Fabricated UHPC frame-dense rib composite shear wall structure with replaceable energy consumption units

Abstract

The invention discloses a fabricated UHPC (Ultra High Performance Concrete) frame-dense rib composite shear wall structure with replaceable energy consumption units. According to the structure, ultra-high performance concrete (UHPC) frame beam columns serve as a load-bearing framework, reinforced concrete rib beams and rib columns form dense rib sashes in the load-bearing framework, and the rib sashes are filled with replaceable light expanded polystyrene concrete (EPSC) building block energy consumption units. Friction energy dissipation devices are arranged between the building blocks and the rib beams, and the portions between the building blocks and the rib columns are filled with viscoelastic energy dissipation layers, so that controllable sliding and viscoelastic deformation energy dissipation under a small earthquake are achieved, the building blocks are effectively protected, the energy dissipation capacity is improved, and a four-level anti-seismic defense line different from a traditional dense rib wall is constructed; the building blocks and the rib grids are connected through standard clamps and hinge structures, so that energy dissipation components and damaged building blocks can be rapidly replaced after a medium earthquake or a large earthquake; uHPC is adopted as a frame beam column material, the ultimate bearing capacity and high ductility are guaranteed, meanwhile, the section size of the component is remarkably reduced, and the requirement for light and efficient industrial construction is met.

Description

Technical Field

[0001] This invention relates to the field of seismic resistance of prefabricated concrete structures, specifically to a prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy dissipation units. Background Technology

[0002] With the widespread application of prefabricated building technology in engineering practice, it has shown significant advantages in improving construction efficiency, ensuring project quality, and promoting green construction, and has gradually become the mainstream construction method for mid- and high-rise residential and public buildings. As a key vertical load-bearing and lateral force resisting component in prefabricated buildings, prefabricated shear wall structures are usually composed of prefabricated wall panels, frame components, and cast-in-place connection nodes, and have good integrity and seismic performance.

[0003] Ribbed composite wall panels consist of a frame composed of small-section reinforced concrete ribs and columns, filled with lightweight blocks, and prefabricated as a whole to form a structural unit combining ribs and filling material. Reinforcing bars are pre-installed in the ribs and columns and connected to the reinforcing bars of the frame beams and columns before being cast in place, achieving coordinated structural load-bearing. This type of wall, through the phased coordinated work of the ribs, blocks, and frame, functions in the elastic, elastoplastic, and failure stages respectively, exhibiting the characteristic of progressively dissipating seismic energy, forming three lines of earthquake resistance, and demonstrating excellent ductility.

[0004] However, while existing ribbed composite wall structures have three lines of seismic protection in their conceptual design, they still have several shortcomings: First, the infill blocks in the first line of defense are prone to irreversible plastic failure under frequent earthquakes due to the limited damping performance of the materials, resulting in a weak dissipation effect on seismic energy and making it difficult to meet the seismic fortification goal of "no damage in minor earthquakes"; Second, the blocks need to be replaced after damage, but replacement is difficult under traditional construction methods, especially in earthquake-prone areas, and the maintenance process is cumbersome, affecting the rapid restoration of the structure's usability; Third, the embedded blocks and connection nodes are mostly non-removable, making it difficult to repair damage after strong earthquakes, often requiring the replacement of the entire wall or large-scale repairs, which is not conducive to post-earthquake structural repair and sustainable use; Fourth, traditional cast-in-place frame beams and columns are large in volume, have high stiffness, and are complex to construct, which contradicts the needs of prefabricated industrialized construction and limits their widespread application.

[0005] Currently, some patents have attempted to improve the ribbed composite wall structure to enhance its seismic performance and post-earthquake recovery capability. For example, patent CN102108752B discloses an energy-dissipating and vibration-damping ribbed composite wall panel and its manufacturing method. By setting grooves between the top and bottom of the blocks and the ribs, and by applying viscoelastic materials to the sides, it achieves relative displacement and frictional energy dissipation of the blocks, effectively controlling cracking under minor earthquakes, while also ensuring a certain degree of maintenance convenience. However, the groove design of the blocks and ribs in this configuration is complex to construct, and for moderate and major earthquakes, it is difficult to replace damaged infill blocks, resulting in limited post-earthquake repair efficiency.

