Combined energy dissipation assembly type UHPC frame-dense rib heat preservation composite shear wall structure

Abstract

The invention discloses a combined energy dissipation assembly type UHPC frame-dense rib heat preservation composite shear wall structure which comprises a UHPC frame component, a prefabricated dense rib heat preservation composite wallboard, a friction energy dissipation connecting device and a detachable viscoelastic energy dissipation device. The UHPC frame component is a closed frame formed by integrally pouring a frame beam and a frame column, the prefabricated dense rib heat preservation composite wallboard is arranged in an inner cavity of the UHPC frame component, the upper edge and the lower edge of the wallboard are connected with the UHPC frame beam through friction energy dissipation connecting devices, and the left edge and the right edge of the wallboard achieve lateral constraint through detachable viscoelastic energy dissipation devices and the UHPC frame column. Under the action of an earthquake, the wall plate generates horizontal displacement in the UHPC frame component, a friction and viscoelasticity dual energy dissipation mechanism is excited, and the energy dissipation device or the wall plate damaged after the earthquake can be quickly disassembled and replaced. By adopting the strategy of'strong side and weak core ', 'double energy consumption device-wallboard-frame' graded earthquake resistance 'is realized, the failure mode is optimized, and the ductility, energy consumption capacity and post-earthquake repair capacity of the structure are remarkably improved.

Description

Technical Field

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

[0002] With the widespread application of prefabricated building technology in practical engineering, it has shown significant advantages in improving construction efficiency, ensuring project quality, and achieving green construction, especially in mid- and high-rise residential and public buildings, where it has gradually become the mainstream development direction. As the core vertical load-bearing and lateral force resisting component in prefabricated buildings, prefabricated shear wall structures are typically composed of prefabricated wall panels, cast-in-place connection nodes, and frame components, possessing good integrity and seismic performance. However, the connection nodes between conventional prefabricated wall panels (such as solid panels or sandwich panels with insulation layers) and frame beams and columns are often relatively rigid or complex (such as joint grouting), making them prone to brittle failure or concentrated node failure under seismic loading. Repair is difficult and costly, and the overall structural ductility and energy dissipation capacity need to be improved.

[0003] To address the aforementioned issues, researchers have recently proposed the concept of "recoverable function" earthquake-resistant structures and developed various energy-dissipating connection technologies, including friction connections, viscoelastic connections, and metal yield energy-dissipating devices. These technologies can effectively dissipate energy during earthquakes, reduce damage to walls and connection points, and significantly improve structural ductility and post-earthquake repair capabilities. Numerous related patents have explored this area. For example, patent CN113338490B proposes a high-ductility energy-dissipating prefabricated shear wall structure. Through the combination of prefabricated cement-based composite (ECC) wall segments in the upper and lower sections with a central ordinary concrete segment, along with supporting high-strength anti-slip bolt assemblies, horizontal shear devices, and lead-based vertical energy-dissipating components, it achieves a synergistic effect of material zoning and multi-path energy dissipation, improving ductility and energy dissipation capacity, making it suitable for building scenarios with high toughness requirements. However, this segmented design, using ordinary concrete in the middle and ECC in the upper and lower sections, while improving the ductility of the wall edges to some extent, easily creates stress concentration zones at the interface between ECC and ordinary concrete due to abrupt changes in material properties, making cracks more prone to initiation and propagation. The lack of effective interface connection measures or transition layer design may lead to a decline in overall synergistic stress performance, limiting the full utilization of structural ductility. Furthermore, lead-based energy-dissipating devices, as the main energy-dissipating medium, have unadjustable stiffness and strength, poor replaceability, and are prone to performance degradation after repeated cyclic loading. Patent CN108560767B discloses a detachable, movable, and splicable prefabricated energy-dissipating shear wall and its connection method with a frame. It mainly achieves detachable installation between shear walls and between the shear walls and the frame structure through bolt connections, overcoming the insufficient energy dissipation of the original shear walls by arranging energy-dissipating components between the shear walls. However, its energy-dissipating components are of a single type, mainly relying on tension-compression components; at the same time, the node structure is complex, with a large number of openings at the connection nodes, requiring high manufacturing precision and construction matching, which can easily lead to difficulties in bolt installation and disassembly, affecting assembly quality.

