A large-load-bearing ductile energy-dissipating steel frame with a non-opening top and its construction method

Abstract

The present invention discloses a large-bearing-capacity ductile energy-dissipating steel frame with a non-opening top. The large-bearing-capacity ductile energy-dissipating steel frame includes steel columns and steel beams. Shear end plates are provided on the steel columns and are connected to the steel beams through bolts to form an integral body. A vertical gap is preset between the lower side of the steel beam and the column flange. A buckling-restrained energy-dissipating component is arranged at the lower flange of the steel beam, and its two ends are respectively connected to the steel column and the steel beam. A prestressing component is arranged on the upper side of the steel beam. The prestressing component includes prestressed steel strands, anchors and gaskets. The introduction of the prestressed steel strands provides sufficient tensile / compressive force for the upper part of the joint. Based on the clear ratio of the upper and lower yield forces, the design tensile / compressive force of the energy-dissipating component in the lower part of the joint area can be effectively amplified to improve the flexural bearing capacity of the overall frame structure. The prestress of the prestressed steel strands will directly determine the upper limit of the bearing capacity design of the buckling-restrained energy-dissipating component in the lower part of the joint area and is a key factor in enhancing the bearing capacity of the structure.

Description

Technical Field

[0001] The present invention belongs to a frame and its construction method, and specifically relates to a large - bearing - capacity ductile energy - dissipating steel frame with a non - opening top and its construction method. Background Art

[0002] Earthquakes cause serious damage to building structures mainly because of the ground vibrations and deformations caused by seismic waves. Building structures mainly bear shear forces and bending moments during earthquakes. The failure of joints is closely related to the failure sequence of beams and columns. To avoid serious structural damage, the core principle of structural design is "strong columns and weak beams". The energy - dissipation and vibration - reduction technology absorbs seismic energy and reduces the seismic response of the main structure by setting energy - dissipating devices at key parts of the structure.

[0003] As a type of prefabricated structure, steel structures have the advantages of high construction efficiency, low cost, high quality, environmental friendliness, and easy maintenance. Their high strength, light weight, and good ductility enable steel structures to exhibit good seismic performance during earthquakes. The connection design of steel - structure joints is crucial for the stability and safety of the overall structure. When designing steel structures, not only their strength and stiffness should be emphasized, but also their plastic deformation and energy - dissipating ability should be particularly concerned to improve the overall seismic performance.

[0004] In practical applications, existing steel - structure frames have deficiencies in terms of ductility, energy - dissipating performance, and constructability. These defects cause the structure to be prone to brittle failure when subjected to external forces, making it difficult to effectively absorb and disperse external energy, thereby increasing the risk of structural failure. Especially in extreme events such as earthquakes, steel - structure frames with poor energy - dissipating performance cannot effectively dissipate energy and may suffer serious damage or even collapse. In addition, poor constructability not only affects construction efficiency but also may lead to difficulties in ensuring construction quality, further threatening the safety and stability of the structure. Summary of the Invention

[0005] Object of the Invention: In order to overcome the deficiencies in the prior art, the object of the present invention is to provide a large - bearing - capacity ductile energy - dissipating steel frame with a non - opening top, which has excellent ductility and outstanding energy - dissipating performance. Another object of the present invention is to provide a construction method for a large - bearing - capacity ductile energy - dissipating steel frame with a non - opening top, which has good constructability and high construction efficiency.

[0006] Technical solution: A large-load-bearing ductile energy-dissipating steel frame with a non-opening top according to the present invention includes a profiled steel column and a profiled steel beam. The profiled steel column is provided with a shear end plate, and the shear end plate is connected to the web of the profiled steel beam through a No. 4 bolt. A vertical gap is provided between the web and the column flange. A buckling-restrained energy-dissipating component is provided on the lower flange of the profiled steel beam, and both ends of the buckling-restrained energy-dissipating component are respectively connected to the profiled steel column and the profiled steel beam. A prestressing component is provided below the upper flange of the profiled steel beam. The profiled steel column and the profiled steel beam jointly bear and transfer loads to ensure the stability and safety of the entire structure. The prestressing component provides prestress through prestressing steel strands, increasing the yield force and overall stability of the upper flange of the profiled steel beam, making the structure more stable and safe under external forces such as earthquakes. The buckling-restrained energy-dissipating component can undergo expected deformation and energy dissipation, effectively dispersing seismic energy and protecting the main structure from excessive damage. The shear end plate mainly plays a shear-resistant role, increasing the shear-bearing capacity and overall stability of the structure. The vertical gap allows the structure to have a certain deformation capacity under extreme conditions such as earthquakes to absorb and disperse seismic energy.

