Full assembly type steel-concrete system of energy dissipation aseismatic wall and forming method thereof

Abstract

The application provides a full-assembled steel-concrete system of energy dissipation seismic wall and a forming method thereof, and belongs to the field of assembled buildings, and comprises an energy dissipation seismic wall and a frame body, so as to form a combined structure of beam-column frames and seismic walls. The energy dissipation seismic wall comprises at least two energy dissipation seismic wall bodies assembled through assembling pieces, the energy dissipation seismic wall body comprises at least two insulation boards, a corrugated inner mold net, a structural layer and energy dissipation soft steel bars, the insulation boards are arranged along the wall height direction and form transverse rib forming spaces between adjacent insulation boards, and the corrugated inner mold net is fixed to the insulation boards and adheres to the corrugated surface of the insulation boards; the structural layer is formed on the corrugated inner mold net to form transverse ribs and longitudinal ribs; and the transverse ribs and / or longitudinal ribs at the ends of the two energy dissipation seismic wall bodies are lap-jointed and installed through the assembling pieces. The energy dissipation seismic wall forms the full-assembled steel-concrete system, and the on-site construction difficulty is simplified.

Description

Technical Field

[0001] This invention relates to the field of building functional materials technology, and in particular to a fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls and its molding method. Background Technology

[0002] Partially Encased Steel-Concrete Composite Structure (PEC) refers to a structural member with an open cross-section, encased in concrete within its outer contour, and incorporating longitudinal reinforcement, stirrups, connecting rods, studs, and other accessories as required by performance specifications. PEC structures are suitable for prefabrication and assembly, primarily consisting of three major processes: PEC structure manufacturing, reinforcement arrangement, and concrete pouring, each performed sequentially. A partially encased steel-concrete composite structure system (PEC structure) is a new type of steel-concrete composite structure formed by welding steel bars or flat steel into the cavity of an H-shaped steel section and then pouring concrete. This includes PEC steel-concrete composite columns, PEC steel-concrete composite beams, and PEC steel-concrete composite shear walls.

[0003] However, the traditional PEC structure still has some drawbacks: Traditional assembly methods are inefficient: they involve a lot of wet work, complex support systems, and long construction periods. Functions such as insulation and soundproofing require on-site layered construction. The reliability of joints is highly dependent on the skills of on-site workers, which contradicts the original intention of industrialization to "de-skill" and increases the uncertainty of quality control. For example, the solution disclosed in Chinese patent CN223256257U uses precast columns, precast beams, and precast shear plates, employing mechanisms such as grooves, sliders, and snap-fit ​​connections to achieve rapid on-site assembly. This solution significantly reduces on-site formwork and reinforcement binding, improving construction efficiency. However, such solutions often focus on the mechanical connection and positioning of components. The shear wall panels themselves are usually only structural load-bearing components; functions such as insulation and soundproofing require separate layered construction, resulting in complex and overlapping processes that can easily lead to quality problems. Furthermore, the reliability of connection joints in such solutions is highly dependent on the installation accuracy and operating skills of on-site workers, contradicting the goal of industrialization to "de-skill" and ensure uniform quality. In addition, floor slab construction usually still relies on a large amount of scaffolding support system, failing to achieve support-free (or minimally supported) construction throughout the entire process, which restricts further improvement in construction efficiency.

[0004] The force transmission path is not direct: the seismic resistance of conventional prefabricated shear walls or PEC structures largely depends on the ductility of structural components (such as walls, beams, and columns) or the addition of independent damping devices. For example, in existing technologies (such as Chinese CN215442496U), dedicated friction energy-dissipating dampers are added to the beam-column frame, and stiffness gradients are formed in conjunction with damping plates within the walls to achieve controllable dissipation of seismic energy and replaceability of components. While this approach improves the structure's energy dissipation capacity, its energy dissipation mechanism relies on additional, relatively independent dampers, increasing structural complexity and manufacturing costs. More importantly, this approach does not address how to form a built-in, integrated, and efficient energy dissipation and force transmission path between the walls and the main frame. The connection between the walls and the frame usually still uses traditional steel reinforcement connections or embedded welding, resulting in an indirect force transmission path. Under seismic action, the joint area is prone to brittle failure due to stress concentration, and it is not conducive to rapid post-earthquake repair.