[0004] Overall, existing energy-dissipating prefabricated shear wall structures still have significant shortcomings in terms of structural complexity, repairability of connections, and integration of material functions. Most connection types only have a single energy dissipation mechanism, limiting energy dissipation efficiency and damage control capabilities; the connection nodes are complex in construction, resulting in long repair cycles and high costs for damaged components after earthquakes, and a lack of rapid replacement methods; in addition, the walls often use ordinary concrete or lightweight panels, making it difficult to simultaneously meet the requirements of structural load-bearing capacity, thermal insulation, and structural integration, increasing wall thickness and construction complexity, and restricting building space efficiency and the level of industrial application.

[0005] Ultra-High Performance Concrete (UHPC), with its superior strength, toughness, and durability, can be effectively used in shear wall structures as frame beam-column members to reduce member cross-sectional dimensions, thereby improving structural load-bearing capacity and building space utilization efficiency. If UHPC frame members are designed in conjunction with precast ribbed insulated composite wall panels and controlled connections are achieved through multi-mechanism energy dissipation devices, it not only helps to construct a "strong edge, weak core" seismic resistance strategy but also stimulates multi-path energy dissipation mechanisms, improving structural ductility, controlling failure modes, and enabling rapid post-earthquake repair.

[0006] Therefore, there is an urgent need to propose a combined prefabricated shear wall structure that integrates high-performance materials, flexible and efficient connections, and functional integrated walls, possessing good seismic performance, ease of construction, post-earthquake repairability, and integrated thermal insulation capabilities, in order to meet the comprehensive performance requirements of prefabricated concrete buildings in medium- and high-intensity earthquake zones in terms of safety, functionality, and industrialized construction. Summary of the Invention

[0007] The purpose of this invention is to overcome the problems existing in the prior art and provide a combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure, in order to improve the overall energy dissipation capacity and ductility of the prefabricated shear wall structure, enhance its post-earthquake repairability, and optimize the integrated structure of the wall and insulation system.

[0008] The technical solution adopted in this invention is: to provide a combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure, including UHPC frame components, prefabricated ribbed insulation composite wall panels, friction energy-dissipating connection devices and detachable viscoelastic energy-dissipating devices; in: UHPC frame components are closed frames integrally cast from UHPC frame beams at the top and bottom ends and UHPC frame columns on the left and right sides. Precast ribbed thermal insulation composite wall panel, set in the inner cavity enclosed by UHPC frame components, includes inner and outer side panel layers, rib beams and rib columns arranged in a cross direction in the horizontal and vertical directions, and thermal insulation material filled in the cavity between the ribs. The friction energy dissipation connection device is set between the upper and lower edges of the wall panel and the UHPC frame beam, including an anchoring steel plate embedded in the UHPC frame beam, a sliding connection plate embedded in the wall panel, high-strength bolts and sleeves connecting the two, and a friction plate assembly set on the contact surface of the two plates. A detachable viscoelastic energy dissipation device is installed between the left and right edges of the wall panel and the UHPC frame column. It includes an anchor base and several sets of detachable energy dissipation assemblies. The anchor base has a positioning groove and a metal stud. The outer side of the assembly is provided with a positioning protrusion. Each assembly includes a pair of C-shaped limiting angle steels, an elastic-plastic energy dissipation material sandwiched between the C-shaped limiting angle steels, a fixing bolt, and a sliding and rotating structure composed of a rotating key, a slider, and a vertical slide rail for unlocking and locking the positioning protrusion and the positioning groove.

[0009] Furthermore, the prefabricated ribbed thermal insulation composite wall panel is an integrally formed component made of ordinary concrete in one pour, including an integrally formed panel layer, rib beams and rib columns. The rib beams and rib columns are arranged in a cross pattern along the horizontal and vertical directions to form an interlaced ribbed system. The cross-sectional dimensions and spacing of the rib beams and rib columns are set according to the wall panel thickness and load-bearing capacity parameters.

[0010] Furthermore, the insulation material is a closed-cell polystyrene foam board or rock wool board, which is filled in the cavity enclosed by the rib beams and rib columns, and is integrally formed with the wall panel during the factory prefabrication process.

