Energy consumption assembly type frame structure system and construction method

Abstract

The invention discloses an energy dissipation assembly type frame structure system and a construction method. The energy dissipation assembly type frame structure system comprises prefabricated concrete columns, prefabricated concrete beams, prefabricated concrete plates, prefabricated concrete walls, beam column joint connecting devices, column bottom foundations and wall beam connecting assemblies. The prefabricated concrete columns are inserted into the column bottom foundations and are in bolted connection through the transverse energy dissipation devices; the precast concrete beam is bolted with the precast concrete column through a beam-column joint connecting device; the prefabricated concrete plate is clamped with the prefabricated concrete beam; the prefabricated concrete wall is in bolted connection with the prefabricated concrete beam through a wall beam connecting assembly. According to the energy dissipation assembly type frame structure system, the multi-layer grading energy dissipation and self-resetting functions of the structure are achieved, all the assemblies are prefabricated in a factory, the prefabricated parts can be rapidly assembled, the construction speed is high, and the damping effect is remarkable.

Description

Technical Field

[0001] This disclosure generally relates to the field of prefabricated building technology, and specifically to an energy-consuming prefabricated frame structure system and construction method. Background Technology

[0002] Currently, frame structures are becoming a key focus of the future construction industry due to their advantages such as strong earthquake resistance, flexible spatial distribution, light weight, and resource conservation. On the other hand, traditional prefabricated concrete structures still require secondary concrete pouring at joints after the beams and columns are prefabricated. This results in a large amount of wet concrete work on the construction site, which cannot align with the green, environmentally friendly, energy-efficient, and high-performance development concept of prefabricated buildings.

[0003] The connection between concrete components is transformed into welding or bolting by adding steel sleeves, eliminating the need for wet work on site. However, this connection method has poor energy dissipation and is prone to brittle fracture failure of the welds under repeated seismic loading. Therefore, improving the energy dissipation capacity of dry connection joints is a key research focus. To overcome these shortcomings, adding energy dissipation devices to beam-column joints or weakening the beam cross-section can move the plastic hinge outside the joint domain, thereby improving the joint's energy dissipation capacity. Meanwhile, most existing seismic isolation technologies use rubber bearings, which suffer from drawbacks such as easy aging and difficulty in replacement. Therefore, there is an urgent need to propose a new type of prefabricated frame structure system with energy dissipation capabilities that is easy to replace and maintain later, has a simple structure, and is convenient for on-site installation. Summary of the Invention

[0004] In view of the above-mentioned defects or deficiencies in the existing technology, it is desirable to provide an energy-dissipating prefabricated frame structure system and construction method that effectively dissipates seismic forces, reduces the seismic response of the structure, has high assembly efficiency, and is replaceable after an earthquake.

[0005] In a first aspect, an energy-consuming prefabricated frame structure system includes precast concrete columns, precast concrete beams, precast concrete slabs, precast concrete walls, beam-column joint connection devices, column foundations, and wall-beam connection components; the precast concrete columns are provided with steel sleeves at the floor level and column base; the ends of the precast concrete beams are pre-embedded with I-beams, and the ends of the I-beams are welded with first steel end plates; the beam-column joint connection devices include cantilever I-beams, second steel end plates, third steel end plates, and arc-shaped channel steel arms; The web of the cantilever I-beam is bolted to both sides with a dog-bone outer web and a rectangular inner web, with the rectangular inner web positioned between the dog-bone outer web and the web of the cantilever I-beam; the second steel end plate and the third steel end plate are welded to both ends of the cantilever I-beam; the dog-bone outer web is provided with long arc-shaped screw holes, and the rectangular inner web is provided with circular screw holes; the first steel end plate is bolted to the second steel end plate; the third steel end plate is bolted to the steel sleeve using a through screw.

[0006] According to the technical solution provided in the embodiments of this application, the arc-shaped channel steel arm includes an upper arc-shaped wide channel, a lower arc-shaped narrow channel, and a spring screw; the arc-shaped channel steel arm is disposed on both sides of the cantilever I-beam; a first connecting plate is welded to the top of the upper arc-shaped wide channel; the first connecting plate is bolted to the steel sleeve; a limiting groove is provided near the end of the lower arc-shaped narrow channel, and a second connecting plate is welded to the bottom end; the second connecting plate is welded to the flange of the cantilever I-beam; a triangular steel piece is provided at one end of the spring screw near the limiting groove; the screw of the spring screw passes through the upper arc-shaped wide channel and the lower arc-shaped narrow channel, and the spring of the spring screw is located in the gap between the upper arc-shaped wide channel and the lower arc-shaped narrow channel.

