Replaceable beam column energy dissipation joint of self-resetting assembly type RCS frame
By combining replaceable energy dissipation devices and friction energy dissipation devices in the self-resetting prefabricated RCS frame, the matching of energy dissipation modes at different deformation stages is achieved, solving the problem of balancing energy dissipation and reset capabilities, and improving the seismic performance and repair efficiency of the structure.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-02-13
- Publication Date
- 2026-04-21
AI Technical Summary
Existing self-resetting prefabricated frame structures are difficult to achieve phased energy dissipation modes at different deformation stages, and it is difficult to balance energy dissipation level and reset capability, resulting in large residual deformation and difficulty in repair after earthquakes.
A replaceable energy-consuming device and a friction energy-consuming device are used in conjunction with a self-resetting device. The steel beam and the RC frame column are connected by pre-embedded pipes and screws. The connection between the beam and the column is achieved by using prestressed tendons. By combining the arc design of the replaceable energy-consuming device and the parameter adjustment of the friction energy-consuming device, the energy consumption mode matching of different deformation stages can be achieved.
It achieves reasonable energy dissipation and recovery capabilities during minor, moderate, and major earthquakes, reduces residual structural deformation, and improves the overall energy dissipation and recovery capabilities of the structure. After an earthquake, the energy dissipation device can be quickly replaced to restore functionality.
Smart Images
Figure CN121897072A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of structural engineering, specifically to a self-resetting prefabricated RCS frame replaceable beam-column energy dissipation node. Background Technology
[0002] A well-designed structure can achieve the seismic fortification goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes." However, excessive residual deformation caused by plastic damage to the main structure will make it difficult to restore the structure's function after an earthquake, necessitating demolition and resulting in significant property losses and resource waste. Therefore, developing beam-column connection technology for frame structures with low residual deformation, high energy dissipation capacity, and high load-bearing capacity has significant engineering application value.
[0003] Reinforced concrete column and steel beam (RCS) frames are a new type of composite structural system that is increasingly widely used in engineering due to their ability to fully utilize the advantages of both steel and reinforced concrete components. On the one hand, the use of steel beams fully utilizes the tensile strength of steel, which is also lightweight and high-strength, facilitating the transportation and installation of prefabricated structural components. On the other hand, the use of reinforced concrete columns fully utilizes the compressive strength of the steel-concrete structure, while also offering advantages such as high stiffness and good fire resistance.
[0004] While significant research has been conducted on self-centering prefabricated frame structures, most studies focus on beam-column or column-foundation connections to verify energy dissipation capacity and recovery characteristics. However, two key challenges remain: First, achieving a balance between energy dissipation level and recovery capacity is often difficult. Traditional buckling-restrained or friction-based energy dissipation methods, aimed at achieving good energy dissipation, often result in excessive residual deformation, leading to a decline in post-earthquake seismic performance. Second, determining how to generate different energy dissipation modes at different deformation stages, ensuring good energy dissipation capacity and recovery level across minor, moderate, and major earthquakes, is another challenge for self-centering prefabricated structures. Summary of the Invention
[0005] This invention provides a self-resetting prefabricated RCS frame replaceable beam-column energy dissipation node. The connection between the connecting beam and the steel beam is achieved through the cooperation of a replaceable energy dissipation device, a friction energy dissipation device, and a self-resetting device. Furthermore, by arranging pre-embedded pipes in the RC frame column, the connecting beam is connected to the RC frame column 1 via bolts. Thus, the constructed self-resetting prefabricated RCS frame replaceable beam-column energy dissipation node has good energy dissipation and reset capabilities.
[0006] The technical solution of this invention is:
[0007] A self-resetting prefabricated RCS frame with replaceable beam-column energy dissipation nodes includes:
[0008] An RC frame column 1 includes an embedded pipe 101, a steel clamp 102 for the core area of the node, longitudinal reinforcement bars, and stirrups. The steel clamp 102 for the core area of the node is designed with openings on both sides along a first direction. The steel clamp 102 for the core area of the node has pre-drilled holes on its two sides along a second direction. The embedded pipe 101 is inserted into the pre-drilled holes of the steel clamp 102 for the core area of the node. The longitudinal reinforcement bars arranged along the first direction pass through the steel clamp 102 for the core area of the node. The steel clamp 102 for the core area of the node, the embedded pipe 101, the longitudinal reinforcement bars, and the stirrups tied to the longitudinal reinforcement bars are used to form the RC frame column 1 extending along the first direction by pouring concrete.