[0011] Furthermore, the anchoring steel plate is provided with two or more bolt holes along its thickness direction, and a sleeve is provided in the bolt holes. A shear plate is provided on the side of the anchoring steel plate that contacts the UHPC frame beam. The sliding connection plate is provided with two or more strip holes along the horizontal direction, and 4 to 6 anchors are provided on the side of the sliding connection plate that contacts the wall panel.

[0012] Furthermore, a rectangular installation groove penetrating the wall thickness is provided at the pre-embedded sliding connection plate in the wall panel. The clear distance from the side wall of the installation groove to the outermost high-strength bolt is not less than the minimum protective layer thickness of the concrete. The width and depth of the groove meet the requirements of the sliding device arrangement and deformation space. The groove depth does not exceed 50% of the width of the rib beam at this location. The installation groove is sealed with a high-ductility repair mortar with micro-expansion properties, high bonding strength and crack resistance.

[0013] Furthermore, the friction plate assembly includes an outer friction plate disposed between the anchoring steel plate and the sliding connecting plate, and an inner friction plate disposed between the sliding connecting plate and the bolt washer plate; the friction plate assembly is made of copper-graphite composite material.

[0014] Furthermore, the detachable energy-consuming assembly is connected to the UHPC frame column or wall panel via an anchor seat. The anchor seat includes a steel anchor plate with a thickness of 4 to 6 mm, and 2 to 4 vertically arranged metal studs on its back. The studs are 40 to 80 mm long and 6 to 12 mm in diameter. The detachable energy-consuming assembly is a standard-sized module, with a single module having a length of 100 to 500 mm.

[0015] Furthermore, the elasto-plastic energy-dissipating material is natural rubber, butyl rubber, or lead-core rubber sheet, with a shear modulus of 0.1–0.5 MPa.

[0016] Furthermore, one end of the C-shaped limiting angle steel is provided with a circular bolt hole, and the other end is provided with a horizontal sliding hole and a vertical slide rail. The C-shaped limiting angle steel is connected by fixing bolts and spring washers.

[0017] Furthermore, a rotating key is provided between the spring washer and the limiting angle steel. One end of the rotating key is connected to the fixing bolt, and the other end is connected to the slider placed in the vertical slide rail.

[0018] Compared with the prior art, the beneficial effects of this invention are:

[0019] 1. Multi-mechanism coupled energy dissipation: This structure incorporates frictional energy dissipation connections between the upper and lower edges of the wall panels and the UHPC frame beams, and detachable viscoelastic energy dissipation devices between the left and right edges and the frame columns. Under seismic loading, the wall panels undergo relative slippage due to horizontal seismic forces, triggering both frictional energy dissipation and deformation energy dissipation of the viscoelastic materials, forming a dual energy dissipation mechanism. Compared to traditional single energy dissipation mechanisms (such as frictional or viscoelastic energy dissipation alone), this dual energy dissipation design offers broader energy dissipation capabilities at different seismic magnitude stages. It provides stable damping forces and exhibits excellent deformation recovery characteristics, effectively reducing post-earthquake residual deformation and improving overall seismic performance and functional recovery capabilities.

[0020] 2. **Strong Edge, Weak Core** Graded Seismic Resistance: The UHPC frame components possess excellent strength and ductility, forming a high-strength and high-toughness outer load-bearing skeleton. The internal ribbed insulated wall panels are flexibly connected to the frame through frictional and viscoelastic energy-dissipating devices, constituting a "strong edge, weak core" load-bearing system. Under seismic loading, the energy-dissipating devices at the connection points yield preferentially, releasing seismic energy and effectively protecting the main wall panel from early damage. As the seismic intensity increases, the wall panels gradually participate in energy dissipation. When damaged, they can be completely disassembled and replaced, improving structural repairability and recovery efficiency. The frame components, as the final seismic defense line, ensure that the overall structure retains good ductility and stability under strong earthquakes, significantly improving the structural seismic reliability and ease of later maintenance.

[0021] 3. Modular and Rapid Repair: All energy-consuming connection components adopt a standardized modular design. The friction energy-consuming device allows for quick extraction of the friction plate assembly by loosening and unloading the high-strength bolts; the detachable viscoelastic energy-consuming device relies on a sliding and rotating structure consisting of a rotary key, a slider, and a vertical slide rail: during operation, the fixing bolts are first loosened, and the clamping device drives the slider to move outward along the slide rail. The rotation of the rotary key causes relative displacement of the limiting angle steel, releasing the engagement between the positioning protrusion and the positioning groove. After the slider slides out along the slide rail, it can be extracted along with the elasto-plastic energy-consuming material. The entire process does not require the removal of walls or frames, and only simple hand tools are needed to complete on-site replacement or upgrades, significantly shortening the repair cycle and reducing maintenance costs.