[0007] According to the technical solution provided in the embodiments of this application, the column base includes a "U"-shaped steel frame and a transverse energy dissipation device; the inner and outer walls of the "U"-shaped steel frame are provided with holes of different diameters at equal intervals, the inner wall is welded to the outer side of the steel sleeve, and concrete is poured between the inner and outer walls of the "U"-shaped steel frame; the transverse energy dissipation device includes a variable diameter SMA threaded rod, a first limiting block, a second limiting block, a third limiting block, a fourth limiting block, a stacked spring, and a nut; the diameter of the third limiting block is the same as the diameter of the hole; the diameters of the stacked spring and the fourth limiting block are larger than the diameter of the hole; the transverse energy dissipation device is bolted to the outer side of the inner wall of the "U"-shaped steel frame and located on the inner side of the outer wall of the "U"-shaped steel frame.

[0008] According to the technical solution provided in the embodiments of this application, the precast concrete slab is provided with a channel steel assembly near its end, and the channel steel assembly includes a first U-shaped channel steel, a second U-shaped channel steel, a third U-shaped channel steel and a fourth U-shaped channel steel; the precast concrete beam is provided with a groove assembly on its side, and the groove assembly includes a first groove and a second groove; the first groove is provided with two sets of snap-fit ​​steel plates, and the second groove is provided with a snap-fit ​​groove.

[0009] According to the technical solution provided in the embodiments of this application, the webs of the first U-shaped channel steel and the second U-shaped channel steel are arranged adjacent to each other, and the gap between them is the same as the width of the gap of the snap-fit ​​steel plate; the third U-shaped channel steel and the fourth U-shaped channel steel are arranged in opposite directions, and the gap between them is the same as the spacing of the snap-fit ​​groove; the first U-shaped channel steel and the second U-shaped channel steel are snapped with the snap-fit ​​steel plate; the third U-shaped channel steel and the fourth U-shaped channel steel are fitted with the snap-fit ​​groove.

[0010] According to the technical solution provided in the embodiments of this application, the wall beam connection assembly includes a wall beam connection plate and a reversing energy dissipation device; the wall beam connection assembly is disposed on the left and right sides of the precast concrete wall; the upper and lower sides of the wall beam connection plate are respectively bolted to the lower end of the precast concrete beam and the upper end of the precast concrete wall; the reversing energy dissipation device includes a fixed steel plate, a fixed pulley, prestressed steel strands and a gear set; the fixed pulley and the fixed steel plate are bolted to the precast concrete wall; the gear set is engaged in the gap between the precast concrete column and the precast concrete wall; the fixed pulley, the gear set and the fixed steel plate are connected through the prestressed steel strands.

[0011] Secondly, a construction method for an energy-dissipating prefabricated frame structure system includes the following steps:

[0012] S1: The precast concrete columns, precast concrete beams, precast concrete slabs, precast concrete walls, beam-column joint connection devices, column foundations, and wall-beam connection components are manufactured in the factory.

[0013] S2: Install column base foundation, the precast concrete column is inserted into the column base foundation and connected by bolts through a transverse energy dissipation device;

[0014] S3: The precast concrete beam is bolted to the precast concrete column through the beam-column joint connection device;

[0015] S4: The channel steel component in the precast concrete slab is fitted with the groove component, and concrete is poured into the groove component after assembly.

[0016] S5: The precast concrete wall is bolted to the precast concrete beam through the wall beam connecting assembly.

[0017] In summary, this application discloses an energy-consuming prefabricated frame structure system and construction method. Based on the above specific technical solutions, the precast concrete columns, precast concrete beams, precast concrete slabs, precast concrete walls, beam-column joint connection devices, column foundations, and wall-beam connection components of this application are all prefabricated in the factory, enabling rapid production and high construction quality. During on-site assembly, the beam-column joint connection devices, column foundations, and wall-beam connection components can effectively achieve rapid assembly between precast components, facilitating assembly, increasing construction speed, and significantly shortening the construction cycle.

