Replaceable energy-consuming prestressed fabricated beam-column joint

Abstract

The utility model discloses a replaceable energy consumption type prestressed fabricated beam column joint, including prefabricated column, prefabricated beam, angle steel connecting piece, viscous damper, FRP cloth and prestressed tension piece, FRP cloth is pasted to the junction of prefabricated beam and prefabricated column, and the outside of FRP cloth is provided angle steel connecting piece respectively with prefabricated beam and prefabricated column fixed, and the two angle steel connecting pieces of upper side are provided with the viscous damper of oblique arrangement, the prestressed tension piece is the arc structure of lower convex, and the first hole and the second hole of adapting with the prestressed tension piece are provided respectively in prefabricated beam and prefabricated column, and the upper end surface of prefabricated beam is provided with the anchoring block of the position of first hole, and the prestressed tension piece is arranged in the hole and is anchored on the corresponding anchoring block respectively at both ends, adopt FRP cloth to enhance the integrity and durability of node, and the prestressed tension piece of lower convex can resist the node positive bending moment, and the viscous damper cooperates and efficiently dissipates energy, and realizes the quick repair through replacing energy consumption connecting piece.

Description

Technical Field

[0001] This utility model belongs to the field of prefabricated building structure technology, specifically relating to a replaceable energy-dissipating prestressed prefabricated beam-column joint. Background Technology

[0002] With the acceleration of urbanization and the advancement of industrialized construction, prefabricated concrete structures have been widely used in residential, public, and industrial facilities due to their advantages such as high construction efficiency, minimal environmental impact, and easy quality control. As the core load-bearing component of prefabricated structures, the beam-column joints directly determine the overall safety and reliability of the structure.

[0003] However, existing prefabricated beam-column joints still face multiple challenges in actual engineering: On the one hand, conventional joint connection forms are prone to stiffness degradation and bearing capacity reduction due to material aging, repeated loads, or construction defects during long-term use, requiring reinforcement to restore or improve their mechanical properties; on the other hand, under extreme loads such as explosions, strong earthquakes, and impacts, if local vertical components of the structure fail, and the joints cannot effectively transfer loads and dissipate energy, it is very easy to trigger a chain reaction of continuous collapse, causing catastrophic consequences.

[0004] Current joint reinforcement technologies have significant limitations: traditional reinforcement methods, such as increasing the cross-section, often lead to an increase in the self-weight of the component and make it difficult to balance the ductility and energy dissipation capacity of the joint; while some prestressed reinforcement technologies can improve load-bearing capacity, their bonded nature results in poor joint deformation coordination, and energy-dissipating components are often rigidly connected to the main structure, making replacement difficult after damage and leading to high maintenance costs. Furthermore, existing reinforcement designs primarily focus on performance improvement under conventional stress conditions, with insufficient consideration given to specific designs for resistance to progressive collapse under extreme loads.

[0005] Therefore, in response to the dual needs of prefabricated beam-column joints under both conventional and extreme working conditions, developing a new type of beam-column joint that combines high energy efficiency, replaceability, and resistance to progressive collapse is crucial for improving the safety, economy, and durability of prefabricated structures and has significant engineering application value. Utility Model Content

[0006] The technical problem to be solved by this utility model is to provide a replaceable energy-dissipating prestressed prefabricated beam-column joint to address the shortcomings of the prior art, namely, the poor deformation coordination of the beam-column joint, the difficulty in replacing damaged energy-dissipating components, and the insufficient resistance to progressive collapse under extreme loads.

[0007] The present invention adopts the following technical solution: a replaceable energy-consuming prestressed precast beam-column joint, including a precast column, a precast beam, an angle steel connector, a viscous damper, an FRP cloth, and a prestressed tensioning member; Two sets of precast beams are symmetrically arranged on both sides of the precast column. FRP cloth is pasted in L-shape at the four corners of the precast beams and the precast column. Angle steel connectors are set on the outside of the FRP cloth. The two upright plates of the angle steel connectors are fixed to the precast beams and the precast column respectively. A set of obliquely arranged viscous dampers are set on the two angle steel connectors on the upper side respectively. The prestressed tension member is a downwardly convex arc-shaped structure. The precast beam and the precast column are respectively provided with a first channel and a second channel that are adapted to the prestressed tension member. The upper end of the first channel extends to the upper end face of the precast beam. The prestressed tension member enters from the first channel on one side, passes through the second channel, and exits from the first channel on the other side. An anchoring block is provided on the upper end face of the precast beam at the position corresponding to the first channel. The two ends of the prestressed tension member are respectively anchored to the corresponding anchoring blocks.