[0022] 4. Integrated Thermal Insulation and Load-Bearing Capacity with Space Efficiency: The internally prefabricated ribbed insulated composite wall panels possess excellent thermal insulation performance while also bearing shear loads. The UHPC frame components have high strength and toughness, effectively constraining the wall panels and significantly reducing cross-sectional dimensions. Under seismic loads, this composite system achieves energy dissipation and load-bearing distribution through the coordinated deformation of the UHPC frame and ribbed wall panels. Simultaneously, it reduces the number and thickness of wall structures, simplifies prefabrication and on-site assembly processes, improves building space utilization and industrial assembly efficiency, and meets the requirements of green building and energy conservation and carbon reduction. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the overall structure.

[0024] Figure 2 This is a schematic diagram of the wall panel structure layout.

[0025] Figure 3 This is a schematic diagram of the horizontal AA section of the wall panel.

[0026] Figure 4 This is a schematic diagram of a friction energy dissipation device.

[0027] Figure 5 This is a schematic diagram of a detachable viscoelastic energy dissipation device.

[0028] Figure 6 This is a schematic diagram of a detachable energy-consuming assembly.

[0029] Figure 7 This is a schematic diagram of the anchoring steel plate structure.

[0030] Figure 8 This is a schematic diagram of the sliding connection plate structure.

[0031] Figure 9 This is a schematic diagram of the friction plate assembly.

[0032] Figure 10 This is a schematic diagram of a C-shaped limiting angle steel structure.

[0033] Figure 11 This is a diagram illustrating the sliding effect of the detachable energy-consuming assembly during earthquakes and disassembly.

[0034] In the diagram: 1-UHPC frame component; 11-UHPC frame beam; 12-UHPC frame column; 2-Precast ribbed thermal insulation composite wall panel; 21-Panel layer; 22-Rib beam; 23-Rib column; 24-Insulation material; 25-Rectangular mounting groove; 3-Friction energy dissipation connection device; 31-Anchoring steel plate; 311-Shear plate; 312-Bolt hole; 32-Sliding connection plate; 321-Anchor bolt; 322-Strip hole; 33-High-strength bolt; 34-Sleeve; 35-Outer friction plate; 36-Inner friction plate 37- Bolt washer; 4- Removable viscoelastic energy dissipation device; 41- Anchor seat; 411- Positioning groove; 412- Metal stud; 42- Removable energy dissipation assembly; 4201- C-shaped limiting angle steel; 4202- Elastic-plastic energy dissipation material; 4203- Circular bolt hole; 4204- Horizontal sliding hole; 4205- Spring washer; 4206- Fixing bolt; 4207- Rotary key; 4208- Slider; 4209- Vertical slide rail; 4210- Positioning protrusion; 4211- Angle steel friction plate Detailed Implementation

[0035] To more clearly illustrate the present invention, the following description, in conjunction with preferred embodiments and accompanying drawings, further explains the invention. Similar components in the drawings are indicated by the same reference numerals. The present invention is not limited to the specific embodiments described below; all equivalent modifications made based on the technical solutions of this application fall within the protection scope of the present invention.

[0036] like Figure 1 and Figure 2 As shown, the present invention discloses a combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure, the main body of which includes a UHPC frame component 1, a prefabricated ribbed insulation composite wall panel 2, a friction energy-dissipating connection device 3, and a detachable viscoelastic energy-dissipating device 4.

[0037] Specifically, the UHPC frame component 1 constitutes the load-bearing frame of the wall, consisting of UHPC frame beams 11 set at the top and bottom ends of the wall and UHPC frame columns 12 set on the left and right sides of the wall.

[0038] Specifically, the prefabricated dense ribbed thermal insulation composite wall panel 2 is installed in the inner cavity formed by the UHPC frame component 1. The wall panel 2 includes: panel layers 21 on both sides, rib beams 22 and rib columns 23 arranged between the panel layers, and thermal insulation material 24 filling the cavity between the ribs.