[0006] According to CNKI and existing patent analysis, current related technologies mostly focus on optimizing local structures or single energy-consuming components, and have not yet formed a complete structural system that combines high strength, high toughness, replaceability, and adaptability to industrialized construction. In particular, there are still significant deficiencies in terms of rapid post-earthquake repair capabilities, improved structural ductility, and ease of prefabricated construction, making it difficult to meet the urgent demand for high-performance shear wall structures in prefabricated buildings in high-intensity earthquake zones.

[0007] Therefore, there is an urgent need to propose a new type of prefabricated ribbed composite shear wall structure system that can achieve rapid replacement of key components, has multiple seismic defense lines, good ductility and post-earthquake repair capabilities, and is suitable for industrialized construction. Summary of the Invention

[0008] The technical problem to be solved by this invention is to provide a prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units. This structure simplifies the construction process, improves the disassembly and maintenance convenience of the structure while maintaining excellent seismic performance, and effectively overcomes the shortcomings of traditional ribbed shear walls in terms of seismic performance, structural complexity and post-earthquake sustainable use, so as to meet the actual needs of prefabricated buildings in high-intensity earthquake zones for high-performance wall systems.

[0009] This invention provides a prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units, including a UHPC frame, a ribbed grid, EPSC blocks, steel clamps, a friction energy-dissipating device, hinges, tie bolts, viscoelastic energy-dissipating material, and sliding clamps; wherein: the UHPC frame is composed of frame beams and frame columns integrally cast from ultra-high performance concrete; the ribbed grid is composed of several horizontal rib beams and vertical rib columns, with longitudinal reinforcing bars pre-reserved at the ends of the rib beams and rib columns to connect with the UHPC frame; the EPSC blocks are standardized rectangular modules, set in... Within the ribbed frame cavity, steel sheet clamps are respectively provided on the top and bottom surfaces of the EPSC block. Each steel sheet clamp includes a top plate and two side plates. The friction energy dissipation device is located between the rib beam and the steel sheet clamps enclosing the EPSC block, and includes a fixed plate, a rotatable anchor plate, and a rotatable friction ear plate connected by hinges. The rotatable anchor plate is connected to the rib beam, and the inner side of the rotatable friction ear plate is connected to the side plates of the steel sheet clamps by tie bolts. The viscoelastic energy dissipation material is provided in the vertical gap between the rib and the EPSC block, and sliding clamps are provided on both sides of the viscoelastic energy dissipation material.

[0010] Furthermore, the rib beam has pre-reserved bolt mounting holes at corresponding positions of each rib grid, and the holes penetrate through the web of the rib beam; the longitudinal steel bars inside the rib beam are arranged in a bent or avoidant manner when passing through the hole area.

[0011] Furthermore, the short side of the EPSC block is provided with a through positioning hole.

[0012] Furthermore, the steel sheet clamp includes a top plate and two side plates, forming an overall "Π" shape; the inner surfaces of the two side plates that contact the EPSC blocks are provided with anti-slip layers, which are arranged along the entire length of the side plates; the outer surfaces of the two side plates and the top plate are provided with friction enhancement layers, which are roughening treatment layers or high-friction coatings.

[0013] Furthermore, the fixed plate is provided with two types of plates, a rotatable anchor plate and a rotatable friction ear plate, on one side, and symmetrically arranged on the opposite side. The fixed plate is provided with no less than two hinges along each of its two opposite sides. Each set of rotatable anchor plates and rotatable friction ear plates is provided with a hinge along its entire length on one side. The hinges on each component are connected and fixed by hinge hole bolts and lock nuts.

[0014] Furthermore, the fixing plate is disposed between the bottom surface of the rib beam and the top plate of the steel sheet clamp, the inner side of the rotatable friction ear plate is in contact with the side plate of the steel sheet clamp, and the outer side is provided with friction plates. The rotatable friction ear plates and friction plates on both sides of the EPSC block are connected by tie bolts.