[0005] In order to make further technological contributions in terms of assembly efficiency and energy consumption reduction in node simplification, this invention was developed.

[0006] It should be noted that the information disclosed in the background section of this invention is intended only to enhance the understanding of the general background of this invention, and should not be construed as an admission or in any way implying that the information constitutes prior art known to those skilled in the art. Summary of the Invention

[0007] This summary is provided to introduce, in a simplified form, some concepts that will be further described in the following detailed description. This summary is not intended to identify key or essential features of the claimed subject matter, nor is it intended to be used as an aid in determining the scope of the claimed subject matter.

[0008] This invention provides a fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls, comprising: Energy-dissipating seismic wall, the energy-dissipating seismic wall comprising: Two energy-dissipating seismic-resistant walls, the energy-dissipating seismic-resistant walls comprising: At least two insulation boards are arranged along the height of the wall and a transverse rib forming space is formed between adjacent insulation boards. At least one side of the insulation board forms a continuous corrugated surface, and a longitudinal rib forming space is formed between the crests of adjacent corrugated surfaces. A waveform inner mold mesh, which is fixed to the insulation board and adheres to the waveform surface; A structural layer is formed on the corrugated inner mold mesh and fills the transverse rib forming space and the longitudinal rib forming space to form transverse ribs and longitudinal ribs respectively; the ends of the transverse ribs and / or longitudinal ribs of the two energy-dissipating and earthquake-resistant walls are provided with corresponding mounting holes. Energy-dissipating soft steel bars are embedded in the longitudinal ribs and extend outwards; The assembly consists of two overlapping energy-dissipating and earthquake-resistant wall panels, with the insulation board sandwiched between the structural layers of the two energy-dissipating and earthquake-resistant wall panels, and the assembly overlapping and installed in the mounting holes of the two energy-dissipating and earthquake-resistant wall panels at opposite positions. The main frame includes steel-concrete composite columns and steel-concrete composite beams. The bottom of the steel-concrete composite beams is provided with a first mounting hole for installing energy-dissipating soft steel bars. The energy-dissipating soft steel bars are inserted into the first mounting hole and are anchored to the steel-concrete composite beams by post-casting.

[0009] Preferably, the energy-dissipating earthquake-resistant wall further includes a sound insulation layer, which is sandwiched between the insulation boards of the two energy-dissipating earthquake-resistant wall bodies.

[0010] Preferably, the assembly includes an assembly fixing plate and an assembly bolt. The assembly fixing plate has an assembly hole whose position corresponds to the mounting holes on the two energy-dissipating and earthquake-resistant walls. The mounting hole is implemented as a threaded mounting hole, and the assembly fixing plate is installed on the energy-dissipating and earthquake-resistant walls by the assembly bolt.

[0011] Preferably, both ends of the horizontal and vertical ribs of the energy-dissipating earthquake-resistant wall are equipped with embedded sleeves, and the mounting holes are implemented as the mounting ports of the embedded sleeves.

[0012] Preferably, the steel section of the steel-concrete composite beam is implemented as an H-shaped steel beam, and the concrete-clad section of the steel-concrete composite beam is implemented as a concrete structure covering both sides of the web of the H-shaped steel beam; the first mounting hole of the beam penetrates the lower flange plate, the concrete-clad section and the upper flange plate of the H-shaped steel beam.

[0013] Preferably, it also includes a structural floor slab, which comprises a composite base slab and a cast-in-place layer; the composite base slab is laid on the upper flange of the H-beam.

[0014] Preferably, it also includes a supportless truss, which is temporarily installed on the steel-concrete composite beam by installing brackets.

[0015] Preferably, the steel-concrete composite beam has a second mounting hole on its side, the mounting bracket has mounting ribs, the mounting ribs are detachably inserted into the second mounting hole, and the supportless truss is erected on the mounting bracket along the span direction.