[0009] The steel beam 2 is composed of a first H-beam 201 and an end plate 202 fixed to one end of the first H-beam 201;
[0010] The connecting beam 3 includes a connecting plate 301, a second H-beam 302, and an anchor plate 303. The connecting plate 301 is connected to the RC frame column 1. A second H-beam 302 with a cross-sectional specification matching the first H-beam 201 is installed on the side of the connecting plate 301 away from the RC frame column 1. An anchor plate 303 perpendicular to the web of the second H-beam 302 is installed between the upper and lower flanges of the second H-beam 302.
[0011] Replaceable energy-consuming devices 4, two sets of replaceable energy-consuming devices 4 are symmetrically arranged on the inner side of the upper and lower flanges of the first H-beam 201 and the second H-beam 302, and are respectively connected to the upper and lower flanges of the first H-beam 201 and the second H-beam 302.
[0012] The friction energy dissipation device 5 is arranged in two symmetrical sets. One end of the friction energy dissipation device 5 is connected to the web of the second H-beam 302; the other end is connected to the web of the first H-beam 201 on the side away from the end plate 202.
[0013] The self-resetting device 6 is arranged along the second direction and is anchored to the end plate 202 and the anchor plate 303 via anchors.
[0014] Furthermore, the steel clamp 102 in the node core area has studs extending in the second direction on the inner sides of the two opposing side plates.
[0015] And / or, the steel clamp 102 of the node core area has studs extending in the third direction on the inner side of the two opposing side plates.
[0016] Furthermore, the replaceable energy-consuming device 4 includes a first flat plate, a curved plate, and a second flat plate connected in sequence, and the curved plate adopts a variable width design based on the first flat plate and the second flat plate.
[0017] Furthermore, the friction energy dissipation device 5 includes a connecting lug 501, a friction pad 502, a first high-strength bolt, and a second high-strength bolt. The fixed end and the friction end of the connecting lug 501 are respectively provided with a first bolt hole group and a second bolt hole group. The fixed end and the friction end of the friction pad 502 are respectively provided with a first bolt hole group and a second bolt hole group. The first high-strength bolt connects the fixed ends of the symmetrical connecting lug 501 and the friction pad 502 to the web of the second H-beam 302 through the first bolt hole group. The second high-strength bolt connects the friction ends of the symmetrical connecting lug 501 and the friction pad 502 to the web of the first H-beam 201 through the second bolt hole group.
[0018] Furthermore, the first bolt hole group has a first preset number of bolt holes, and the second bolt hole group has a second preset number of bolt holes; wherein the first preset number is greater than the second preset number.
[0019] Furthermore, the self-resetting device 6 is composed of multiple sets, each including a prestressed tendon 601, a tensioning end anchor 602, and a fixed end anchor 603. The indirect tensioning process of the prestressed tendon 601 is as follows: the prestressed tendon 601 is passed sequentially through the fixed end anchor 603, the reserved hole in the end plate 202, the reserved hole in the anchoring plate 303, the tensioning end anchor 602, the tensioning washer 604, and the reserved hole in the connecting plate 301, and after reserving a preset length, it is indirectly tensioned to the design tension value in a diagonal grade manner. Then, the nut on the outside of the tensioning end anchor 602 is tightened to make the elongated clamp push the tensioning washer 604 to complete the tensioning and anchoring. Finally, the excess prestressed tendon 601 on the outside of the connecting plate 301 is cut off.
[0020] The beneficial effects of this invention are:
[0021] 1) This invention uses prestressed tendons to anchor steel beams and connecting beams. The prestressed tendons effectively reduce the residual deformation of the structure and realize the self-resetting of the structure after an earthquake.
[0022] 2) The self-resetting prefabricated RCS frame with replaceable beam-column energy dissipation nodes provided by the present invention concentrates structural damage on the replaceable energy dissipation devices. The replaceable energy dissipation devices are set on the inner side of the flange, saving the upper and lower space of the beam, which is conducive to the combination of steel beams and floor slabs, and is easier to replace after earthquake.