[0018] The beam-column joint connection device proposed in this application can optimize the energy dissipation mechanism, realize multi-level graded energy dissipation of the structure, increase structural damping, avoid structural damage during earthquakes, improve vibration reduction effect, and reduce costs. This beam-column joint has multiple yield points. Under minor earthquakes, when the joint rotates, the precast concrete beam, precast concrete column, and arc-shaped channel steel arm rotate relative to each other, causing the spring screw to be in a state of increased deformation, at which time the spring screw dissipates energy through friction. Under moderate earthquakes, the beam-column joint connection device dissipates energy through the deformation of the spring screw in the arc-shaped channel steel arm. Under major earthquakes, the triangular steel plate is inserted into the slot, and the spring… The screw will no longer deform and dissipate energy, but will instead serve as a support to enhance the strength of the joint. At this point, energy is dissipated through friction between the dog-bone outer web and the rectangular inner web, and through friction between the bolt and the long arc-shaped screw hole. As the seismic load increases, the dog-bone outer web will overcome the friction and undergo plastic deformation, buckling to dissipate energy. Compared with traditional beam-column energy dissipation components, the beam-column joint connection device proposed in this application has higher energy dissipation efficiency. When the seismic load decreases, the triangular steel plate pops out of the slot, and the structural system achieves self-resetting through the spring. In addition, the arc-shaped channel steel arm can effectively achieve the connection between beams and columns, improving the structure's resistance to collapse in the event of failure of the bottom column.

[0019] This application incorporates a reversible energy dissipation device to connect precast concrete walls and beams. This connection is simple and offers advantages such as energy dissipation during earthquakes and ease of replacement after an earthquake. The fixed pulley effectively converts horizontal seismic forces into vertical forces, thereby enhancing the wall's overturning resistance. Simultaneously, the gear assembly within the reversible energy dissipation device reduces the structure's vertical seismic response through frictional energy dissipation. Under seismic action, the precast concrete wall can achieve self-resetting through the prestressed steel strands within it, thus reducing residual displacement of the building structure after an earthquake and facilitating rapid replacement and repair.

[0020] The column base springs in this application are externally mounted, facilitating later replacement and maintenance. The nuts are also externally mounted, allowing for easy adjustment of damping during use. The column base and superstructure can be assembled on-site, simplifying construction. The "U-shaped" steel frame is connected to the lateral energy dissipation device, providing good pull-out resistance. The lateral energy dissipation device of the column base can achieve tiered energy dissipation under different seismic levels: during minor earthquakes, the third limiting block is pressed tightly against the holes in the "U-shaped" steel frame, and the lateral energy dissipation device is subjected to axial tension or compression to dissipate energy; during moderate earthquakes, the fourth limiting block contacts and presses tightly against the holes in the "U-shaped" steel frame, and the entire damping unit is subjected to tension; during major earthquakes, the limiting blocks within the holes are destroyed one by one to dissipate seismic energy. After the fourth limiting block is destroyed, seismic energy continues to be dissipated through the tensile deformation of the inner and outer steel plates of the "U-shaped" steel frame and the deformation of the stacked springs.

[0021] When subjected to an earthquake, the transverse energy dissipation device proposed in this application stretches the variable diameter SMA threaded rod. After the earthquake, the variable diameter SMA threaded rod can return to its original position, simultaneously pulling the transverse energy dissipation device back to its original position, thus achieving a self-resetting function. During post-earthquake repair, the nut can be removed and the damaged limit block replaced, enabling rapid repair of the structural function. Attached Figure Description

[0022] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings:

[0023] Figure 1 The diagram shown is a structural schematic of an energy-dissipating prefabricated frame structure system;

[0024] Figure 2 The diagram shown is a structural schematic of the beam-column joint connection device;

[0025] Figure 3 The diagram shown is a planar structural schematic of the beam-column joint connection device;

[0026] Figure 4 The diagram shown is a cross-sectional structural schematic of the beam-column joint connection device;

[0027] Figure 5 The diagram shown is a structural schematic of a cantilever I-beam.

[0028] Figure 6 The diagram shown is a structural schematic of the arc-shaped channel steel arm;

[0029] Figure 7 The diagram shown is a structural schematic of beam-slab connection;

[0030] Figure 8 The diagram shown is a structural schematic of the channel steel assembly;

[0031] Figure 9 The diagram shown is a structural schematic of the groove assembly;

[0032] Figure 10 The diagram shown is a structural schematic of the column base foundation;

[0033] Figure 11 The diagram shown is a schematic representation of the internal structure of the column base foundation.