[0015] Furthermore, the rotatable anchor plate in the friction energy dissipation device is provided with a number of positioning bolt holes, and the rotatable friction ear plate is provided with a number of horizontal sliding holes.

[0016] Furthermore, the friction pad is made of a high-strength wear-resistant material with a thickness of 1 to 3 mm, using stainless steel, copper alloy or friction-reinforced composite material, and its friction stability is enhanced by surface embossing or coating treatment.

[0017] Furthermore, the viscoelastic energy-dissipating material is a sheet-like component, made of polyurethane or butyl rubber, and has multiple optional thickness specifications.

[0018] Furthermore, the sliding clip consists of two metal plates, which are respectively clamped on both sides of the viscoelastic energy-dissipating material and slide into the vertical gap between the EPSC block and the rib.

[0019] Furthermore, the thickness and width of the metal plate used for the sliding clamp are adapted to the thickness specifications of the viscoelastic energy-consuming material being clamped; a low-friction material layer is provided on the inner surface of the sliding clamp, the low-friction material layer being selected from polytetrafluoroethylene film or polyethylene film; the sliding clamp is treated with anti-corrosion, the anti-corrosion treatment method being spraying anti-rust paint or hot-dip galvanizing process.

[0020] Compared with the prior art, the beneficial effects of this invention are:

[0021] 1. Enhanced overall seismic resistance and structural rationality: This invention proposes a four-level seismic defense system consisting of "combined energy-dissipating connection device—detachable blocks—ribbed frame—UHPC frame," achieving block protection and controllable energy dissipation under minor earthquakes, rapid replacement of damaged components under moderate to major earthquakes, coordinated deformation and energy dissipation of blocks during moderate earthquakes with rapid replacement and recovery, continuous energy dissipation during major earthquakes, and final load-bearing and restraint provided by the UHPC frame during strong earthquakes. Compared to the existing three-line defense system of ribbed walls, this system has the advantages of clear division of labor and well-defined energy dissipation paths. This technical effect is achieved through a combination of prefabricated UHPC frames (including frame beams and columns), embedded ribbed frames, EPSC block infill, and corresponding sliding friction and viscoelastic connection devices.

[0022] 2. Achieving effective energy dissipation and component protection under minor earthquakes: This invention utilizes a sliding friction clamp between the EPSC block and the rib beam, and fills the space between the block and the rib with a viscoelastic connecting layer. This allows the block to undergo controllable sliding or viscoelastic deformation to dissipate energy under minor earthquakes, thereby reducing vibration transmission and protecting the block from damage. This effect relies on the coordinated operation of the energy dissipation components, such as the steel clamp, friction pad, and viscoelastic material.

[0023] 3. Enhanced rapid repair capabilities after moderate and major earthquakes: This invention, through the design of "detachable" blocks and connecting devices, allows damaged blocks or sliding connecting components to be replaced individually after moderate or major earthquakes, avoiding the demolition of entire walls and significantly improving post-earthquake repair efficiency and structural sustainability. The effectiveness of this technology relies on the mechanical connection structure between the blocks and ribs, rotatable clamps, hinged connection mechanisms, and replaceable assembly methods.

[0024] 4. Enhanced Component Cross-Section Optimization and Adaptability to Prefabricated Construction: This invention utilizes ultra-high performance concrete (UHPC) as the frame beam and column material. While improving seismic bearing capacity and ductility, it significantly reduces the cross-sectional dimensions of components, meeting the demands of industrialized construction such as lightweight, thin components, and a low proportion of structural columns, effectively improving construction efficiency. This effect is achieved through a high-strength, small-section, and highly ductile UHPC frame structure.