[0007] Furthermore, the prestressing component includes prestressing steel strands, anchors, and gaskets. The prestressing steel strands are arranged below the upper flange of the profiled steel beam. Both ends of the prestressing steel strands are connected to the profiled steel column through anchors and gaskets. The prestressing steel strands penetrate to the outside of the profiled steel column. The sum of the prestress of the prestressing steel strands and the yield force of the upper flange of the profiled steel beam is greater than the yield force of the buckling-restrained energy-dissipating component. The prestressing steel strands can provide the required prestress, thereby effectively increasing the yield force and bearing capacity of the upper flange of the profiled steel beam and improving the mechanical properties of the structure. The anchors and gaskets are used to fix the prestressing steel strands to ensure that the prestress can be effectively transmitted to the upper flange of the profiled steel beam.

[0008] Furthermore, the buckling-restrained energy-dissipating component includes a restraint cover plate, a replaceable energy-dissipating plate, a filling plate, a column-end connection section, a beam-end connection section, a No. 1 bolt, a No. 2 bolt, and a No. 3 bolt. The replaceable energy-dissipating plate is connected to the lower flange of the profiled steel beam through the restraint cover plate, the filling plate, and the No. 3 bolt. The column-end connection section is arranged on one side of the replaceable energy-dissipating plate and is connected to the profiled steel column through a No. 1 bolt. The beam-end connection section is arranged on the other side of the replaceable energy-dissipating plate and is connected to the lower flange of the profiled steel beam through a No. 2 bolt. The replaceable energy-dissipating plate is made of low-yield steel below Q235. The restraint cover plate is used to wrap and restrain the replaceable energy-dissipating plate to prevent it from undergoing unexpected deformation or buckling during the loading process. The replaceable energy-dissipating plate undergoes plastic deformation under earthquake action to absorb seismic energy. At the same time, the replaceable design enables it to be conveniently replaced and repaired after an earthquake, extending the service life of the structure. The filling plate plays a role of filling and supporting, enhancing the restraint effect of the restraint cover plate on the replaceable energy-dissipating plate and improving the overall performance of the energy-dissipating component. The column-end connection section and the beam-end connection section are respectively used to connect the replaceable energy-dissipating plate to the profiled steel column and the profiled steel beam to ensure the integrity of the energy-dissipating component and the main structure.

[0009] Furthermore, the length of the buckling-restrained energy dissipation component should meet the requirement that the strain does not exceed 3% under the action of a major earthquake.

[0010] Furthermore, an installation opening is provided at the lower part of the web of the steel section beam. The installation opening facilitates the installation and disassembly of the buckling-restrained energy dissipation component, improving the construction efficiency.

[0011] The construction method of a large-load-bearing ductile energy dissipation steel frame with a non-opening top according to the present invention includes the following steps:

[0012] Step 1: Erect a steel section column welded with a shear end plate on-site, and then align the web of the steel section beam with the shear end plate by hoisting and fix them by No. 4 bolts to meet the vertical shear force requirements during the construction stage;

[0013] Step 2: Weld the upper part of the web of the steel section beam to the flange of the steel section column;

[0014] Step 3: Arrange prestressed steel strands below the upper flange of the steel section beam. The yield force of the prestressed steel strands shall not be greater than the sum of the yield forces provided by the connection section between the upper part of the web of the steel beam and the column flange and the upper flange of the beam;

[0015] Step 4: Connect the replaceable energy dissipation plate to the flange of the steel column by No. 1 bolts and connect the replaceable energy dissipation plate to the flange of the steel section beam by No. 2 bolts;

[0016] Step 5: Place filling plates on both sides of the replaceable energy dissipation plate respectively, and then set a restraint cover plate above the filling plates and fix the energy dissipator as a whole to the flange of the steel section beam by No. 3 bolts.