[0008] Preferably, the anchor block is provided with an oblique through hole corresponding to the first channel, and the end of the prestressed tension member passes through the oblique through hole and is fastened and locked to the side of the anchor block by an anchor, and the side is an inclined surface perpendicular to the tensioning direction of the prestressed tension member.

[0009] Preferably, the prestressed tensioning members are arranged in two sets at vertical intervals.

[0010] Preferably, the end of the FRP fabric extends out of the angle steel connector.

[0011] Preferably, the prestressed tensioning member is a prestressed tendon.

[0012] Preferably, the connection between the two upright plates of the angle steel connector is provided with stiffening ribs.

[0013] Preferably, the viscous dampers are spaced apart on the outer side of the stiffening ribs.

[0014] Preferably, the stiffening rib is an isosceles right triangle.

[0015] Preferably, the two upright plates of the angle steel connector are provided with ear plates corresponding to the installation positions of the viscous damper, and the two ends of the viscous damper are respectively hinged to the corresponding ear plates.

[0016] Preferably, a third channel is provided at the position of the angle steel connector corresponding to the precast beam and the precast column. The angle steel connector is fixedly connected to the precast beam and the precast column by a high-strength screw rod passing through the corresponding third channel and a high-strength nut screwed to both ends of the high-strength screw rod.

[0017] Compared with the prior art, the present invention has at least the following beneficial effects: FRP (fiberglass reinforced plastic) fabric, with its high strength and corrosion resistance, is bonded in an L-shape at the four corners of precast beams and columns. This effectively reinforces the beam-column joints, enhancing their integrity and crack resistance. Angle steel connectors on the outer side of the FRP fabric restrain it, preventing peeling and damage under stress and ensuring the durability of the reinforcement. Two sets of diagonally arranged viscous dampers are installed on the upper angle steel connectors. These dampers effectively absorb energy during large deformations or earthquakes, buffering impact loads. Furthermore, the structure can be quickly restored to usability after a disaster by replacing the dampers, improving its seismic performance and repairability.

[0018] The prestressed tension member is a downward-convex arc-shaped structure. In the event of disasters such as earthquakes, explosions, and impacts, in the face of minor disasters, the downward-convex arc-shaped prestressed tension member, in conjunction with the viscous damper, efficiently dissipates energy, reducing damage to the main structure. Furthermore, it can be quickly repaired after a disaster by replacing the energy-dissipating connectors. In the face of major disasters, if local vertical components of the structure fail, the stress state at the nodes will change from negative bending moment to positive bending moment. The prestressed tension member performs its load-bearing performance, resisting the positive bending moment at the nodes, effectively guiding the redistribution of internal forces, and providing reliable support to the nodes through its own load-bearing characteristics, preventing cascading collapse. Therefore, the downward-convex prestressed tension member not only better resists the positive bending moment at the nodes but also works in conjunction with the viscous damper to efficiently dissipate energy, reducing damage to the main structure and ensuring an optimized stress distribution effect.

[0019] The precast beams and columns are provided with a first duct and a second duct for installing prestressed tension members. The upper end of the first duct is exposed above the upper end face of the precast beam. The two ends of the prestressed tension members are fixed by anchor blocks set at the position of the first duct. This facilitates the installation of prestressed tension members and allows for quick replacement of prestressed tension members, enabling rapid repair.

[0020] Furthermore, the side of the anchor block that is anchored to the prestressed tensioning member is inclined, and the inclined surface is perpendicular to the tensioning direction of the prestressed tensioning member. This facilitates efficient tensioning operations and avoids damage to the beam caused by tensioning directly on the surface of the precast concrete beam.

[0021] Furthermore, two sets of vertically spaced prestressed tension members are installed to ensure the structural reliability and stability of the connection nodes.

[0022] Furthermore, the ends of the FRP fabric extend out of the angle steel connectors to ensure that the angle steel connectors are tightly pressed and compacted against the FRP fabric.