[0025] 5. The construction structure is simple, which is conducive to rapid on-site assembly and quality control: Unlike the complex caulking method in the existing technology that relies on grooves and adhesive layers to transmit force, the filling blocks and the skeleton components in this invention are connected by standardized clamps, connecting plates and sliding bolts. The overall structure is simple, the components are highly versatile, and it is easy to prefabricate in the factory and assemble quickly on-site. At the same time, it is conducive to the detection and control of the connection structure quality. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of the overall structure of the present invention;

[0027] Figure 2This is a schematic diagram of the elevation structure of the UHPC frame-ribbed composite shear wall in this invention;

[0028] Figure 3 This is a diagram showing the arrangement of the densely ribbed frame reinforcement in this invention;

[0029] Figure 4 This is a schematic diagram of the energy-consuming block in this invention;

[0030] Figure 5 This is a schematic diagram of the Π-shaped structure of the steel sheet clamp in this invention;

[0031] Figure 6 This is an exploded view of the hinge connection between the fixed plate, the rotatable anchor plate, and the rotatable friction ear plate in this invention.

[0032] Figure 7 This is a schematic diagram of the installation of the friction energy dissipation device in this invention;

[0033] In the diagram: 1-UHPC frame; 11-Frame beam; 12-Frame column; 2-Ribped frame; 21-Rib beam; 22-Rib column; 23-Longitudinal reinforcement; 24-Stirrup; 25-Bolt mounting hole; 3-EPSC block; 31-Positioning hole; 4-Steel sheet clamp; 41-Steel sheet clamp top plate; 42-Steel sheet clamp side plate; 5-Friction energy dissipation device; 51-Fixing plate; 52-Rotable anchor plate; 521-Positioning bolt hole; 53-Rotable friction ear plate; 531-Horizontal sliding hole; 54-Reaming bolt; 55-Locking nut; 56-Friction plate; 6-Hinge; 7-Tie bolt; 71-Threaded rod; 72-Nut; 8-Viscoelastic energy dissipation material; 9-Sliding clamp. Detailed Implementation

[0034] In the description of this invention, the terms "upper part," "lower part," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for 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. Specific embodiments of the invention are given below. However, the invention is not limited to the following specific embodiments, and all equivalent modifications made based on the technical solutions of this application fall within the protection scope of this invention.

[0035] like Figure 1 As shown, the present invention discloses a prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units. The main body includes a UHPC frame 1, a ribbed frame 2, an EPSC block 3, a steel sheet clamp 4, a friction energy-consuming device 5, a hinge 6, a tie bolt 7, a viscoelastic energy-consuming material 8, and a sliding clamp 9.

[0036] Specifically, such as Figure 2As shown, the UHPC frame 1 is composed of frame beams 11 and frame columns 12, which are integrally cast from ultra-high performance concrete. As the main load-bearing skeleton of the structure, it has the ultimate load-bearing capacity of high strength and high toughness, and provides structural restraint and overall stability during major earthquakes.

[0037] Specifically, such as Figure 3 As shown, the ribbed frame 2 is composed of several horizontal rib beams 21 and vertical rib columns 22 to form a standardized rib grid unit, which is used to embed infill components and transfer seismic loads. The ends of the rib beams 21 and rib columns 22 are reserved with longitudinal steel bars 23 to connect with the UHPC frame area to ensure overall coordinated stress distribution.

[0038] Specifically, such as Figure 4 As shown, the EPSC block 3 is a standardized rectangular module, set inside the ribbed frame 2, serving both heat insulation and weight reduction functions. To achieve energy dissipation and rapid replacement, the top and bottom surfaces of the EPSC block 3 are respectively equipped with steel plate clamps 4, which are connected to the horizontal rib beams via friction energy dissipation devices 5.

[0039] Specifically, the friction energy dissipation device 5 is located between the rib beam 21 and the steel plate clamp 4 that encloses the EPSC block 3. It includes a fixed plate 51, a rotatable anchor plate 52, and a rotatable friction ear plate 53, which are connected by a hinge 6. During operation, the shearing action caused by the seismic load will push the EPSC block to slide relative to each other, thereby activating the sliding interface in the friction energy dissipation device. The friction ear plate 53 provides stable hysteretic energy dissipation capacity under the action of the friction plate. To ensure the stability and disassembly of the device, the rotatable anchor plate 52 is connected to the rib beam 21, and the inner side of the friction ear plate 53 is connected to the side plate 42 of the steel plate clamp by tie bolts 7. The magnitude of the friction force is adjusted by the preload.