[0023] 3) The prestressing tendons in the beams are tensioned on the ground at the factory or construction site, and then bolted to the RC frame columns using threaded rods after hoisting into place. This avoids the dangerous operation of tensioning prestressing tendons at height. It also avoids the risk of a significant reduction in prestress within multi-span beams after the failure of prestressing tendons tensioned throughout the span.
[0024] 4) This invention achieves controllable energy dissipation stages for the replaceable energy dissipation device by setting the weakened section of the replaceable energy dissipation device to an arc shape and installing it on the inner side of the flange of the steel beam, thereby reducing the structure's recovery resistance. By adjusting the design parameters of the replaceable energy dissipation device and the friction energy dissipation device, a reasonable match between the two energy dissipation modes is achieved, so that the structure mainly dissipates energy through friction during minor and moderate earthquakes, and dissipates energy through both modes during major earthquakes, thus exhibiting good energy dissipation and recovery capabilities at different deformation stages.
[0025] 5) The present invention provides two types of energy dissipation devices, which avoids the situation where the energy dissipation level of the structure can only be at a low level after the failure of a single type of energy dissipation component, thereby improving the overall energy dissipation capacity of the structure. Attached Figure Description
[0026] Figure 1 This is a schematic diagram of the replaceable beam-column energy-dissipating node structure of the self-resetting prefabricated RCS frame described in this invention.
[0027] Figure 2 This is a three-dimensional schematic diagram of the core area of the RC frame column node of the present invention.
[0028] Figure 3 This is a schematic diagram of the steel beam of the present invention.
[0029] Figure 4 This is a three-dimensional schematic diagram of the connecting beam of the present invention.
[0030] Figure 5 This is a three-dimensional schematic diagram of the replaceable energy-consuming device of the present invention.
[0031] Figure 6 This is a three-dimensional schematic diagram of the friction energy dissipation device of the present invention.
[0032] Figure 7 This is a three-dimensional schematic diagram of the self-resetting device of the present invention.
[0033] Figure 8 This invention relates to the tensioning of steel strands within the prestressed steel beam.
[0034] Figure 9 This is for the anchoring of the steel strands inside the prestressed steel beam of the present invention.
[0035] Figure 10 This is a schematic diagram showing the result of cutting and removing the extended sections of the steel strands inside the prestressed steel beam of the present invention.
[0036] The labels in the diagram are as follows: 1-RC frame column; 101-Embedded pipe; 102-Steel clamp in the core area of the node; 2-Steel beam; 201-First H-beam; 202-End plate; 3-Connecting beam; 301-Connecting plate; 302-Second H-beam; 303-Anchor plate; 4-Replaceable energy dissipation device; 5-Friction energy dissipation device; 501-Connecting ear plate; 502-Friction pad; 6-Reset device; 601-Prestressed steel strand; 602-Tensioning end anchor; 603-Fixed end anchor; 604-Tensioning shim; 7-Front-mounted jack. Detailed Implementation
[0037] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention. It should be noted that, unless otherwise specified, the embodiments and features in the embodiments of this application can be arbitrarily combined with each other.
[0038] Example 1: As Figures 1-10 As shown, a self-resetting prefabricated RCS frame replaceable beam-column energy dissipation node includes: RC frame column 1, steel beam 2, connecting beam 3, replaceable energy dissipation device 4, friction energy dissipation device 5, and self-resetting device 6.
[0039] refer to Figure 2 The RC frame column 1 includes an embedded pipe 101, a steel clamp 102 in the node core area, column longitudinal reinforcement, and column stirrups. The steel clamp 102 in the node core area is designed with openings on both sides along a first direction. The steel clamp 102 in the node core area has pre-drilled holes on both sides along a second direction. The embedded pipe 101 passes through the pre-drilled holes in the steel clamp 102 in the node core area. The column longitudinal reinforcement arranged along the first direction passes through the steel clamp 102 in the node core area, and the column extends out of the steel clamp 102 in the node core area. The longitudinal reinforcement is tied with the column stirrups; the steel clamp 102, the embedded pipe 101, the column longitudinal reinforcement and the column stirrups in the core area of the node are formed by pouring concrete to form an RC frame column 1 extending along the first direction; specifically, the RC frame column 1 is a rectangular column, and the column longitudinal reinforcement and column stirrups are designed according to the specifications. The longitudinal reinforcement that passes through the steel clamp 102 in the core area of the node is tied with the stirrups, and the embedded pipe 101 is embedded in the core area of the node through the reserved hole in the steel clamp 102 in the core area of the node. After the formwork is erected, concrete is poured to form the RC frame column 1.