[0023] Furthermore, the prestressed tensioning member is a prestressed tendon. The downward-convex prestressed tendon can quickly adapt to this stress change and effectively guide the redistribution of internal forces when extreme situations such as column failure occur, providing reliable support for the node and significantly improving the structure's resistance to progressive collapse under sudden conditions.

[0024] Furthermore, adding stiffening ribs can enhance overall rigidity.

[0025] Furthermore, the viscous damper is located on the outside of the stiffening rib for easy assembly and subsequent replacement.

[0026] Furthermore, the isosceles triangular stiffening ribs can evenly distribute the stress at the joint of the angle steel connector.

[0027] Furthermore, ear plates are provided on the upright plates of the angle steel connectors to facilitate the hinged installation of the viscous dampers.

[0028] Furthermore, a third channel is provided between the precast beams and precast columns, through which a high-strength bolt passes. The angle steel connector is then fixedly connected to the precast beams and columns by high-strength nuts at both ends, achieving pre-tightening fixation of the joints, enhancing the reliability of the joint connection, and ensuring effective force transmission under load. This also facilitates assembly and repair / replacement if damaged.

[0029] In summary, the beam-column joint of this utility model features a downward-convex prestressed tension member. In the event of minor disasters such as earthquakes, explosions, or impacts, the downward-convex arc-shaped prestressed tension member, in conjunction with a viscous damper, efficiently dissipates energy, reducing damage to the main structure. Furthermore, it allows for rapid repair after a disaster by replacing the energy-dissipating connector. In the event of major disasters, the stress state of the joint changes from negative to positive bending moment. The prestressed tension member utilizes its load-bearing performance to resist the positive bending moment, effectively guiding the redistribution of internal forces and providing reliable support to the joint through its own load-bearing characteristics, preventing progressive collapse. Simultaneously, the beam-column joint uses angle steel connectors to connect the precast columns and beams, secured with high-strength bolts and nuts, greatly facilitating on-site construction and ensuring reliable connections. The use of FRP fabric further enhances the overall integrity and durability of the joint, thereby comprehensively improving the safety, disaster resistance, and repairability of the building structure.

[0030] The technical solution of this utility model will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0031] To more clearly illustrate the technical solutions in the embodiments of this utility model, the accompanying drawings used in the following description of the relative embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0032] Figure 1 This is a schematic diagram of the overall structure of a replaceable energy-consuming prestressed prefabricated beam-column joint in Embodiment 1 of this utility model; Figure 2 This is an assembly diagram of the angle steel connector, viscous damper, high-strength screw and high-strength nut in Embodiment 1 of this utility model; Figure 3 This is a schematic diagram of the overall structure of a replaceable energy-consuming prestressed prefabricated beam-column joint in Embodiment 2 of this utility model.

[0033] The components are: 1. Precast column; 11. Second duct; 2. Precast beam; 21. First duct; 3. Angle steel connector; 31. Stiffening rib; 32. Ear plate; 4. Viscous damper; 5. FRP cloth; 6. Prestressed tensioning member; 7. Anchor block; 8. Anchor; 9. High-strength bolt; 10. High-strength nut. Detailed Implementation

[0034] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of the present utility model.

[0035] In the description of this utility model, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "one side," "one end," and "one side," etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model. Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined with "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this utility model, unless otherwise stated, "a plurality of" means two or more.

[0036] In the description of this utility model, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.

[0037] It should be understood that, when used in this specification and the appended claims, the terms "comprising" and "including" indicate the presence of the described features, integrals, steps, operations, elements and / or components, but do not exclude the presence or addition of one or more other features, integrals, steps, operations, elements, components and / or collections thereof.

[0038] It should also be understood that the terminology used in this specification is for the purpose of describing particular embodiments only and is not intended to limit the scope of the invention. As used in this specification and the appended claims, the singular forms “a,” “an,” and “the” are intended to include the plural forms unless the context clearly indicates otherwise.

[0039] It should also be further understood that the term "and / or" as used in this specification and the appended claims refers to any combination of one or more of the associated listed items and all possible combinations, and includes such combinations.

