initial connection strength. The repair is efficient and convenient, and there is no need to repair the steel coupling beam or wall limbs on a large scale. It has efficient repair convenience and low economic cost.

[0086] The above are only preferred embodiments of the present invention and are not intended to limit the protection scope of the present invention. Therefore, any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A low-damage energy-dissipating steel coupling beam, the steel coupling beam comprising a steel beam (2) and two wall limb connecting sections (1), the two wall limb connecting sections (1) being respectively installed and connected at both ends of the steel beam (2); Features: The connection between the wall limb connection section (1) and the steel beam (2) is specifically implemented as follows: A connecting plate (4) is provided between the wall limb connecting section (1) and the steel beam (2); the wall limb connecting section (1) and the connecting plate (4) are fixedly connected together; and the connecting plate (4) is connected to the steel beam (2) via a sliding friction connection device.

2. The low-damage energy-dissipating steel coupling beam according to claim 1, characterized in that: The connecting plate (4) and the steel beam (2) can slide relative to each other with damping, and energy is dissipated during the relative sliding.

3. The low-damage energy-dissipating steel coupling beam according to claim 1 is characterized in that: An anti-collision gap is provided between the wall limb connection section (1) and the steel beam (2).

4. The low-damage energy-dissipating steel coupling beam according to claim 1 is characterized in that: The portion of the connecting plate (4) connected to the steel beam (2) is defined as a sliding end portion; The sliding friction connection device is specifically implemented in the following structural form: A sliding bolt hole (41) is provided at the sliding end of the connecting plate (4), and an inner friction plate (31), an outer friction plate (32) and a cover plate (6) are provided at the connection portion between the connecting plate (4) and the steel beam (2). The cover plate (6), the outer friction plate (32), the connecting plate (4), the inner friction plate (31) and the steel beam (2) are sequentially stacked together and fastened with friction bolts (7). The friction bolts (7) pass through the sliding bolt holes (41) on the connecting plate (4), thereby forming the sliding friction connection device.

5. The low-damage energy-dissipating steel coupling beam according to claim 4 is characterized in that: The friction bolt (7) is provided with a disc spring (8).

6. The low-damage energy-dissipating steel coupling beam according to claim 4 is characterized in that: A pad (9) is provided at the connection position between the connection plate (4) and the wall limb connection section (1), and the thickness of the pad (9) is the same as the thickness of the inner friction plate (31).

7. The low-damage energy-dissipating steel coupling beam according to claim 3 is characterized in that: The anti-collision gap is represented by Δ, and the anti-collision gap satisfies the following conditions: Where H is the cross-sectional height of the steel beam (2), θ is the allowable inter-story drift angle of the shear wall; L c L is the horizontal distance between the centers of the two wall connection sections (1); f is the horizontal distance between the centroids of the friction bolt groups at both ends of the steel beam (2).

8. The low-damage energy-dissipating steel coupling beam according to claim 4, characterized in that: The hole diameter D of the sliding bolt hole (41) on the connecting plate (4) should meet the following conditions: Where D b is the diameter of the friction bolt (7), d i It is the horizontal distance from the friction bolt (7) to the centroid of the friction bolt group where it is located.

9. The low-damage energy-dissipating steel coupling beam according to claim 1, characterized in that: Two upper and lower stiffening ribs are arranged on the wall limb connection section (1), and the positions of the two stiffening ribs are aligned with the upper and lower flanges of the steel beam (2).

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