[0040] Furthermore, the pre-embedded pipe 101 is made of PVC pipe.
[0041] Furthermore, the inner side of the steel clamp 102 in the node core area is welded with studs arranged in a linear array in both the transverse and longitudinal directions. The length of a single stud is much smaller than the length of the embedded pipe 101, generally 50~100mm. Studs extending in the second direction are provided on the inner sides of the opposing side plates of the steel clamp 102 in the node core area along the second direction, and studs extending in the third direction are also provided on the inner sides of the opposing side plates of the steel clamp 102 in the node core area along the third direction. The studs on a single side plate can be arranged in a 3*3 or 4*3 pattern, etc. Welding studs inside the steel clamp 102 in the node core area enhances its ability to work together with the concrete.
[0042] refer to Figure 3 The steel beam 2 is composed of a first H-beam 201 and an end plate 202 fixed to one end of the first H-beam 201. Further, the end plate 202 is composed of a steel plate with pre-reserved prestressed tendon channels and a corresponding first stiffening rib, and the first stiffening rib is welded to the web of the first H-beam 201.
[0043] refer to Figure 4 The connecting beam 3 includes a connecting plate 301, a second H-beam 302, and an anchor plate 303. The connecting plate 301 is connected to the RC frame column 1. A second H-beam 302 with a cross-sectional specification matching the first H-beam 201 is installed on the side of the connecting plate 301 away from the RC frame column 1 (the cross-sectional specification of the second H-beam 302 matches that of the first H-beam 201, and the length of the second H-beam 302 is less than that of the first H-beam 201). An anchor plate 303 perpendicular to the web of the second H-beam 302 is welded between the upper and lower flanges of the second H-beam 302. Further, two second stiffening ribs are welded perpendicular to the anchor plate 303, and the second stiffening ribs are welded to the web of the second H-beam 302. Furthermore, the connecting plate 301 is reserved with screw holes and indirect tensioning holes for connection with the RC frame column 1. The threaded screw is passed through the screw holes and embedded pipe 101 reserved in the connecting plate 301 for connection with the RC frame column 1 in sequence, and the two ends are tightened to the design value with nuts to realize the connection between the connecting plate 301 and the steel clamp 102 in the core area of the node of the RC frame column 1.
[0044] refer to Figure 1 , Figure 5 Two sets of replaceable energy-consuming devices 4 are symmetrically arranged on the inner side of the upper and lower flanges of the first H-beam 201 and the second H-beam 302, and are respectively connected to the upper and lower flanges of the first H-beam 201 and the second H-beam 302 by bolts.
[0045] Furthermore, the replaceable energy-consuming device 4 includes a first flat plate, a curved plate, and a second flat plate connected in sequence, and the curved plate adopts a narrowing width design based on the first flat plate and the second flat plate. Specifically, during installation, the first flat plate of the first set of replaceable energy-consuming devices 4 is connected to the upper flange of the second H-beam 302, and the second flat plate of the first set of replaceable energy-consuming devices 4 is connected to the upper flange of the first H-beam 201; the first flat plate of the second set of replaceable energy-consuming devices 4 is connected to the lower flange of the second H-beam 302, and the second flat plate of the second set of replaceable energy-consuming devices 4 is connected to the lower flange of the first H-beam 201.
[0046] Furthermore, the replaceable energy dissipation device 4 is made of Q235 grade low yield point steel. By designing the central weakening section as an arc-shaped curved panel, it can achieve almost no energy dissipation during small and moderate earthquakes, participate in energy dissipation during large earthquakes, and experience less resistance during structural reset. At the same time, the replaceable energy dissipation device 4 is fixed to the flanges of the steel plates on both sides by bolts. Because it is located inside the steel beam, it is not affected by the floor slab on the beam during replacement, and can more conveniently achieve rapid restoration of post-earthquake function.