[0040] The accompanying drawings show various structural schematic diagrams according to embodiments of the present invention. These drawings are not to scale, and some details have been enlarged and may have been omitted for clarity. The shapes of the various regions and layers shown in the drawings, as well as their relative sizes and positional relationships, are merely exemplary and may deviate from reality due to manufacturing tolerances or technical limitations. Furthermore, those skilled in the art can design regions / layers with different shapes, sizes, and relative positions as needed.

[0041] This invention provides a replaceable energy-dissipating prestressed precast beam-column joint. A downward-protruding prestressing tension member 6 is installed at the beam-column joint. In the event of disasters such as earthquakes, explosions, or impacts, in the face of minor disasters, the downward-protruding arc-shaped prestressing tension member 6, in conjunction with the viscous damper 4, efficiently dissipates energy, reducing damage to the main structure. Furthermore, it can be quickly repaired after a disaster by replacing the energy-dissipating connector. In the face of major disasters, the stress state of the joint changes from negative bending moment to positive bending moment. The prestressing tension member 6 performs its load-bearing function, resisting the positive bending moment of the joint, effectively guiding the redistribution of internal forces, and providing reliable support to the joint through its own load-bearing characteristics, preventing progressive collapse.

[0042] Meanwhile, the beam-column joint uses angle steel connectors 3 to connect the precast column 1 and the precast beam 2, and is fastened with high-strength bolts 9 and high-strength nuts 10, which not only makes on-site construction extremely convenient, but also ensures the reliability of the connection. Furthermore, FRP cloth 5 is used to enhance the integrity and durability of the joint, thereby comprehensively improving the safety, disaster resistance and repairability of the building structure.

[0043] A convex prestressed tension member 6 is installed at the beam-column joint. In the event of disasters such as earthquakes, explosions, or impacts, it can better resist the positive bending moment of the joint. It can also work in conjunction with the viscous damper 4 to efficiently dissipate energy, reducing damage to the main structure. Furthermore, it allows for rapid repair after a disaster by replacing the energy-dissipating connector. Simultaneously, the beam-column joint uses angle steel connectors 3 to connect the precast column 1 and precast beam 2, secured with high-strength bolts 9 and high-strength nuts 10. This not only facilitates on-site construction but also ensures the reliability of the connection. FRP fabric 5 is then used to enhance the overall integrity and durability of the joint, thereby comprehensively improving the safety, disaster resistance, and repairability of the building structure.

[0044] Please see Figure 1 , 2 As shown, the replaceable energy-consuming prestressed precast beam-column joint of this utility model includes a precast column 1, a precast beam 2, an angle steel connector 3, a viscous damper 4, an FRP cloth 5 (Fiber Reinforced Polymer Cloth) and a prestressing tensioner 6.

[0045] Two sets of precast beams 2 are symmetrically arranged on both sides of the precast column 1. FRP fabric 5 is adhered in an L-shape at the four corners where the precast beams 2 and precast columns 1 intersect. Angle steel connectors 3 are installed on the outer side of the FRP fabric 5. Each angle steel connector 3 consists of a vertical plate and a horizontal plate. The two plates of the angle steel connector 3 are fixed to the precast beams 2 and precast columns 1 respectively. The four angle steel connectors 3 are symmetrically clamped on the four sides of the connection between the precast beams 2 and precast columns 1, and the two plates of the angle steel connector 3 are fixed to the precast beams 2 and precast columns 1 respectively, reinforcing the FRP fabric 5.

[0046] In this embodiment, as Figure 1 ,2 As shown, a set of obliquely arranged viscous dampers 4 are respectively installed on the two angle steel connectors 3 on the upper side, which serve as energy-dissipating buffer components to buffer impact loads.

[0047] In this embodiment, the prestressed tension member 6 is a downwardly convex arc-shaped structure. First ducts 21 and second ducts 11, corresponding to and adapted to the prestressed tension member 6, are respectively provided in the precast beam 2 and the precast column 1. Specifically, the splicing shape of the first ducts 21 of the two precast beams 2 and the second ducts 11 of the precast column 1 is adapted to the shape and size of the prestressed tension member 6, and the upper end of the first duct 21 extends to the upper end face of the precast beam 2. The prestressed tension member 6 enters from the first duct 21 on one side, passes through the second duct 11, and exits from the first duct 21 on the other side. Anchor blocks 7 are provided on the upper end face of the precast beam 2 at positions corresponding to the first ducts 21. Both ends of the prestressed tension member 6 extend beyond the upper ends of the corresponding first ducts 21 and are anchored to the corresponding anchor blocks 7.