[0040] Specifically, in the vertical direction, the viscoelastic energy-dissipating material 8 is arranged in a strip along the vertical gap between the rib column 22 and the EPSC block 3. Under seismic action, it can absorb energy through compression deformation, further improving the energy dissipation capacity under minor and moderate earthquakes. To avoid early delamination due to stress concentration, sliding clips 9 are set on both sides of the viscoelastic energy-dissipating material 8 to achieve flexible fixation and allow a certain degree of displacement.

[0041] Specifically, in summary, the structure is based on a multi-level collaborative mechanism of "energy dissipation connection device - detachable block - dense rib frame - UHPC frame". Through the combination of controllable slip and viscoelastic energy dissipation, it achieves multi-objective seismic performance of controllable energy dissipation in small earthquakes, replaceable components in medium earthquakes, and strong frame restraint in large earthquakes. It has good ductility, repairability and sustainability.

[0042] Preferably, the beam and column components in the UHPC frame 1 are prefabricated in a factory to ensure uniform component quality, precise dimensions, and improved assembly efficiency. The UHPC material used has a compressive strength of not less than 120 MPa and a flexural strength of not less than 12 MPa, possessing excellent strength and toughness indicators, and can provide reliable limiting bearing capacity under extreme loads such as earthquakes. The addition of not less than 2% by volume of chopped steel fibers can significantly improve the crack control and deformation capacity of the UHPC, enhancing the ductility of the frame components.

[0043] Preferably, both the rib beams 21 and rib columns 22 are made of ordinary concrete and precast in a factory or cast in a standardized formwork, which facilitates standardized mass production and improves construction and assembly efficiency. The rib beams 21 are arranged horizontally, and the rib columns 22 are arranged vertically, forming a multi-ribbed, densely-ribbed frame 2, which enhances the integrity and seismic deformation resistance of the wall. The cross-sectional dimensions and spacing are determined according to the wall panel thickness and load-bearing capacity requirements, and can be flexibly adjusted to meet the needs of different load levels and structural heights. The rib beams 21 and rib columns 22 have rectangular cross-sections and are internally equipped with longitudinal steel bars 23 and stirrups 24, forming a closed steel cage structure, which effectively improves the stress stability and ductility of the components and ensures that they do not undergo brittle failure under repeated seismic loading.

[0044] Preferably, the rib beam 21 has pre-drilled bolt mounting holes 25 at corresponding positions of each rib, with the holes penetrating the web of the rib beam 21 for installing friction energy dissipation devices. The longitudinal reinforcing bars 23 inside the rib beam 21 are arranged in a bent or avoidant manner when passing through the hole area to avoid conflict between the reinforcing bars and bolt paths, ensuring that structural continuity and reinforcing bar anchorage performance are not affected. Additional reinforcing bars are arranged circumferentially around the holes to enhance the local bearing capacity and crack resistance of this area, preventing structural weakness caused by the holes weakening the beam cross-section. The overall design ensures that the rib grid members not only have efficient force transmission functions but also provide convenient conditions for the arrangement and maintenance of energy dissipation components.

[0045] Preferably, the short side of the EPSC block 3 is provided with a through positioning hole 31 for installing tie bolts, so as to realize the detachable connection between the block and the friction energy dissipation device, and a set of steel plate clamps 4 are fixedly installed on the top and bottom surfaces of the EPSC block.

[0046] Preferred, such as Figure 5As shown, the steel sheet clamp 4 has an overall "Π" shaped structure; the inner surfaces of the two side plates 42 are in contact with the EPSC blocks and are provided with limiting bosses or coated with anti-slip material. The bosses or anti-slip layers are arranged along the entire length of the side plates, which can provide stable initial connection and frictional resistance, and prevent the blocks from slipping early under static load or micro-vibration; the outer surfaces of the two side plates 42 and the top plate 41 are provided with friction enhancement layers. The friction enhancement layers are roughening treatment layers or high friction coatings. Their surface friction characteristics help to form frictional slip with the components in contact with the outer surface under seismic load, dissipate energy, and delay the development of structural damage.