[0047] refer to Figure 1 , Figure 6 Two sets of symmetrical friction energy dissipation devices 5 are connected at one end to the web of the second H-beam 302 and at the other end to the web of the first H-beam 201 on the side away from the end plate 202. Each friction energy dissipation device 5 includes a connecting lug 501, a friction pad 502, a first high-strength bolt, and a second high-strength bolt. The fixed end and friction end of the connecting lug 501 are respectively provided with a first bolt hole group and a second bolt hole group. The fixed end and friction end of the friction pad 502 are respectively provided with a first bolt hole group and a second bolt hole group. The first high-strength bolt connects the fixed end of the symmetrical connecting lug 501 and friction pad 502 to the web of the second H-beam 302 via the first bolt hole group, and the second high-strength bolt connects the friction end of the symmetrical connecting lug 501 and friction pad 502 to the web of the first H-beam 201 via the second bolt hole group. For example, the first bolt hole group has four bolt holes, and the second bolt hole group has two bolt holes. They are fixed at the fixed end, and the friction energy dissipation capacity can be autonomously adjusted by controlling the magnitude of the bolt preload at the friction end. Furthermore, an elongated oval hole is provided in the web of the other end of the first H-beam 201 to provide sliding space for the second high-strength bolt.
[0048] Furthermore, considering that the connecting ear plate 501 needs to bear the shear force transmission at the opening and closing interface, the connecting ear plate 501 is made of Q355 grade steel plate with a thickness of more than 16mm, and is connected to the connecting beam 3 and the steel beam 2 by 4 and 2 high-strength bolts, respectively. The friction pad plate 502 is made of brass plate with a thickness of 3mm, and its length, width and opening position are consistent with those of the connecting ear plate 501.
[0049] In practical engineering, the energy dissipation performance can be adjusted by changing the material and thickness (generally 6-10mm) of the replaceable energy dissipation device 4, reducing the cross-sectional area and arc size; the energy dissipation performance can also be adjusted by changing the bolt preload of the friction energy dissipation device 5, sandblasting the friction surface, and changing the material of the friction pad 502. This achieves the goal of staged energy dissipation with good energy dissipation and reset capabilities.
[0050] refer to Figure 1 and Figure 7 The self-resetting device 6 is arranged along the second direction and is anchored to the end plate 202 and the anchor plate 303 via anchors. For example, the self-resetting device 6 adopts six sets, which are symmetrically arranged based on the web of the first H-beam 201 and the second H-beam 302, with three sets on each side. Each set includes a prestressing tendon 601, a tensioning end anchor 602, and a fixed end anchor 603. The indirect tensioning process of the prestressing tendon 601 is as follows: the prestressing tendon 601 is passed through the fixed end anchor 603, the reserved channel of the end plate 202, the reserved channel of the anchor plate 303, the tensioning end anchor 602, the tensioning pad 604, and the reserved indirect tensioning hole of the connecting plate 301 in sequence, and a length of at least 300mm is reserved at the tensioning end to facilitate the tensioning operation. Then, the front clamp jack 7 is used to indirectly tension to the design tension value in a diagonal grade manner. Then, the nut on the outside of the tensioning end anchor 602 is tightened to make the elongated clamp push the tensioning pad 604 to complete the tensioning and anchoring. Finally, the excess prestressing tendon 601 on the outside of the connecting plate 301 is cut off. refer to Figure 8 , Figure 9 , Figure 8 The clamps are open, and tensioning is performed at this time; Figure 9 Tensioning and anchoring are completed by tightening the outer nut of the tensioning end anchor 602 to make the elongated wedge press the tensioning washer 604; Figure 10 This is a schematic diagram illustrating the effect of cutting and removing the protruding sections of the steel strands inside the prestressed steel beam according to the present invention.