[0048] In summary, through the above setup, FRP cloth 5 possesses high strength and corrosion resistance. By attaching FRP cloth 5 in an L-shape at the four corners of the precast beam 2 and precast column 1, it can effectively wrap and reinforce the beam-column joint, enhancing the integrity and crack resistance of the joint.

[0049] Angle steel connectors 3 are installed on the outer side of the FRP fabric 5 to restrain it and prevent it from peeling off during stress, ensuring the durability of the reinforcement effect of the FRP fabric 5. A set of obliquely arranged viscous dampers 4 are installed on each of the two upper angle steel connectors 3. These dampers can effectively absorb energy and buffer impact loads during large structural deformations or earthquakes. Furthermore, the structure can be quickly restored to its usability after a disaster by replacing the viscous dampers 4, improving its seismic performance and repairability.

[0050] The prestressed tension member 6 is a downward-convex arc-shaped structure. In the event of disasters such as earthquakes, explosions, and impacts, in the face of minor disasters, the downward-convex arc-shaped prestressed tension member, in conjunction with the viscous damper, efficiently dissipates energy, reducing damage to the main structure. Furthermore, it can be quickly repaired after a disaster by replacing the energy-dissipating connectors. In the face of major disasters, if local vertical components of the structure fail, the stress state at the nodes will change from negative bending moment to positive bending moment. The prestressed tension member will then perform its load-bearing performance, resisting the positive bending moment at the nodes, effectively guiding the redistribution of internal forces, and providing reliable support to the nodes through its own load-bearing characteristics, thus preventing progressive collapse. Therefore, the downward-convex prestressed tension member 6 not only better resists the positive bending moment at the nodes but also works in conjunction with the viscous damper 4 to efficiently dissipate energy, reducing damage to the main structure and ensuring an optimized stress distribution effect.

[0051] The precast beam 2 and the precast column 1 are provided with a first duct 21 and a second duct 11 for installing prestressed tension members 6. The upper end of the first duct 21 is exposed above the upper end face of the precast beam 2. The two ends of the prestressed tension members 6 are fixed by anchor blocks 7 set at the position of the first duct 21. This facilitates the installation of the prestressed tension members 6 and allows for quick replacement of the prestressed tension members 6, enabling rapid repair.

[0052] To make the objectives, technical solutions, and advantages of the embodiments of this utility model clearer, the technical solutions of the embodiments of this utility model will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this utility model. The components of the embodiments of this utility model described and shown in the accompanying drawings can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of this utility model provided in the accompanying drawings is not intended to limit the scope of the claimed utility model, but merely represents selected embodiments of the utility model. All other embodiments obtained by those skilled in the art based on the embodiments of this utility model without inventive effort are within the scope of protection of this utility model.

[0053] Please see Figure 1 , 2 As shown, the anchor block 7 of the replaceable energy-dissipating prestressed prefabricated beam-column joint of this utility model is integrally located at the upper end of the first duct 21. The anchor block 7 is provided with an oblique through hole corresponding to the position of the first duct 21 and communicating with the first duct 21. The size of the oblique through hole is adapted to the prestressed tension member 6, and the inclination angle of the oblique through hole is adapted to the extension direction of the prestressed tension member 6.

[0054] The end of the prestressed tension member 6 passes through the corresponding oblique perforation and is secured to the side of the anchor block 7 by the anchor 8. The oblique perforation of the anchor block 7 aligns with the first channel 21. The end of the prestressed tension member 6 passes through the oblique perforation and is anchored to the side of the anchor block 7, which avoids damage to the beam caused by direct tensioning on the surface of the precast concrete beam 2. The side of the anchor block 7 that mates with the prestressed tension member 6 is an oblique surface perpendicular to the tensioning direction of the prestressed tension member 6, facilitating efficient tensioning operations.

[0055] By tightening the anchorage 8, the tension force of the prestressed tension member 6 can be effectively locked, ensuring the long-term stability of the prestressing effect and avoiding the impact of prestress loss on the load-bearing performance of the joint. The specific structure of the anchorage 8 and the use of the anchorage 8 to anchor the prestressed tension member 6 are common knowledge well known to those skilled in the art, and will not be described in detail here.