[0034] Figure 12 The diagram shown is a schematic of the structure of the horizontal energy dissipation device;

[0035] Figure 13 The diagram shown is a schematic of the energy dissipation device with a variable direction.

[0036] Figure labels: 10. Precast concrete column; 11. Steel sleeve; 12. Screw rod; 20. Precast concrete beam; 21. I-beam; 22. First steel end plate; 23. Groove assembly; 231. First groove; 2311. Clip-on steel plate; 232. Second groove; 2321. Slot; 30. Precast concrete slab; 31. Channel steel assembly; 311. First U-shaped channel steel; 312. Second U-shaped channel steel; 313. Third U-shaped channel steel; 314. Fourth U-shaped channel steel; 40. Precast concrete wall; 50. Beam-column joint connection device; 51. Cantilever I-beam; 511. Dog-bone outer web; 5111. Long arc-shaped screw hole; 512. Rectangular inner web; 5121. Circular screw hole; 52. Second steel end plate; 53. Third steel end plate. End plate; 54. Arc-shaped channel steel arm; 541. Upper arc-shaped wide groove; 542. Lower arc-shaped narrow groove; 543. Spring screw; 544. Limiting slot; 545. First connecting plate; 546. Second connecting plate; 547. Triangular steel plate; 60. Column base foundation; 61. "U-shaped" steel frame; 611. Hole; 62. Lateral energy dissipation device; 621. Variable diameter SMA threaded rod; 622. First limiting block; 623. Second limiting block; 624. Third limiting block; 625. Fourth limiting block; 626. Stacked spring; 627. Nut; 70. Wall beam connecting assembly; 71. Wall beam connecting plate; 72. Directional energy dissipation device; 721. Fixed steel plate; 722. Fixed pulley; 723. Prestressed steel strand; 724. Gear set. Detailed Implementation

[0037] The present application will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings.

[0038] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. This application will now be described in detail with reference to the accompanying drawings and embodiments.

[0039] Please refer to Figure 1-13 The diagram shown is a structural schematic of an energy-dissipating prefabricated frame structure system provided in this application.

[0040] Figure 1The diagram shows a structural schematic of an energy-dissipating prefabricated frame structure system, including: precast concrete columns 10, steel sleeves 11, precast concrete beams 20, precast concrete slabs 30, precast concrete walls 40, beam-column joint connection devices 50, column foundations 60, wall-beam connection components 70, wall-beam connection plates 71, and deflecting energy-dissipating devices 72; the wall-beam connection components 70 are located on the left and right sides of the precast concrete walls 40; the wall-beam connection plates 71 are bolted to the lower end of the precast concrete beams 20 and the upper end of the precast concrete walls 40 on their upper and lower sides, respectively.

[0041] in:

[0042] Please refer to Figure 2 , Figure 3 , Figure 4 and Figure 5 The precast concrete column 10 is provided with steel sleeves 11 at the floor level and column base; the beam-column joint connection device 50 includes a cantilever I-beam 51, a second steel end plate 52, a third steel end plate 53, and an arc-shaped channel steel arm 54; the end of the precast concrete beam 20 is pre-embedded with an I-beam 21, and the end of the I-beam 21 is welded with a first steel end plate 22; the first steel end plate 22 is bolted to the second steel end plate 52; the third steel end plate 53 is connected to the steel sleeve 11 by a screw 1. 2. Through bolted connection; the web of the cantilever I-beam 51 is bolted to both sides with a dog-bone outer web 511 and a rectangular inner web 512, and the rectangular inner web 512 is placed between the dog-bone outer web 511 and the web of the cantilever I-beam 51; the second steel end plate 52 and the third steel end plate 53 are welded to both ends of the cantilever I-beam 51; the dog-bone outer web 511 is provided with a long arc-shaped screw hole 5111, and the rectangular inner web 512 is provided with a circular screw hole 5121;

[0043] In this embodiment, the precast concrete column 10, steel sleeve 11, precast concrete beam 20, and beam-column joint connection device 50 are all prefabricated in the factory, enabling rapid production and high construction quality. During on-site assembly, rapid assembly between precast components is effectively achieved, facilitating assembly, increasing construction speed, and significantly shortening the construction cycle. The beam-column joint connection device 50 optimizes the energy dissipation mechanism, achieving multi-level energy dissipation of the structure, increasing structural damping, preventing structural damage during earthquakes, improving vibration reduction, and reducing costs. This beam-column joint has multiple yield points; energy is dissipated through friction between the dog-bone outer web 511 and the rectangular inner web 512, and through friction between the bolt and the long arc-shaped bolt hole 5111. As the seismic force increases, the dog-bone outer web 511 overcomes friction and undergoes plastic deformation, buckling to dissipate energy. Compared with traditional beam-column energy dissipation components, the beam-column joint connection device 50 proposed in this application has higher energy dissipation efficiency.