[0047] Preferred, such as Figure 6 As shown, a rotatable anchor plate 52 and a rotatable friction ear plate 53 are arranged on one side of the fixed plate 51, and symmetrically arranged on the opposite side to form a symmetrical sliding energy-dissipating structure system, which helps to balance the energy dissipation capacity in multiple directions. The fixed plate 51 is provided with no less than two hinges 6 along each of its two opposite sides, and each set of rotatable anchor plates 52 and rotatable friction ear plates 53 is provided with a hinge 6 along its entire length on one side. The hinges 6 on each component are connected and fixed to the locking nut 55 by hinge hole bolts 54. The hinge structure ensures the reliability of the connection and the integrity of the structure, while facilitating later replacement and maintenance.

[0048] Preferred, such as Figure 7 As shown, the fixing plate 51 is disposed between the bottom surface of the rib beam 21 and the top plate 41 of the steel sheet clamp. The inner side of the rotatable friction ear plate 53 is in contact with the side plate 42 of the steel sheet clamp, and the outer side is provided with a friction plate 56. The rotatable friction ear plates 53 and the friction plates 56 on both sides of the EPSC block are connected by tie bolts 7. The friction energy dissipation device 5 forms friction slip energy dissipation through the following multiple paths: first, friction slip between the fixing plate 51 and the top plate 41 of the steel sheet clamp; second, friction slip between the rotatable friction ear plate 53 and the side plate 42 of the steel sheet clamp; third, friction slip between the rotatable friction ear plate 53 and the outer friction plate 56. Under the action of earthquake, each friction interface generates relative displacement, realizing multi-faceted and multi-directional energy dissipation, significantly improving the seismic toughness and replaceability of the wall panel.

[0049] Preferably, the rotatable anchor plate 52 in the friction energy dissipation device 5 is provided with a number of positioning bolt holes 521, and the rotatable friction ear plate 53 is provided with a number of horizontal sliding holes 531, all of which are used to fit the tie bolts 7. The positioning holes control the initial stiffness and assembly accuracy of the device, while the sliding holes provide a sliding channel to ensure that limited and controllable sliding deformation occurs in the horizontal direction and dissipates energy.

[0050] Preferably, the friction plate 56 is made of a high-strength wear-resistant material with a thickness of 1 to 3 mm, preferably stainless steel, copper alloy or friction-reinforced composite material. Its high strength and wear resistance ensure that it still has a stable coefficient of friction and durability after multiple sliding. The friction stability is enhanced by surface embossing or coating treatment to ensure that the friction performance does not change abruptly during the sliding process and improve the energy consumption reliability of the system.

[0051] Preferably, the viscoelastic energy-dissipating material 8 is a sheet-like component made of polyurethane or butyl rubber. The material thickness has multiple optional specifications, and different thicknesses can be matched to different deformation requirements. It has dual functions of restoring force and hysteretic energy dissipation, and can fully participate in energy absorption during minor and moderate earthquakes to prevent the structure from entering an irrecoverable state.

[0052] Preferably, the sliding clip 9 consists of two metal plates, which are respectively clamped on both sides of the viscoelastic energy-dissipating material 8 and slide into the vertical gap between the EPSC block 3 and the rib 22.

[0053] Preferably, the thickness and width of the metal plate used for the sliding clamp 9 are adapted to the thickness specifications of the viscoelastic energy-dissipating material 8 being clamped; the inner surface of the sliding clamp 9 is provided with a low-friction material layer, which is selected from polytetrafluoroethylene film or polyethylene film; the sliding clamp 9 is treated with anti-corrosion, which is achieved by spraying anti-rust paint or hot-dip galvanizing process.

[0054] The above description is only used to illustrate and explain the technical solution of the present invention, and is not intended to limit the present invention in any way. Any changes or modifications made to the above-described technical content that do not depart from the principle of the technical solution of the present invention shall still fall within the protection scope of the technical solution of the present invention.