[0051] Furthermore, the prestressing tendon 601 uses 7 strands of 1860 grade unbonded prestressed steel strands with a nominal diameter of 15.2 mm. Tensioning is performed in diagonal stages, with the initial tension force set at 0.4 to 0.6 times the ultimate tension force. The prestressed steel strands maintain elasticity during stress. The tensioning end anchorage 602 uses an M15-1 (DHS) type single-hole low-retraction anchorage. After indirect tensioning to the design tension, the outer nut is tightened to cause the elongated clamp to push against the tension washer 604, thereby achieving tension anchoring. The fixed end anchorage 603 uses a YJM15-1 type working anchor. The prestressing force is applied to both ends of the steel beam through the anchorages at both ends, providing a restoring effect for the structure.
[0052] This invention also discloses a construction method for the replaceable beam-column energy dissipation node of the above-mentioned self-resetting prefabricated RCS frame, comprising the following steps:
[0053] 1) In the factory, standardize the production of steel beams 2, connecting beams 3, replaceable energy-consuming devices 4, steel clamps 102, connecting ear plates 501, and friction pads 502, and weld and drill holes as required.
[0054] 2) Binding of longitudinal reinforcement and stirrups of RC frame column 1, welding of internal studs of steel clamp 102 and pre-embedding of pre-embedded pipe 101, formwork, pouring and curing.
[0055] 3) Align the steel beam 2 and the connecting beam 3, and symmetrically pass the high-strength bolts on both sides of the friction energy dissipation device 5 through the connecting lug plate 501, the friction pad plate 502 and the web of the steel beam, and tighten them to the design value. Install the replaceable energy dissipation device 4 on the inner side of the upper and lower flanges of the steel beam, and tighten the left and right high-strength bolts to the design value respectively.
[0056] 4) At the factory or construction site, the prestressed steel strands are indirectly tensioned to the design tension value in a diagonal grade manner and then anchored to form a prestressed beam component.
[0057] 5) Hoist the prestressed beam component to the preset position, pass the threaded rod through the pre-reserved embedded pipe hole in the steel clamp 102 of the RC frame column 1, and bolt it to the connecting plate 301. Tighten the threaded rod on both sides with nuts to the design value.
[0058] As can be seen from the above technical solution, this invention, based on traditional prefabricated assembled structures, fully utilizes the energy dissipation characteristics of replaceable energy dissipation devices and friction energy dissipation devices to achieve different energy dissipation modes at different deformation stages. By setting the weakened section of the replaceable energy dissipation device as an arc-shaped curved panel and installing it on the inner side of the flange of the steel beam, the energy dissipation stage of the replaceable energy dissipation device is controllable, reducing the structure's recovery resistance and facilitating the connection between the floor slab and the steel beam. The prestressed tendons provide a recovery function, improving the structure's recovery capacity and load-bearing capacity; after an earthquake, only the replaceable energy dissipation devices need to be replaced to achieve rapid restoration of structural function. Furthermore, this invention completes the indirect tensioning of the prestressed tendons within the steel beam on the ground. After the prestressed steel beam is hoisted into place, bolt connections are used to avoid the dangerous operation of tensioning prestressed tendons at height, making the structural layout more flexible and convenient. According to the design method proposed in this invention, the form of the RC frame column 1 (concrete-filled steel tube column, steel column, etc.), the length and structure of the connecting beam 3, the material of the energy-consuming device 4 can be replaced, the cross-sectional area and arc size can be reduced, and the type of friction pad 502 (steel, aluminum and non-asbestos fiber, etc.) can be adjusted to achieve the optimized design of this embodiment.
[0059] The specific embodiments of the present invention have been described in detail above with reference to the accompanying drawings. However, the present invention is not limited to the above embodiments. Within the scope of knowledge possessed by those skilled in the art, various changes can be made without departing from the spirit of the present invention.