[0044] In a preferred embodiment, please refer to Figure 6The schematic diagram of the arc-shaped channel steel arm 54 shown indicates that the arc-shaped channel steel arm 54 includes an upper arc-shaped wide groove 541, a lower arc-shaped narrow groove 542, and a spring screw 543. The arc-shaped channel steel arm 54 is disposed on both sides of the cantilever I-beam 51. A first connecting plate 545 is welded to the top of the upper arc-shaped wide groove 541. The first connecting plate 545 is bolted to the steel sleeve 11. A limiting groove 544 is provided near the end of the lower arc-shaped narrow groove 542, and... A second connecting plate 546 is welded to the bottom end; the second connecting plate 546 is welded to the flange of the cantilever I-beam 51; a triangular steel piece 547 is provided at one end of the spring screw 543 near the limiting slot 544; the screw of the spring screw 543 passes through the upper arc-shaped wide slot 541 and the lower arc-shaped narrow slot 542, and the spring of the spring screw 543 is located in the gap between the upper arc-shaped wide slot 541 and the lower arc-shaped narrow slot 542;

[0045] In this embodiment, the arc-shaped channel steel arm 54 can dissipate energy in stages. Under minor earthquakes, when the node rotates, the precast concrete beam 20, the precast concrete column 10, and the arc-shaped channel steel arm 54 rotate relative to each other, causing the spring screw 543 to be in a state of increased deformation. At this time, the spring screw 543 dissipates energy through friction. Under moderate earthquakes, the beam-column node connection device 50 dissipates energy through the deformation of the spring screw 543 in the arc-shaped channel steel arm 54. Under major earthquakes, the triangular steel plate 547 is inserted into the slot, and the spring screw 543 will no longer deform and dissipate energy, playing a supporting role to enhance the strength of the node. When the earthquake effect decreases, the triangular steel plate 547 pops out of the slot, and the structural system achieves self-reset by relying on the spring. In addition, the arc-shaped channel steel arm 54 can effectively realize the connection between the beam and the column, improving the structure's resistance to collapse in the event of failure of the bottom column.

[0046] Optional, please refer to Figure 7 , Figure 8 and Figure 9The precast concrete slab 30 is provided with a channel steel assembly 31 near its end, and the channel steel assembly 31 includes a first U-shaped channel steel 311, a second U-shaped channel steel 312, a third U-shaped channel steel 313, and a fourth U-shaped channel steel 314; the precast concrete beam 20 is provided with a groove assembly 23 on its side, and the groove assembly 23 includes a first groove 231 and a second groove 232; the first groove 231 is provided with two sets of snap-fit ​​steel plates 2311, and the second groove 232 is provided with a snap-fit ​​groove 2321; the first U-shaped channel steel 311 and the second U-shaped channel steel 312 are provided with a first U-shaped channel steel 311 and a second U-shaped channel steel 314. The webs of the two U-shaped channel steels 312 are arranged adjacently, and the gap between them is the same width as the gap of the snap-fit ​​steel plate 2311; the third U-shaped channel steel 313 and the fourth U-shaped channel steel 314 are arranged in opposite directions, and the gap between them is the same as the spacing of the snap-fit ​​groove 2321; the first U-shaped channel steel 311 and the second U-shaped channel steel 312 are snapped into the snap-fit ​​steel plate 2311; the third U-shaped channel steel 313 and the fourth U-shaped channel steel 314 are fitted into the snap-fit ​​groove 2321, effectively improving the shear strength and bending strength at the beam-slab connection; Figure 7 In this process, the precast concrete slab 30 should be reversed and connected to the precast concrete beam 20.

[0047] Please refer to Figure 10 and Figure 11 The column base 60 includes a "U" shaped steel frame 61 and a horizontal energy dissipation device 62; the inner and outer walls of the "U" shaped steel frame 61 are provided with holes 611 of different diameters at equal intervals, the inner wall is welded to the outside of the steel sleeve 11, and concrete is poured between the inner and outer walls of the "U" shaped steel frame 61.