Claims

1. A prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units, characterized in that, include: UHPC frame (1), dense rib frame (2), EPSC block (3), steel sheet clamp (4), friction energy dissipation device (5), hinge (6), tie bolt (7), viscoelastic energy dissipation material (8), sliding clamp (9); in: The UHPC frame (1) is composed of frame beams (11) and frame columns (12) cast in one piece with ultra-high performance concrete. The ribbed frame (2) is composed of several horizontal rib beams (21) and vertical rib columns (22), and the ends of the rib beams (21) and rib columns (22) are reserved with longitudinal steel bars (23) to connect with the UHPC frame (1); The EPSC block (3) is a standardized rectangular module, which is set in the cavity of the ribbed frame (2). The top and bottom surfaces of the EPSC block (3) are respectively provided with steel sheet clamps (4). The steel sheet clamps (4) include a top plate (41) and two side plates (42). The friction energy dissipation device (5) is disposed between the rib beam (21) and the steel sheet clamp (4) that wraps the EPSC block (3), and includes a fixed plate (51), a rotatable anchor plate (52) and a rotatable friction ear plate (53) connected by a hinge (6); the rotatable anchor plate (52) is connected to the rib beam (21) and the inner side of the rotatable friction ear plate (53) is connected to the side plate (42) of the steel sheet clamp by tie bolts (7); The viscoelastic energy-dissipating material (8) is disposed in the vertical gap between the rib (22) and the EPSC block (3), and sliding clips (9) are provided on both sides of the viscoelastic energy-dissipating material (8).

2. The prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The rib beam (21) has reserved bolt mounting holes (25) at the corresponding positions of each rib, and the holes penetrate the web of the rib beam (21); the longitudinal steel bars (23) inside the rib beam (21) are arranged in a bent or avoidance manner when passing through the hole area.

3. The prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The EPSC block (3) has a through positioning hole (31) on its short side.

4. The prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The steel sheet clamp (4) has an overall "Π" shaped structure; the inner surfaces of the two side plates (42) that contact the EPSC block (3) are provided with anti-slip layers; the outer surfaces of the top plate (41) and the two side plates (42) are provided with friction enhancement layers.

5. A prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The fixed plate (51) is provided with no less than two hinges (6) along its two opposite sides. The rotatable anchor plate (52) and the rotatable friction ear plate (53) are respectively connected to the fixed plate (51) by a hinge (6). Each hinge (6) is connected and fixed to the lock nut (55) by a hinge hole bolt (54).

6. The prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The fixing plate (51) is located between the bottom surface of the rib beam (21) and the top plate (41) of the steel sheet clamp. One side of the rotatable friction ear plate (53) is in contact with the side plate (42) of the steel sheet clamp, and the other side is provided with a friction plate (56). The rotatable friction ear plate (53) and the friction plate (56) on both sides of the EPSC block (3) are connected by tie bolts (7).

7. The prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The rotatable anchor plate (52) is provided with a plurality of positioning bolt holes (521); the rotatable friction ear plate (53) is provided with a plurality of horizontal sliding holes (531).

8. A prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The friction pad (56) is made of a high-strength wear-resistant material with a thickness of 1-3 mm. The viscoelastic energy-dissipating material (8) is a polyurethane or butyl rubber sheet component.

9. A prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The sliding clip (9) consists of two metal plates, which are respectively clamped on both sides of the viscoelastic energy-dissipating material (8) and slide into the vertical gap between the EPSC block (3) and the rib (22).

10. A prefabricated UHPC frame-ribbed composite shear wall structure with replaceable energy-consuming units according to claim 1, characterized in that: The thickness and width of the metal plate used in the sliding clamp (9) are adapted to the thickness specifications of the viscoelastic energy-consuming material (8) being clamped; the inner surface of the sliding clamp (9) is provided with a low-friction material layer, which is selected from polytetrafluoroethylene film or polyethylene film; the sliding clamp (9) is treated with anti-corrosion, which is done by spraying anti-rust paint or hot-dip galvanizing process.

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