[0056] Preferably, in this embodiment, such as Figure 1As shown, two sets of convex arc-shaped prestressed tension members 6 are arranged vertically at intervals. Similarly, two sets of first ducts 21 are correspondingly arranged in the precast beam 2, and two sets of second ducts 11 are correspondingly arranged in the precast column 1. Two sets of anchor blocks 7 are correspondingly arranged at the upper end of the precast beam 2. The arrangement of two sets of prestressed tension members 6 ensures the structural reliability and stability of the connection node.

[0057] Specifically, in this embodiment, the anchorage points at both ends of the shorter upper prestressed tension member 6 are located at a distance of one-quarter of the length of the precast beam 2 from the precast column 1, that is, at one-quarter of the length of the two precast beams 2. The lowest point of the shorter upper prestressed tension member 6 is located at one-half the height of the precast beam 2.

[0058] The anchorage points at both ends of the longer lower prestressed tension member 6 are located at a distance from the precast column 1 equal to half the length of the precast beam 2, i.e., at half the length of the two precast beams 2. The lowest point of the longer lower prestressed tension member 6 is located at three-quarters of the height of the precast beam 2, i.e., at a vertical distance from the upper end of the precast beam 2 equal to three-quarters of the height of the precast beam 2.

[0059] Preferably, in this embodiment, the precast beam 2 and the precast column 1 are provided with a third channel at the position of the corresponding angle steel connector 3.

[0060] Specifically, a third channel extending laterally is provided at the vertical position of the precast column 1 corresponding to the angle steel connector 3. Two sets of third channels on the same vertical side are symmetrically arranged along the horizontal longitudinal direction, centered on the prestressed tensioner 6. The third channel is a through hole, and a high-strength screw 9 is inserted through each third channel, with both ends of the high-strength screw 9 extending out of the third channel. The vertical plate of the laterally symmetrical angle steel connector 3 is fixedly assembled with the precast beam 2 through the high-strength screw 9 penetrating the third channel and the high-strength nut 10 screwed to the end of the high-strength screw 9.

[0061] At the horizontal position of the precast beam 2 corresponding to the angle steel connector 3, a third channel extending vertically is provided. Two sets of the third channels on the same side are arranged horizontally and longitudinally, with the symmetrical tension member as the center. The horizontal plate of the vertically symmetrical angle steel connector 3 is fixedly assembled with the precast column 1 through the high-strength screw 9 passing through the third channel and the high-strength nut 10 screwed to the end of the high-strength screw 9.

[0062] By setting a third channel, and using high-strength screw 9 and high-strength nut 10, the node is pre-tightened and fixed, enhancing connection reliability, ensuring effective force transmission under load, and enabling all components to work together to form a stable load-bearing system. This also facilitates assembly and repair / replacement if damaged.

[0063] Preferably, in this embodiment, the end of the FRP cloth 5 extends out of the angle steel connector 3, ensuring that the angle steel connector 3 is tightly pressed against the FRP cloth 5, while allowing the FRP cloth 5 to fully exert its tensile and crack resistance properties when the node is under stress, thereby enhancing the stiffness of the beam-column connection.

[0064] Preferably, in this embodiment, the prestressed tensioning member 6 is a prestressed tendon. Specifically, the prestressed tendon is composed of multiple strands of steel wire twisted together and prefabricated into a designed curved arc structure. The prestressed tendon is suitable for large buildings. In the face of small disasters, the convex arc-shaped prestressed tensioning member 6, in conjunction with the viscous damper 4, efficiently dissipates energy, reducing damage to the main structure. Furthermore, it can be quickly repaired after a disaster by replacing the energy-dissipating connectors. In the face of large disasters, the stress state of the node changes from negative bending moment to positive bending moment. The prestressed tensioning member 6 performs its load-bearing function, resisting the positive bending moment of the node, effectively guiding the redistribution of internal forces, and providing reliable support to the node through its own load-bearing characteristics, preventing progressive collapse. Of course, in other embodiments, for smaller building structures, the prestressed tensioning member 6 can be a curved high-strength bolt rod.