[0048] Please refer to Figure 12 The schematic diagram of the transverse energy dissipation device shown is provided. The transverse energy dissipation device 62 includes a variable diameter SMA threaded rod 621, a first limiting block 622, a second limiting block 623, a third limiting block 624, a fourth limiting block 625, a stacked spring 626, and a nut 627. The diameter of the third limiting block 624 is the same as the diameter of the hole 611. The diameters of the stacked spring 626 and the fourth limiting block 625 are larger than the diameter of the hole 611. The transverse energy dissipation device 62 is bolted to the outer side of the inner wall of the "U-shaped" steel frame 61 and is located on the inner side of the outer wall of the "U-shaped" steel frame 61.

[0049] In this embodiment, the spring of the column base 60 is externally mounted for easy replacement and maintenance, and the nut is externally mounted for easy adjustment of damping during use. The column base 60 and the superstructure can be assembled on-site, making construction convenient; the "U-shaped" steel frame 61 is connected to the lateral energy dissipation device 62, providing good pull-out resistance; the lateral energy dissipation device 62 of the column base 60 can achieve step-by-step energy dissipation under different seismic levels: during minor earthquakes, the third limiting block 624 is pressed tightly against the hole 611 on the "U-shaped" steel frame 61, and the lateral energy dissipation device 62 is subjected to axial tension or compression for energy dissipation; under moderate earthquakes, the fourth limiting block 625 contacts and presses tightly against the hole 611 on the "U-shaped" steel frame 61, and the entire damping unit is subjected to tension; under major earthquakes, the hole... The limiting blocks within 611 are destroyed one by one to dissipate seismic energy. After the fourth limiting block 625 is destroyed, the seismic energy continues to be dissipated through the tensile deformation of the inner and outer steel plates of the "U-shaped" steel frame 61 and the deformation of the stacked springs 626. When the transverse energy dissipation device 62 is subjected to seismic action, the variable diameter SMA threaded rod 621 is stretched. After the earthquake, the variable diameter SMA threaded rod 621 can return to its original position, and at the same time pull the transverse energy dissipation device 62 to its original position, which can realize the self-resetting function. During post-earthquake repair, the nuts are removed and the damaged limiting blocks are replaced, which can realize the rapid repair of the structural function.

[0050] Please refer to Figure 13 The schematic diagram of the reversing energy dissipation device shown illustrates that the reversing energy dissipation device 72 includes a fixed steel plate 721, a fixed pulley 722, a prestressed steel strand 723, and a gear set 724. The fixed pulley 722 and the fixed steel plate 721 are bolted to the precast concrete wall 40. The gear set 724 is engaged in the gap between the precast concrete column 10 and the precast concrete wall 40. The fixed pulley 722, the gear set 724, and the fixed steel plate 721 are connected by the prestressed steel strand 723. In this embodiment, the reversing energy dissipation device 72 is used to realize the reversing energy dissipation of precast concrete... The connection between the wall 40 and the precast concrete beam 20 is simple and has advantages such as energy dissipation under earthquakes and convenient replacement after earthquakes. Among them, the fixed pulley 722 can effectively convert horizontal seismic forces into vertical forces, thereby providing the wall with anti-overturning capacity. At the same time, the gear set 724 in the variable energy dissipation device 72 can reduce the vertical seismic response of the structure through friction energy dissipation. Under the action of earthquake, the precast concrete wall 40 can achieve self-resetting function through the prestressed steel strands 723 in the precast concrete wall 40, thereby reducing the residual displacement of the building structure after the earthquake, which is conducive to the rapid replacement and repair of the structure after the earthquake.

[0051] To obtain the energy-dissipating prefabricated frame structure system described in the above embodiments, this application also provides a specific implementation method for the construction of an energy-dissipating prefabricated frame structure system, namely: including the following steps:

[0052] S1: The precast concrete columns 10, precast concrete beams 20, precast concrete slabs 30, precast concrete walls 40, beam-column joint connection devices 50, column base foundations 60, and wall-beam connection components 70 are manufactured in the factory.

[0053] S2: Install column base 60, the precast concrete column 10 is inserted into column base 60 and connected by bolts through transverse energy dissipation device 62;

[0054] S3: The precast concrete beam 20 is bolted to the precast concrete column 10 through the beam-column joint connection device 50;

[0055] S4: The channel steel component 31 in the precast concrete slab 30 is fitted with the groove component 23, and after assembly, concrete is poured into the groove component 23.