[0016] Preferably, it also includes a bottom limiting threshold, wherein a post-cast limiting space is formed at the bottom of the energy-dissipating seismic wall and between the structural layers of the two energy-dissipating seismic wall bodies, and the bottom limiting threshold is formed in the post-cast limiting space and fixed to the building main installation structure of the energy-dissipating seismic wall.

[0017] Preferably, a 20mm wide energy-dissipating gap is formed between the steel-concrete structural beam and the energy-dissipating shear wall.

[0018] This invention also provides a method for forming a fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls, comprising at least the following steps: A prefabricated energy-dissipating seismic wall is constructed by arranging at least two insulation boards along the wall height, forming a transverse rib forming space between adjacent insulation boards, and forming a continuous corrugated surface on at least one side of the insulation board, with a longitudinal rib forming space between the crests of adjacent corrugated surfaces; then, a corrugated inner mold mesh is laid and installed on the insulation board; finally, a structural layer is formed, and the transverse rib forming space and the longitudinal rib forming space are filled to form transverse ribs and longitudinal ribs respectively, with corresponding mounting holes provided at the ends of the transverse ribs and / or longitudinal ribs of the energy-dissipating seismic wall. To install the energy-dissipating seismic wall, first install the steel-concrete composite columns of the main frame, then install the energy-dissipating seismic wall between the steel-concrete composite columns; next, install the steel-concrete composite beam, and insert the first mounting hole of the steel-concrete composite beam into the structural installation reinforcement; finally, pour the first mounting hole of the beam to anchor the energy-dissipating soft steel reinforcement to the steel-concrete composite beam.

[0019] Preferably, when prefabricating energy-dissipating seismic walls, the energy-dissipating seismic walls are assembled in the factory using assembly parts; or, the energy-dissipating seismic walls are transported to the construction site for assembly.

[0020] Preferably, it also includes a structural floor slab, said structural floor slab comprising a composite base slab and a cast-in-place layer, the installation of said structural floor slab including: When installing the steel section of the steel-concrete composite beam, a second mounting hole is opened on the side of the H-beam, and a mounting bracket is temporarily installed in the second mounting hole. The supportless truss is erected on the mounting bracket along the span direction of the plate; The composite base plate is laid on the upper flange of the H-shaped steel beam, and the unsupported truss is temporarily supported at the bottom of the composite base plate.

[0021] The present invention, employing the above technical solution, achieves at least one of the following beneficial effects: This solution involves pre-positioning a large amount of reinforcing steel (energy-dissipating soft steel bars and potential additional steel bars) in the prefabrication plant of the energy-dissipating shear wall, ensuring precise positioning in a well-organized and controlled environment. During on-site installation, the steel section of the PEC beam (the first installation hole of the beam in the lower flange) only needs to connect with a small number of precisely positioned "energy-dissipating soft steel bars" extending from the partition wall, greatly simplifying the steel bar connection work in the joint area, leaving clear and unobstructed space for concrete pouring, and ensuring the concrete density of the core area of ​​the joint.

[0022] In traditional PEC joints, conflicts often arise between the steel beam end plates, column stiffeners, and other steel structural connections and the concrete reinforcement cage and protective layer space. This invention designs the vertical force transmission path of the shear wall (energy-dissipating shear wall) as follows: structural layer (concrete) → energy-dissipating soft steel reinforcement within the longitudinal ribs → through the lower flange holes of the H-shaped steel beam → anchored to the concrete-covered portion of the PEC beam. This is equivalent to using the precast wall's reinforcement to "penetrate" the steel beam, and then using post-cast concrete to achieve reliable anchoring. This "perforated anchoring" method allows the connection structure of the steel beam itself (such as the bolt holes in the end plates) to be designed independently, without interfering with the connection to the wall.

[0023] The longitudinal and transverse rib grid ("grid" structure) formed by the energy-dissipating shear wall is itself a high-performance reinforced concrete shear wall. When combined with the PEC frame, it forms a hybrid structural system of "PEC frame-precast concrete shear wall". The precast wall has high stiffness in the plane and can effectively distribute horizontal loads (such as wind loads and seismic forces), thereby reducing the extreme requirements on the seismic performance of the beam-column joints of the PEC frame. During an earthquake, due to the difference in deformation between the frame and the wall, a deformation difference will form at the gaps between the bottom of the beam and the wall, and the energy-dissipating soft steel bars will undergo shear deformation, thus forming an energy dissipation mechanism. This provides a better stiffness distribution and a clearer force flow path for structural design.