[0039] Specifically, the friction energy dissipation connection device 3 is disposed between the upper and lower edges of the wall panel 2 and the UHPC frame beam 11. The connection device includes: an anchoring steel plate 31 embedded in the UHPC frame beam 11, a sliding connection plate 32 embedded in the wall panel 2, a high-strength bolt 33 and a sleeve 34 connecting the two, and a multi-stage friction plate assembly disposed between the contact surfaces of the two, including an outer friction plate 35 and an inner friction plate 36, for achieving controllable sliding and energy dissipation.

[0040] Specifically, a detachable viscoelastic energy dissipation device 4 is disposed between the left and right edges of the wall panel 2 and the UHPC frame column 12. The energy dissipation device includes: an anchoring base 41 disposed on the UHPC frame column 12 and the wall panel 2; several sets of detachable energy dissipation assemblies 42, each assembly having a positioning protrusion 4210 on its outer side for insertion into the positioning groove 411 on the anchoring base 41; each assembly 42 includes: a pair of C-shaped limiting angle steels 4201 with their openings facing each other, their ends overlapping and fixed by screws. The bolt 4206 connects to form a structure with controllable sliding and clamping functions; the elasto-plastic energy-dissipating material 4202 clamped between the C-shaped limiting angle steels 4201 provides elasto-plastic energy-dissipating performance; and the sliding and rotating structure includes a rotating key 4207, a slider 4208 and a vertical slide rail 4209. When the slider 4208 is pulled outward by the external clamping device to move along the vertical slide rail 4209, the distance between the C-shaped limiting angle steels 421 in the assembly 42 can be reduced, thereby realizing the quick unlocking and replacement of the assembly.

[0041] Preferably, the UHPC frame beam 11 and the UHPC frame column 12 are integrally cast using ultra-high performance concrete UHPC to form a closed and continuous rigid load-bearing frame.

[0042] Preferably, the ribbed thermal insulation composite wall panel 2 is a precast component made of ordinary concrete. Its panel layer 21, rib beams 22 and rib columns 23 are integrally formed by one-time casting. The rib beams 22 and rib columns 23 are arranged in a cross pattern along the horizontal and vertical directions to form an interlaced ribbed system. The cross-sectional dimensions and spacing are determined according to the wall panel thickness and load-bearing capacity requirements to improve the overall rigidity and out-of-plane stability of the wall panel.

[0043] Preferably, the insulation material 24 is a closed-cell polystyrene foam board or rock wool board, which is filled in the cavity enclosed by the rib beam 22 and the rib column 23, and is integrally formed with the wall panel during the factory prefabrication process to achieve synergy between the wall structure and the insulation function, thereby improving the insulation performance and the overall structural integrity.

[0044] Preferably, the wall panel 2 has a rectangular mounting groove 25 that penetrates the wall thickness at the position of the pre-embedded sliding connection plate 32, which is used to install the internal friction plate 36, high-strength bolt 33 and bolt washer 37.

[0045] Preferably, the clear distance from the side wall of the mounting groove 25 to the outermost anchor bolt is not less than the minimum protective layer thickness, the width and depth of the groove meet the requirements of the arrangement and deformation space of the sliding device, and the depth of the groove is not greater than 50% of the width of the rib beam in that part.

[0046] Preferably, after the sliding connection device is installed, the installation groove 25 is sealed with a high-ductility repair mortar that has micro-expansion properties, high bonding strength and crack resistance, so as to enhance the local integrity of the wall and improve its repairability and replacement convenience after an earthquake.

[0047] like Figure 3 As shown, the precast wall panel 2 is connected to the UHPC frame beam 11 through friction energy dissipation connection devices 3 set on the upper and lower edges, and to the UHPC frame column 12 through detachable viscoelastic energy dissipation devices 4 set on the left and right edges, forming a division of labor system of "frame bearing and wall core dissipating energy", realizing controllable sliding, energy dissipation deformation and rapid replacement after earthquake between the wall panel and the frame, thereby improving the seismic ductility and repair convenience of the structure.

[0048] like Figure 4 and Figure 9 As shown, the outer friction plate 35 in the friction energy dissipation connection device 3 is disposed between the anchoring steel plate 31 and the sliding connection plate 32, and the inner friction plate 36 is disposed between the sliding connection plate 32 and the bolt washer 37.