[0056] S5: The precast concrete wall 40 is bolted to the precast concrete beam 20 through the wall beam connecting assembly 70.

[0057] Example 1: The present invention achieves the prefabricated connection of an energy-consuming prefabricated frame structure system by bolting the precast concrete column 10 and precast concrete beam 20 to the beam-column joint connection device 50, inserting the precast concrete beam 20 to the precast concrete slab 30, bolting the precast concrete column 10 to the column base 60, and bolting the precast concrete wall 40 and precast concrete beam 20 to the wall-beam connection component 70.

[0058] The width of the slot 2321 is slightly larger than the thickness of the third U-shaped channel steel 313 and the fourth U-shaped channel steel 314, making it easier for the third U-shaped channel steel 313 and the fourth U-shaped channel steel 314 to be inserted into the slot 2321. The channel steel component 31 is embedded inside the precast concrete slab 30, which allows the channel steel component 31 to be tightly connected to the precast concrete slab 30. The first U-shaped channel steel 311 and the second U-shaped channel steel 312 are inserted together with the snap-fit ​​steel plate 2311, providing strong shear resistance at the connection between the precast concrete slab 30 and the precast concrete beam 20. The entire overlapping process is convenient to construct.

[0059] The precast concrete column 10 is bolted to the column base and the steel sleeve 11. The steel sleeve 11 is welded to the "U-shaped" steel frame 61. The variable diameter SMA threaded rod 621 is placed inside the precast concrete column 10 to fix the precast concrete column 10, the steel sleeve 11 and the inner wall of the "U-shaped" steel frame 61. The variable diameter SMA threaded rod 621 is fixed with a nut. The variable diameter SMA threaded rod 621 has a self-resetting function, which provides the self-resetting capability of the energy-dissipating prefabricated frame structure system under seismic action.

[0060] The precast concrete wall 40 is bolted to the lower side of the wall beam connecting plate 71 and the fixed steel plate 721. The lower side of the precast concrete beam 20 is bolted to the upper side of the wall beam connecting plate 71. The fixed pulley 722 is bolted to the precast concrete wall 40. The gear set 724 is placed in the gap between the precast concrete column 10 and the precast concrete wall 40 and fits tightly.

[0061] The above description is merely a preferred embodiment of this application and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention involved in this application is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above features with (but not limited to) technical features with similar functions disclosed in this application.

Claims

1. An energy-dissipating prefabricated frame structure system, characterized in that, include: Precast concrete columns (10), precast concrete beams (20), precast concrete slabs (30), precast concrete walls (40), beam-column joint connection devices (50), column base foundations (60), and wall-beam connection components (70); The precast concrete column (10) is provided with a steel sleeve (11) at the floor position and column base; the precast concrete beam (20) has an I-beam (21) pre-embedded at the end, and the end of the I-beam (21) is welded with a first steel end plate (22); The beam-column joint connection device (50) includes a cantilever I-beam (51), a second steel end plate (52), a third steel end plate (53), and a circular arc channel steel arm (54); the web of the cantilever I-beam (51) is bolted to both sides with a dog-bone outer web plate (511) and a rectangular inner web plate (512), and the rectangular inner web plate (512) is placed between the dog-bone outer web plate (511) and the web of the cantilever I-beam (51); the second steel end plate (52) and the third steel end plate (53) are welded to both ends of the cantilever I-beam (51); the dog-bone outer web plate (511) is provided with a long arc-shaped screw hole (5111), and the rectangular inner web plate (512) is provided with a circular screw hole (5121); The first steel end plate (22) is bolted to the second steel end plate (52); the third steel end plate (53) is bolted to the steel sleeve (11) by a threaded rod (12).

2. The energy-dissipating prefabricated frame structure system according to claim 1, characterized in that: The arc-shaped channel steel arm (54) includes an upper arc-shaped wide channel (541), a lower arc-shaped narrow channel (542), and a spring screw (543); the arc-shaped channel steel arm (54) is disposed on both sides of the cantilever I-beam (51); The top of the upper arc-shaped wide groove (541) is welded with a first connecting plate (545); the first connecting plate (545) is bolted to the steel sleeve (11); The lower arc-shaped narrow groove (542) is provided with a limiting groove (544) near its end, and a second connecting plate (546) is welded to its bottom end; the second connecting plate (546) is welded to the flange of the cantilever I-beam (51); the spring screw (543) is provided with a triangular steel piece (547) at one end near the limiting groove (544); the screw of the spring screw (543) passes through the upper arc-shaped wide groove (541) and the lower arc-shaped narrow groove (542), and the spring of the spring screw (543) is located in the gap between the upper arc-shaped wide groove (541) and the lower arc-shaped narrow groove (542).