[0065] Preferably, in this embodiment, stiffening ribs 31 are provided at the connection between the two upright plates of the angle steel connector 3. The stiffening ribs 31 can enhance the overall rigidity. Specifically, the stiffening ribs 31 are welded and fixed at the included angle of the angle steel connector 3, and the stiffening ribs 31 are in the form of isosceles right triangles. The isosceles triangular stiffening ribs 31 can evenly distribute the stress at the connection of the angle steel connector 3.

[0066] Preferably, in this embodiment, the viscous dampers 4 are spaced apart on the outside of the stiffening ribs 31, and the inclination direction of the viscous dampers 4 is parallel to the inclined side of the stiffening ribs 31, which facilitates the assembly and subsequent replacement of the viscous dampers 4.

[0067] Preferably, in this embodiment, ear plates 32 are welded onto the two upright plates of the angle steel connector 3 corresponding to the installation positions of the viscous damper 4. The two ends of the viscous damper 4 are respectively hinged to the corresponding ear plates 32 by studs. This facilitates the installation of the viscous damper 4, and the hinged arrangement can fully utilize its energy dissipation function to buffer impact loads when the structure undergoes large deformation or encounters an earthquake.

[0068] In this application, both the precast beam 2 and the precast column 1 are high-strength concrete precast components. During precasting, the first duct 21 and the second duct 11 are precisely provided for the prestressed tensioning member 6 to pass through. The position and size of the ducts are determined by mechanical calculation to ensure that the components are accurately aligned during on-site assembly.

[0069] In this application, the anchor block is a steel pad. Specifically, during the prefabrication of the precast beam 2, the anchor block 7 is lap-welded to the corresponding position of the longitudinal reinforcement of the steel frame of the precast beam 2 by small steel bars, thereby fixing the anchor block 7 to the precast beam 2.

[0070] This utility model discloses a construction method for a replaceable energy-dissipating prestressed precast beam-column joint, comprising the following steps: 1) Assemble the precast columns 1 and precast beams 2 according to the node design form. After adjusting them to the design elevation and axis position, fix them with a temporary support system to prevent displacement or overturning during the assembly process and ensure the construction accuracy of subsequent processes.

[0071] 2) Insert the bent prestressing tendon into the first hole 21 on one side, through the second hole 11, and out through the second hole 11 on the other side. Keep the inclined surface of the anchor block 7 perpendicular to the tensioning direction of the prestressing tendon. After the end of the prestressing tendon passes through the inclined hole of the anchor block 7, use a special tensioning device to tension it evenly to the design set value. Then, use the anchor 8 to fasten and lock the prestressing tendon to the corresponding anchor block 7 to ensure that the prestressing tendon continues to exert prestress.

[0072] 3) Grind, clean and apply an interface agent to the concrete surface at the right angle of the beam-column joint. The interface agent is a special bonding material used to improve the bonding performance between FRP cloth 5 and the concrete surface. Epoxy resin interface agents can be used.

[0073] Apply FRP fabric 5 in an L-shape along the beam-column junction. Ensure the fabric is flat and wrinkle-free during application to ensure a tight bond between the FRP fabric 5 and the concrete surface, thereby enhancing the overall integrity of the joint.

[0074] 4) Place the four angle steel connectors 3 symmetrically on the four sides of the beam-column connection. Insert the high-strength screws 9 into the corresponding mounting holes of the angle steel connectors 3 and the third holes reserved in the precast beam 2 and precast column 1. Tighten the high-strength screws 9 at both ends symmetrically to the set torque using high-strength nuts 10.

[0075] 5) Hinge the two ends of the viscous damper 4 to the corresponding ear plates 32 of the corresponding angle steel connector 3 with studs to complete the installation of the entire node.

[0076] In summary, this utility model presents a replaceable energy-dissipating prestressed prefabricated beam-column joint. Employing a differentiated design approach, it utilizes angle steel connectors 3 to connect prefabricated columns 1 and prefabricated beams 2, secured with high-strength bolts 9 and high-strength nuts 10. This design facilitates on-site construction while ensuring reliable connections. Furthermore, FRP fabric 5 enhances the joint's overall integrity and durability. Prestressed tendons resist the positive bending moment of the joint and, in conjunction with viscous dampers 4, efficiently dissipate energy, reducing damage to the main structure. All components work together to form a stable load-bearing system, giving the joint excellent load-bearing capacity, seismic energy dissipation capability, and ease of construction. This comprehensively improves the safety, disaster resistance, and repairability of the building structure, meeting the needs for rapid post-disaster repair and adapting to structural requirements under both conventional and extreme conditions.