[0017] Working principle: First of all, the profiled steel columns and profiled steel beams, as the main load-bearing members, jointly bear and transfer the loads from the superstructure. Their connection is achieved through shear end plates and bolts to ensure the overall stability and shear bearing capacity of the structure. Under the action of external forces such as earthquakes, the shear end plates can effectively resist shear forces and prevent the structure from shear failure. When an earthquake occurs, the replaceable energy dissipation plate will enter the plastic deformation stage, and protect the main structure from damage by absorbing and dissipating earthquake energy. The restraint cover plate, filling plate and connecting bolts jointly ensure that the replaceable energy dissipation plate deforms and dissipates energy in a predetermined manner, improving the seismic performance of the structure, and making it convenient to replace and repair the replaceable energy dissipation plate after the earthquake, extending the service life of the structure. In addition, the prestressed component provides prestress for the upper flange of the profiled steel beam through prestressed steel strands, increasing its yield force and overall stability. This prestressed design makes the structure more stable and safe under the action of external forces such as earthquakes. At the same time, the sum of the prestress of the prestressed steel strands and the yield force of the upper flange of the profiled steel beam is greater than the yield force of the buckling-restrained energy dissipation component, ensuring that the structure can maintain sufficient strength and stability during the loading process. The setting of the prestressed steel strands can enlarge the cross-section of the energy dissipator at the lower part of the steel beam, improving the bearing capacity of the lower structure and thus enhancing the overall bearing capacity of the frame.

[0018] Beneficial effects: Compared with the prior art, the present invention has the following remarkable features:

[0019] 1. By introducing prestressed steel strands, the effective superposition of the prestress of the steel strands and the yield force of the upper flange of the profiled steel beam is realized, significantly improving the flexural bearing capacity of the entire frame structure. The magnitude of the prestress of the steel strands directly determines the design upper limit of the buckling-restrained energy dissipation component at the lower flange, thus greatly enhancing the overall bearing performance of the structure;

[0020] 2. Through the design of the buckling-restrained energy dissipation component, the precise control of the flexural bearing capacity of the frame is realized. The buckling-restrained energy dissipation component makes the position of the neutral axis more clear, and the compression area and tension area of the joint during loading are effectively limited to the lower part of the joint area, ensuring the stability of the joint stress distribution and the predictability of the deformation characteristics. This not only helps to better implement the design principle of strong columns and weak beams, but also significantly improves the seismic performance of the frame structure;

[0021] 3. By setting the replaceable energy dissipation plate at the lower part of the profiled steel beam, the concentration of plastic damage under earthquake action is realized, enabling the main load-bearing members such as plates, beams and columns to avoid plastic deformation during earthquakes, ensuring the safety of the structure. At the same time, the design of the assembled joint makes the damaged components easy to disassemble and replace, greatly shortening the time and reducing the complexity of the repair work, achieving the effect of rapid repair;

[0022] 4. By arranging the buckling-restrained energy dissipation components at both ends of the steel section beam, the hysteretic curve of the structure under seismic action becomes more plump, demonstrating excellent plastic deformation ability and seismic performance. It can not only effectively absorb and disperse seismic energy, but also improve the overall energy dissipation capacity of the structure on the premise of ensuring the structural safety.

[0023] 5. The steel used is light in weight and particularly suitable for the construction of lightweight structures. In addition, its dry construction has high operability, which is not only suitable for mechanical assembly but also conforms to the current development trend of intelligent construction, providing strong support for the modernization and high efficiency of the construction industry. Brief Description of the Drawings

[0024] Figure 1 is the structural schematic diagram of the present invention;

[0025] Figure 2 is the structural schematic diagram of the shear end plate 7 of the present invention;

[0026] Figure 3 is the structural diagram of the prestressing component 6 of the present invention;

[0027] Figure 4 is the exploded view of the buckling-restrained energy dissipation component 4 of the present invention;

[0028] Figure 5 is the structural schematic diagram of the buckling energy dissipation component 4 of the present invention. Detailed Embodiment

[0029] Such as Figures 1 - 2, the profiled steel column 1 of the large load-bearing ductile energy-dissipating steel frame with a non-opening top is provided with a shear-resistant end plate 7. The shear-resistant end plate 7 is connected to the beam web of the profiled steel beam 2 through the fourth bolt 3, and a vertical gap 8 is provided between the beam web and the column flange, which mainly plays a role in shear resistance, increases the shear resistance capacity and overall stability of the structure, effectively resists the shear force under the action of external forces such as earthquakes, prevents the structure from shear failure, and the vertical gap 8 allows the structure to have a certain deformation capacity under extreme conditions such as earthquakes to absorb and disperse seismic energy, can reduce the stress concentration of the structure, improve the ductility and energy-dissipating capacity of the structure, and reduce the damage degree of the earthquake to the structure. The lower flange of the profiled steel beam 2 is provided with a buckling-restrained energy-dissipating component 4. The two ends of the buckling-restrained energy-dissipating component 4 are respectively connected to the profiled steel column 1 and the profiled steel beam 2. The buckling-restrained energy-dissipating component 4 can undergo the expected deformation and effectively dissipate seismic energy through tensile and compressive deformations to protect the main structure from excessive damage. Below the upper flange of the profiled steel beam 2, a prestressing component 6 is provided. The prestressing component 6 provides prestress through the prestressing steel strand 61, increases the yield force and overall stability of the upper flange of the profiled steel beam 2, and makes the structure more stable and safe under the action of external forces such as earthquakes. The profiled steel column 1 and the profiled steel beam 2 jointly bear and transfer loads to ensure the stability and safety of the entire structure. At the lower part of the beam web of the profiled steel beam 2, an installation opening 5 is provided. The sum of the prestress of the prestressing steel strand 61 and the yield force of the upper flange of the profiled steel beam 2 is greater than the yield force of the buckling-restrained energy-dissipating component 4. The installation opening 5 facilitates the installation and disassembly of the buckling-restrained energy-dissipating component 4 and improves the construction efficiency.