3. The energy-dissipating prefabricated frame structure system according to claim 1, characterized in that: The column base (60) includes a "U" shaped steel frame (61) and a horizontal energy dissipation device (62); The inner and outer walls of the "U-shaped" steel frame (61) are provided with holes (611) of different diameters at equal intervals. The inner wall is welded to the outer side of the steel sleeve (11). Concrete is poured between the inner and outer walls of the "U-shaped" steel frame (61). The transverse energy dissipation device (62) includes a variable diameter SMA threaded rod (621), a first limiting block (622), a second limiting block (623), a third limiting block (624), a fourth limiting block (625), a stacked spring (626), and a nut (627); the diameter of the third limiting block (624) is the same as the diameter of the hole (611); the diameters of the stacked spring (626) and the fourth limiting block (625) are larger than the diameter of the hole (611); the transverse energy dissipation device (62) is bolted to the outer side of the inner wall of the "U-shaped" steel frame (61) and located on the inner side of the outer wall of the "U-shaped" steel frame (61).

4. The energy-dissipating prefabricated frame structure system according to claim 1, characterized in that: The precast concrete slab (30) is provided with a channel steel assembly (31) near its end, and the channel steel assembly (31) includes a first U-shaped channel steel (311), a second U-shaped channel steel (312), a third U-shaped channel steel (313) and a fourth U-shaped channel steel (314); the precast concrete beam (20) is provided with a groove assembly (23) on its side, and the groove assembly (23) includes a first groove (231) and a second groove (232); the first groove (231) is provided with two sets of snap-fit ​​steel plates (2311), and the second groove (232) is provided with a snap-fit ​​groove (2321).

5. The energy-dissipating prefabricated frame structure system according to claim 4, characterized in that: The webs of the first U-shaped channel steel (311) and the second U-shaped channel steel (312) are arranged adjacent to each other, and the gap between them is the same as the gap width of the snap-fit ​​steel plate (2311); the third U-shaped channel steel (313) and the fourth U-shaped channel steel (314) are arranged in opposite directions, and the gap between them is the same as the spacing of the snap-fit ​​groove (2321); the first U-shaped channel steel (311) and the second U-shaped channel steel (312) are snapped into the snap-fit ​​steel plate (2311); the third U-shaped channel steel (313) and the fourth U-shaped channel steel (314) are fitted into the snap-fit ​​groove (2321).

6. The energy-dissipating prefabricated frame structure system according to claim 1, characterized in that: The wall beam connection assembly (70) includes a wall beam connection plate (71) and a reversing energy dissipation device (72); the wall beam connection assembly (70) is located on the left and right sides of the precast concrete wall (40); the upper and lower sides of the wall beam connection plate (71) are respectively bolted to the lower end of the precast concrete beam (20) and the upper end of the precast concrete wall (40); The energy dissipation device (72) includes a fixed steel plate (721), a fixed pulley (722), a prestressed steel strand (723), and a gear set (724); the fixed pulley (722) and the fixed steel plate (721) are bolted to the precast concrete wall (40); the gear set (724) is engaged in the gap between the precast concrete column (10) and the precast concrete wall (40); the fixed pulley (722), the gear set (724), and the fixed steel plate (721) are connected by the prestressed steel strand (723).

7. A construction method for an energy-dissipating prefabricated frame structure system according to any one of claims 1 to 6, characterized in that: S1: The precast concrete columns (10), precast concrete beams (20), precast concrete slabs (30), precast concrete walls (40), beam-column joint connection devices (50), column base foundations (60), and wall-beam connection components (70) are manufactured in the factory. S2: Install column base foundation (60), the precast concrete column (10) is inserted into column base foundation (60) and bolted together by transverse energy dissipation device (62); S3: The precast concrete beam (20) is bolted to the precast concrete column (10) through the beam-column joint connection device (50); S4: The channel steel component (31) in the precast concrete slab (30) is fitted with the groove component (23), and after assembly, concrete is poured into the groove component (23); S5: The precast concrete wall (40) is bolted to the precast concrete beam (20) via the wall beam connecting assembly (70).

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