[0049] Preferably, the friction pad assembly is made of copper-graphite composite material, which has stable friction performance and good durability.

[0050] Preferably, under horizontal load, relative sliding occurs between the sliding connecting plate 32 and the friction plate to dissipate energy. The sliding start threshold can be set by adjusting the thickness of the friction plate and the surface treatment method.

[0051] like Figure 7 and Figure 8 As shown, preferably, the anchoring steel plate 31 is provided with no less than two bolt holes 312 along the wall thickness direction for high-strength bolts 33 to be inserted. Each bolt hole is provided with a sleeve 34, and a shear plate 311 is provided on the side of the anchoring steel plate that contacts the UHPC frame beam 11 to limit the sleeve deflection and ensure connection stability.

[0052] Preferably, the sliding connecting plate 32 is provided with no less than two strip holes 322 in the horizontal direction, the length of which is determined according to the friction plate area and the design displacement requirements, so as to coordinate the allowable sliding displacement and the energy dissipation capacity.

[0053] Preferably, the sliding connection plate is provided with 4 to 6 anchor bolts 321 arranged reasonably along the plate surface on the side in contact with the wall 2, so as to enhance the anchoring performance and improve the uniformity of force distribution.

[0054] like Figure 5 As shown, the detachable energy-consuming assembly 42 is anchored to the UHPC frame column 12 or wall panel 2 via the anchor seat 41.

[0055] Preferably, the anchor seat 41 is a steel anchor plate with a thickness of 4 to 6 mm. It has 2 to 4 vertically welded metal studs on its back. The studs are 40 to 80 mm long and 6 to 12 mm in diameter. They are embedded in the frame column 12 or wall panel 2 and are integrally formed by synchronous casting with UHPC or ordinary concrete.

[0056] Preferably, the detachable energy-consuming assembly 42 adopts a standard modular unit design with a module length of 100mm to 500mm, which facilitates flexible adjustment of the installation quantity according to the wall height.

[0057] Preferably, the elasto-plastic energy-dissipating material 422 in the detachable energy-dissipating assembly 42 is selected from natural rubber, butyl rubber or lead-core rubber sheet, with a shear modulus in the range of 0.1 to 0.5 MPa, and has excellent deformation recovery ability and energy dissipation performance.

[0058] like Figure 6 and Figure 10 As shown, the detachable energy dissipation assembly 42 includes a pair of C-shaped limiting angle steels 4201. Each C-shaped limiting angle steel 4201 has a circular bolt hole 4203 at one end and a horizontal sliding hole 4204 and a vertical slide rail 4209 at the other end. The limiting angle steels 4201 are connected and fixed by fixing bolts 4206 and spring washers 4205. Under seismic action, they can slide along the horizontal sliding hole 4204 with the deformation of the elasto-plastic energy dissipation material 422 to achieve coordinated control of energy dissipation and stiffness recovery.

[0059] like Figure 11 As shown, a rotating key 4207 is provided between the spring washer 4205 and the limiting angle steel 4201. One end of the key is connected to the fixing bolt 4206, and the other end is connected to the slider 4208 placed in the vertical slide rail. The slider 4208 can move along the slide rail 4209 under the drive of the clamping device. The rotating key 4207 causes the limiting angle steel 4201 to generate relative displacement, so that the outer positioning protrusion 4210 is disengaged from the positioning groove 411, thereby realizing the quick disassembly and replacement of the energy-consuming assembly.