[0030] As Figure 3 , the prestressing component 6 includes a prestressing steel strand 61, an anchor 62 and a gasket 63. The prestressing steel strand 61 is arranged below the upper flange of the profiled steel beam 2, the prestressing steel strand 61 penetrates to the outside of the profiled steel column 1, and the two ends of the prestressing steel strand 61 are connected to the profiled steel column 1 through the anchor 62 and the gasket 63. The prestressing steel strand 61 can provide the required prestress, thereby effectively increasing the yield force and load-bearing capacity of the upper flange of the profiled steel beam 2 and improving the mechanical properties of the structure. The anchor 62 and the gasket 63 are used to fix the prestressing steel strand 61 to ensure that the prestress can be effectively transmitted to the upper flange of the profiled steel beam 2.

[0031] As Figures 4 - 5, the buckling-restrained energy dissipation component 4 includes a restraint cover plate 41, a replaceable energy dissipation plate 42, a filling plate 43, a column-end connection section 44, a beam-end connection section 45, a first bolt 46, a second bolt 47, and a third bolt 48. The replaceable energy dissipation plate 42 is connected to the lower flange of the steel beam 2 through the restraint cover plate 41, the filling plate 43, and the third bolt 48. The column-end connection section 44 is arranged on one side of the replaceable energy dissipation plate 42 and is connected to the steel column 1 through the first bolt 46. The beam-end connection section 45 is arranged on the other side of the replaceable energy dissipation plate 42 and is connected to the lower flange of the steel beam 2 through the second bolt 47. The replaceable energy dissipation plate 42 is made of low-yield steel below Q235. The length of the buckling-restrained energy dissipation component 4 should meet the requirement that the strain does not exceed 3% under the action of a major earthquake. The restraint cover plate 41 is used to wrap and restrain the replaceable energy dissipation plate 42, preventing it from undergoing unexpected deformation or buckling during the stress process, ensuring that the replaceable energy dissipation plate 42 can deform and dissipate energy in a predetermined manner under the action of external forces such as earthquakes, improving the energy dissipation efficiency. The replaceable energy dissipation plate 42 undergoes plastic deformation under the action of an earthquake, absorbing seismic energy. At the same time, the replaceable design enables it to be conveniently replaced and repaired after an earthquake, extending the service life of the structure. Made of low-yield steel below Q235, the replaceable energy dissipation plate 42 can enter the plastic state earlier under the action of an earthquake, undergo large plastic deformation, thereby absorbing a large amount of seismic energy and protecting the main structure from excessive damage. The filling plate 43 plays a role in filling and supporting, enhancing the restraint effect of the restraint cover plate 41 on the replaceable energy dissipation plate 42 and improving the overall performance of the energy dissipation component. The column-end connection section 44 and the beam-end connection section 45 are respectively used to connect the replaceable energy dissipation plate 42 to the steel column 1 and the steel beam 2, ensuring the integrity of the energy dissipation component and the main structure. The bolt connection has the characteristics of convenient disassembly and reliable connection, ensuring that the buckling-restrained energy dissipation component 4 does not loosen or fall off under the action of external forces such as earthquakes, maintaining the continuity and effectiveness of its energy dissipation function. The connection form between components can also adopt a welding connection method, and the weld seam needs to meet the requirements of the lower replaceable energy dissipation tensile and compressive yield, and shall not break during the stress process.

[0032] The specific construction method of the large-bearing-capacity ductile energy dissipation steel frame with non-opening at the top includes the following steps:

[0033] Step 1, erect the steel column 1 welded with the shear end plate 7 on-site. Then, through hoisting, align the web of the steel beam 2 with the shear end plate and fix it through the fourth bolt 3 to meet the vertical shear force requirements during the construction stage.

[0034] Step 2, weld the upper part of the web of the steel beam 2 to the flange of the steel column 1.