Claims
1. A self-resetting prefabricated RCS frame with replaceable beam-column energy dissipation nodes, characterized in that, include: An RC frame column (1) is formed by pouring concrete. The RC frame column (1) includes an embedded pipe (101), a steel clamp (102) in the core area of the node, longitudinal reinforcement bars, and stirrups. The steel clamp (102) in the core area of the node has two open sides along the first direction. The steel clamp (102) in the core area of the node has pre-drilled holes on its two side plates along the second direction. The embedded pipe (101) is inserted into the pre-drilled holes of the steel clamp (102) in the core area of the node. The longitudinal reinforcement bars arranged along the first direction pass through the steel clamp (102) in the core area of the node. The steel clamp (102) in the core area of the node, the embedded pipe (101), the longitudinal reinforcement bars, and the stirrups tied to the longitudinal reinforcement bars are formed by pouring concrete to form an RC frame column (1) extending along the first direction. The steel beam (2) is composed of a first H-beam (201) and an end plate (202) fixed to one end of the first H-beam (201); The connecting beam (3) includes a connecting plate (301), a second H-beam (302), and an anchor plate (303). The connecting plate (301) is connected to the RC frame column (1). A second H-beam (302) with a cross-sectional specification matching the first H-beam (201) is installed on the side of the connecting plate (301) away from the RC frame column (1). An anchor plate (303) perpendicular to the web of the second H-beam (302) is installed between the upper and lower flanges of the second H-beam (302). Replaceable energy-consuming device (4), two sets of replaceable energy-consuming devices (4) are symmetrically arranged on the inner side of the upper and lower flanges of the first H-beam (201) and the second H-beam (302), and are respectively connected to the upper and lower flanges of the first H-beam (201) and the second H-beam (302); The friction energy dissipation device (5) is symmetrically arranged in two sets. One end of the friction energy dissipation device (5) is connected to the web of the second H-beam (302); the other end is connected to the web of the first H-beam (201) on the side away from the end plate (202). The self-resetting device (6) is arranged along the second direction and is anchored to the end plate (202) and the anchor plate (303) via anchors.
2. The replaceable beam-column energy dissipation node of the self-resetting prefabricated RCS frame according to claim 1, characterized in that, The steel clamp (102) of the node core area has studs extending in the second direction on the inner side of the two opposing side plates. And / or, the steel clamp (102) of the node core area is provided with studs extending in the third direction on the inner side of the two opposing side plates.
3. The replaceable beam-column energy dissipation node of the self-resetting prefabricated RCS frame according to claim 1, characterized in that, The replaceable energy-consuming device (4) includes a first flat plate, a curved plate, and a second flat plate connected in sequence, and the curved plate adopts a variable width design based on the first flat plate and the second flat plate.
4. The replaceable beam-column energy dissipation node of the self-resetting prefabricated RCS frame according to claim 1, characterized in that, The friction energy dissipation device (5) includes a connecting ear plate (501), a friction pad plate (502), a first high-strength bolt, and a second high-strength bolt. The fixed end and the friction end of the connecting ear plate (501) are respectively provided with a first bolt hole group and a second bolt hole group. The fixed end and the friction end of the friction pad plate (502) are respectively provided with a first bolt hole group and a second bolt hole group. The first high-strength bolt connects the fixed end of the symmetrical connecting ear plate (501) and the friction pad plate (502) to the web of the second H-beam (302) through the first bolt hole group. The second high-strength bolt connects the friction end of the symmetrical connecting ear plate (501) and the friction pad plate (502) to the web of the first H-beam (201) through the second bolt hole group.
5. The replaceable beam-column energy dissipation node of the self-resetting prefabricated RCS frame according to claim 4, characterized in that, The first bolt hole group has a first preset number of bolt holes, and the second bolt hole group has a second preset number of bolt holes; wherein the first preset number is greater than the second preset number.
6. The replaceable beam-column energy dissipation node of the self-resetting prefabricated RCS frame according to claim 1, characterized in that, The self-resetting device (6) is made of multiple sets, each including a prestressed tendon (601), a tensioning end anchor (602), and a fixed end anchor (603). The indirect tensioning process of the prestressed tendon (601) is as follows: the prestressed tendon (601) is passed through the fixed end anchor (603), the reserved channel of the end plate (202), the reserved channel of the anchor plate (303), the tensioning end anchor (602), the tensioning pad (604), and the reserved channel of the connecting plate (301) in sequence, and after reserving a preset length, it is indirectly tensioned to the design tension value in a diagonal grade manner. Then, the nut on the outside of the tensioning end anchor (602) is tightened so that the elongated clamp pushes the tensioning pad (604) to complete the tensioning and anchoring. Finally, the excess prestressed tendon (601) on the outside of the connecting plate (301) is cut off.