[0024] This solution transfers all the most labor-intensive and quality-variable stages, such as wall production, rebar tying, and insulation / sound insulation layer integration, to the factory. On-site work is simplified to a few standardized actions: "hoisting, alignment, connection, and pouring," transforming complex "on-site construction" into simple "on-site assembly." This significantly reduces reliance on on-site worker skills and substantially improves the consistency and controllability of project quality.

[0025] The energy-dissipating shear walls, PEC columns, PEC steel beams, and composite base slabs in the system are all prefabricated components. Even the temporary support system (unsupported trusses + detachable corbels) is designed as prefabricated. The entire construction process mainly relies on "hoisting" and "dry connection," with wet work (concrete pouring) compressed to the minimum and most regular parts (concrete encasing of PEC beams and columns, cast-in-place layer of composite slab, and wall bottom limiting thresholds). The construction speed far exceeds that of traditional cast-in-place or semi-prefabricated systems, which can significantly shorten the construction period.

[0026] The "stiffening-free truss + detachable corbel" design utilizes the web of PEC steel beams as support points, providing a reliable force transmission path through pre-embedded corbel installation bars, thus achieving "pole-free" floor slab support. This not only saves a significant amount of scaffolding materials and simplifies site layout, but also provides a spacious and unobstructed construction space for electromechanical pipeline installation, subsequent wall installation, and other operations, making it a model of "trading space for time and promoting efficiency through prefabrication."

[0027] The energy-dissipating earthquake-resistant wall adopts a sandwich structure of "structural layer - insulation board - (sound insulation layer) - insulation board - structural layer," which is formed in one piece in the factory, achieving a deep integration of structural stress, thermal insulation, and sound insulation functions. This avoids the problems of overlapping processes, quality risks, and material waste caused by on-site layered construction, ensuring the continuity and integrity of the thermal and sound insulation layers and eliminating thermal and acoustic bridges. The prefabricated structural layer has a high degree of surface flatness, allowing it to be used directly as the base layer for interior and exterior building finishes, or after simple treatment (such as roughening or painting) to become the final finish, significantly reducing on-site plastering, leveling, and other wet work. At the same time, the modular design of the wall panels provides flexibility and industrial aesthetics for building facade segmentation.

[0028] The fully prefabricated steel-concrete system described in this invention achieves effective energy dissipation under strong earthquakes through a unique connection structure between the energy-dissipating shear wall and the PEC frame. The energy-dissipating shear wall serves as the primary energy-dissipating component, and its extended energy-dissipating soft reinforcing bars can form the desired plastic hinges in the joint area. Simultaneously, the structure of the energy-dissipating soft reinforcing bars passing through the steel beam flanges and the assembly method of the two wall sections of the energy-dissipating shear wall allow for limited frictional slippage at the connection interface to further dissipate energy. Attached Figure Description

[0029] Figure 1 The diagram illustrates the structure of the energy-dissipating earthquake-resistant wall in this invention.

[0030] Figure 2 This diagram illustrates the installation of the waveform inner mold mesh and the insulation board in this invention.

[0031] Figure 3 This diagram shows a comparison of the installation of the corrugated inner mold mesh and the insulation board in this invention.

[0032] Figure 4 This diagram illustrates the structural layers of the energy-dissipating and earthquake-resistant wall in this invention.

[0033] Figure 5 The diagram illustrates the structure of the energy-dissipating earthquake-resistant wall in this invention.

[0034] Figure 6 The structural assembly diagram of the energy-dissipating and earthquake-resistant wall in this invention is shown.

[0035] Figure 7 This diagram illustrates the structure of the energy-dissipating earthquake-resistant wall and the steel-concrete composite column in this invention.

[0036] Figure 8 The diagram illustrates the installation effect of the energy-dissipating earthquake-resistant wall and steel beam in this invention.

[0037] Figure 9 This diagram illustrates the installation of the energy-dissipating earthquake-resistant wall and steel beams in this invention.