[0077] Example 2: This example provides a different beam-column joint. Unlike Example 1, in this example, as... Figure 3 As shown, the prestressed tension member 6 is an upwardly convex arc-shaped structure. Under normal stress conditions, the beam-column joint experiences a negative bending moment. The upwardly convex shape of the prestressed tension member 6 precisely matches this stress state, fully utilizing its constraint and reinforcement effects on the joint, significantly improving the load-bearing capacity and deformation coordination of the joint during normal use, and ensuring structural stability. At this time, the shapes of the first duct 21 and the second duct 11 are adapted to the shape of the prestressed tension member 6. The lower end of the first duct 21 extends to the lower end face of the precast beam 2, and both ends of the prestressed tension member 6 pass through the first ducts 21 on both sides and are locked to the anchor blocks 7 by the anchors 8.

[0078] The above content is only for illustrating the technical concept of this utility model and should not be construed as limiting the scope of protection of this utility model. Any modifications made to the technical solution based on the technical concept proposed in this utility model shall fall within the scope of protection of the claims of this utility model.

Claims

1. A replaceable energy-dissipating prestressed precast beam-column joint, characterized in that, It includes precast columns (1), precast beams (2), angle steel connectors (3), viscous dampers (4), precast columns (1), FRP fabric (5), and prestressed tensioning members (6); Two sets of precast beams (2) are symmetrically arranged on both sides of the precast column (1). FRP cloth (5) is pasted in L form at the four corners of the precast beam (2) and the precast column (1). Angle steel connectors (3) are set on the outside of the FRP cloth (5). The two upright plates of the angle steel connectors (3) are fixed to the precast beam (2) and the precast column (1) respectively. A set of obliquely arranged viscous dampers (4) are set on the two angle steel connectors (3) on the upper side respectively. The prestressed tension member (6) is a downwardly convex arc-shaped structure. The precast beam (2) and the precast column (1) are respectively provided with a first channel (21) and a second channel (11) that are adapted to the prestressed tension member (6). The upper end of the first channel (21) extends to the upper end face of the precast beam (2). The prestressed tension member (6) enters from the first channel (21) on one side, passes through the second channel (11), and exits from the first channel (21) on the other side. An anchor block (7) is provided on the upper end face of the precast beam (2) at the position corresponding to the first channel (21). The two ends of the prestressed tension member (6) are respectively anchored on the corresponding anchor block (7).

2. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The anchor block (7) is provided with an oblique through hole corresponding to the first channel (21). The end of the prestressed tension member (6) passes through the oblique through hole and is fastened and locked to the side of the anchor block (7) by the anchor (8). The side is an inclined surface perpendicular to the tensioning direction of the prestressed tension member (6).

3. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The prestressed tensioning member (6) is arranged in two sets at vertical intervals.

4. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The end of the FRP fabric (5) extends out of the angle steel connector (3).

5. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The prestressed tensioning member (6) is a prestressed tendon.

6. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The angle steel connector (3) is provided with stiffening ribs (31) at the connection of the two upright plates.

7. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 6, characterized in that, The viscous dampers (4) are spaced apart on the outside of the stiffening ribs (31).

8. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 7, characterized in that, The stiffening rib (31) is an isosceles right triangle.

9. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The angle steel connector (3) has ear plates (32) on its two upright plates corresponding to the installation position of the viscous damper (4), and the two ends of the viscous damper (4) are respectively hinged to the corresponding ear plates (32).

10. The replaceable energy-dissipating prestressed precast beam-column joint according to claim 1, characterized in that, The precast beam (2) and the precast column (1) are provided with a third channel at the position of the corresponding angle steel connector (3). The angle steel connector (3) is fixedly connected to the precast beam (2) and the precast column (1) by a high-strength screw (9) that passes through the corresponding third channel and a high-strength nut (10) screwed on both ends of the high-strength screw (9).

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