[0035] Step 3: Arrange prestressed steel strands 61 below the upper flange of the steel beam 2, and the yield force of the prestressed steel strands 61 shall not be greater than the sum of the yield forces provided by the connection section between the upper part of the web of the profiled steel beam 2 and the flange of the profiled steel column 1 and the upper flange of the profiled steel beam 2.

[0036] Step 4: Connect the replaceable energy dissipation plate 42 to the flange of the profiled steel column 1 through the first bolt 46 and connect the replaceable energy dissipation plate 42 to the flange of the profiled steel beam 2 through the second bolt 47.

[0037] Step 5: Place filler plates 43 on both sides of the replaceable energy dissipation plate 42 respectively, and then set a restraint cover plate 41 above the filler plates 43 and fixedly connect the energy dissipator as a whole to the flange of the profiled steel beam 2 through the third bolt 48.

Claims

1. A high-capacity, ductile, energy-absorbing steel frame with a top that is not opened, characterized in that: The invention comprises a steel column (1) and a steel beam (2), wherein the steel column (1) is provided with a shear-resistant end plate (7), the shear-resistant end plate (7) is connected to the beam web of the steel beam (2) via No. 4 bolts (3), and a vertical gap is provided between the beam web and the column flange of the steel column (1), the lower flange of the steel beam (2) is provided with a buckling restraint energy dissipation component (4), the two ends of the buckling restraint energy dissipation component (4) are respectively connected to the steel column (1) and the steel beam (2), and the upper flange of the steel beam (2) is provided with a prestressed component (6); The prestressed component (6) comprises a prestressed steel strand (61), an anchor (62) and a gasket (63); the prestressed steel strand (61) is arranged below the upper flange of the steel beam (2); and both ends of the prestressed steel strand (61) are connected to the steel column (1) via the anchor (62) and the gasket (63); The sum of the prestress of the prestressed steel strand (61) and the yield force of the upper flange of the steel beam (2) is greater than the yield force of the buckling restraint energy dissipation component (4); The upper part of the web of the steel beam (2) and the flange are welded to the steel column (1); the prestressed steel strand (61) is arranged above the shear-resistant end plate (7); and a bolt slide groove is arranged on the shear-resistant end plate (7).

2. A high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 1, characterized in that: The prestressed steel strands (61) penetrate to the outside of the profiled steel column (1).

3. A high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 1, characterized in that: The buckling restraint energy dissipation assembly (4) comprises a restraint cover plate (41), a replaceable energy dissipation plate (42), a filling plate (43), a column end connection section (44), a beam end connection section (45), a No. 1 bolt (46), a No. 2 bolt (47) and a No. 3 bolt (48); the replaceable energy dissipation plate (42) is connected to the lower flange of the steel beam (2) via the restraint cover plate (41), the filling plate (43) and the No. 3 bolt (48).

4. A high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 3, characterized in that: One side of the replaceable energy absorbing plate (42) is arranged at the column end connection section (44) and is connected to the profiled steel column (1) via a No. 1 bolt (46); the other side of the replaceable energy absorbing plate (42) is arranged at the beam end connection section (45) and is connected to the lower flange of the profiled steel beam (2) via a No. 2 bolt (47).

5. The high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 3, characterized in that: The replaceable energy dissipation plate (42) is made of low yield steel material below Q235.

6. The high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 1, characterized in that: The length of the buckling restrained energy dissipation component (4) should meet the requirement that the strain under a large earthquake does not exceed 3%.

7. The high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 1, characterized in that: The lower part of the web of the profiled steel beam (2) is provided with a mounting opening (5).

8. The high-load-bearing ductile energy-absorbing steel frame with a top that is not opened according to claim 1 is characterized in that: The construction method includes the following steps: Step 1: erecting a steel column (1) welded with a shear-resistant end plate (7) on site, and then aligning the web of the steel beam (2) with the shear-resistant end plate by hoisting and fixing them with No. 4 bolts (3); Step 2: welding the upper portion of the web and the flange of the steel beam (2) to the steel column (1); Step 3, arranging a prestressed steel strand (61) below the upper flange of the steel beam (2); Step 4: Connect the replaceable energy absorbing plate (42) to the flange of the steel column (1) by means of a No. 1 bolt (46), and connect the replaceable energy absorbing plate (42) to the flange of the steel beam (2) by means of a No. 2 bolt (47); Step 5: Place filler plates (43) on both sides of the replaceable energy absorbing plate (42), then set a restraining cover plate (41) above the filler plate (43), and fix the energy absorber as a whole to the flange of the steel beam (2) by No. 3 bolts (48).

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