[0060] 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 combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure, characterized in that, include: UHPC frame components (1), prefabricated dense rib thermal insulation composite wall panels (2), friction energy dissipation connection devices (3) and detachable viscoelastic energy dissipation devices (4); in: The UHPC frame component (1) is formed by casting the UHPC frame beams (11) at the top and bottom ends and the UHPC frame columns (12) on the left and right sides to form a closed frame. The prefabricated ribbed thermal insulation composite wall panel (2) is set in the inner cavity of the UHPC frame member (1), including the inner and outer side panel layers (21), the rib beams (22) and rib columns (23) arranged in the horizontal and vertical directions, and the thermal insulation material (24) filled in the cavity between the ribs. The friction energy dissipation connection device (3) is set between the upper and lower edges of the wall panel (2) and the UHPC frame beam (11), including an anchoring steel plate (31) embedded in the UHPC frame beam (11), a sliding connection plate (32) embedded in the wall panel (2), a high-strength bolt (33) and a sleeve (34) connecting the two, and a friction plate assembly set on the contact surface of the two plates; A detachable viscoelastic energy dissipation device (4) is installed between the left and right edges of the wall panel (2) and the UHPC frame column (12). It includes an anchor (41) and several sets of detachable energy dissipation assemblies (42). The anchor (41) has a positioning groove (411) and a metal stud (412). The outer side of the assembly is provided with a positioning protrusion (4210). Each assembly (42) includes a pair of C-shaped limiting angle steels (4201), an elastic-plastic energy dissipation material (4202) sandwiched between the C-shaped limiting angle steels (4201), a fixing bolt (4206), and a sliding and rotating structure composed of a rotating key (4207), a slider (4208), and a vertical slide rail (4209) for unlocking and locking the positioning protrusion (4210) and the positioning groove (411).

2. The combined energy-dissipating prefabricated UHPC frame-ribbed thermal insulation composite shear wall structure according to claim 1, characterized in that: The precast ribbed thermal insulation composite wall panel (2) is an integrally formed component made of ordinary concrete in one pour. It includes an integrally formed panel layer (21), rib beams (22) and rib columns (23). The rib beams (22) and rib columns (23) are arranged in a cross pattern along the horizontal and vertical directions to form an interlaced ribbed system. The cross-sectional dimensions and spacing of the rib beams (22) and rib columns (23) are set according to the wall panel thickness and bearing capacity parameters.

3. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The insulation material (24) is a closed-cell polystyrene foam board or rock wool board, which is filled in the cavity enclosed by the rib beam (22) and the rib column (23) and is integrally formed with the wall panel during the factory prefabrication process.

4. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The anchoring steel plate (31) has two or more bolt holes (312) along its thickness direction, and a sleeve (34) is provided in the bolt hole. A shear plate (311) is provided on the side of the anchoring steel plate (31) that contacts the UHPC frame beam (11). The sliding connection plate (32) has two or more strip holes (322) along the horizontal direction, and four to six anchor bolts (321) are provided on the side of the sliding connection plate (32) that contacts the wall panel (2).

5. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: A rectangular installation groove (25) penetrating the wall thickness is provided at the pre-embedded sliding connection plate (32) in the wall panel (2). The net distance from the side wall of the installation groove (25) to the outermost high-strength bolt (33) is not less than the minimum concrete protective layer thickness. The width and depth of the groove meet the requirements of the sliding device arrangement and deformation space. The groove depth does not exceed 50% of the width of the rib beam (22) at this part. The installation groove (25) is sealed with a high-ductility repair mortar with micro-expansion performance, high bonding strength and crack resistance.

6. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The friction plate assembly includes an outer friction plate (35) disposed between the anchoring steel plate (31) and the sliding connecting plate (32), and an inner friction plate (36) disposed between the sliding connecting plate (32) and the bolt washer (37); the friction plate assembly is made of copper-graphite composite material.

7. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The detachable energy-consuming assembly (42) is connected to the UHPC frame column (12) or wall panel (2) via an anchor (41). The anchor (41) includes a steel anchor plate with a thickness of 4 to 6 mm and 2 to 4 vertically arranged metal studs on its back. The studs are 40 to 80 mm long and 6 to 12 mm in diameter. The detachable energy-consuming assembly (42) is a standard-sized module with a length of 100 to 500 mm for each module.

8. The combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The elasto-plastic energy-dissipating material (4202) is natural rubber, butyl rubber or lead-core rubber sheet, with a shear modulus of 0.1 to 0.5 MPa.

9. A combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 1, characterized in that: The C-shaped limiting angle steel (4201) has a circular bolt hole (4203) at one end and a horizontal sliding hole (4204) and a vertical slide rail (4209) at the other end. The C-shaped limiting angle steel (4201) is connected by a fixing bolt (4206) and a spring washer (4205).

10. A combined energy-dissipating prefabricated UHPC frame-ribbed insulation composite shear wall structure according to claim 9, characterized in that: A rotating key (4207) is provided between the spring washer (4205) and the limiting angle steel (4201). One end of the rotating key is connected to the fixing bolt (4206), and the other end is connected to the slider (4208) placed in the vertical slide rail (4209).

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