[0038] Figure 10 This diagram illustrates the structure of the energy-dissipating earthquake-resistant wall and the steel-concrete composite beam in this invention.

[0039] Figure 11 This diagram illustrates the framework of the fully prefabricated steel-concrete system for the energy-dissipating and earthquake-resistant wall in this invention.

[0040] Figure 12 This diagram illustrates the installation of the structural floor slab in this invention.

[0041] Figure 13 This diagram illustrates the structure of the fully prefabricated steel-concrete system for the energy-dissipating and earthquake-resistant wall in this invention.

[0042] The components include: 1. Energy-dissipating earthquake-resistant wall; 11. Insulation board; 12. Corrugated inner formwork mesh; 13. Structural layer; 130. Mounting hole; 131. Horizontal rib; 131a. Horizontal rib forming space; 132. Longitudinal rib; 132a. Longitudinal rib forming space; 14. Energy-dissipating soft steel bar; 15. Assembly parts; 150. Assembly hole; 151. Assembly fixing plate; 16. Sound insulation layer; 17. Bottom limiting sill; 2. Steel-concrete composite column; 3. Steel-concrete composite beam; 30. Energy-dissipating gap; 31. Steel section; 310. First mounting hole of beam; 32. Concrete-covered section; 41. Corbel mounting reinforcement; 42. Mounting corbel; 5. Composite base plate; 6. Supportless truss. Detailed Implementation

[0043] The preferred embodiments described below are merely examples, and other obvious variations will be apparent to those skilled in the art. The basic principles of the invention defined in the following description can be applied to other embodiments, modifications, improvements, equivalents, and other technical solutions that do not depart from the spirit and scope of the invention.

[0044] Product Example: Please see Figures 1-13This embodiment describes a fully prefabricated steel-concrete system for an energy-dissipating seismic wall, comprising an energy-dissipating seismic wall and a frame structure, thereby forming a combined structure of beams, columns, and seismic walls. The energy-dissipating seismic wall comprises at least two energy-dissipating seismic wall sections 1 assembled using fittings 15. Further, the energy-dissipating seismic wall section 1 includes at least two insulation boards 11, a corrugated inner formwork mesh 12, a structural layer 13, and energy-dissipating soft steel bars 141. Specifically, the insulation board 11 is arranged along the height of the wall and a transverse rib forming space 131a is formed between adjacent insulation boards 11. At least one side of the insulation board 11 forms a continuous corrugated surface, and a longitudinal rib forming space 132a is formed between the crests of adjacent corrugated surfaces. The corrugated inner mold mesh 12 is fixed to the insulation board 11 and adheres to the corrugated surface. The structural layer 13 is formed on the corrugated inner mold mesh 12 and fills the transverse rib forming space 131a and the longitudinal rib forming space 132a to form transverse ribs 131 and longitudinal ribs 132, respectively. The ends of the transverse ribs 131 and / or the longitudinal ribs 132 of the two energy-dissipating and seismic-resistant walls 1 are provided with corresponding mounting holes 130. The energy-dissipating soft steel bars 141 are embedded in the longitudinal ribs 132 and extend outward. Two energy-dissipating and earthquake-resistant wall panels 1 are stacked together, with insulation boards 11 sandwiched between the structural layers 13 of the two energy-dissipating and earthquake-resistant wall panels 1. Assembly parts 15 are overlapped and installed in the corresponding mounting holes 130 within the two energy-dissipating and earthquake-resistant wall panels 1. Further details can be found in the following sections. Figures 10-13 The main frame includes steel-concrete composite columns 2 and steel-concrete composite beams 3. The bottom of the steel-concrete composite beams 3 has a first beam mounting hole 310. Energy-dissipating soft steel bars 141 are inserted into the first beam mounting hole 310 and are anchored to the steel-concrete composite beams 3 by post-casting.

[0045] Please combine Figure 6 To enhance the functionality of the wall, the energy-dissipating seismic wall also includes a sound insulation layer 16, which is sandwiched between the insulation boards 11 of the two energy-dissipating seismic wall sections 1. Specifically, when the two energy-dissipating seismic wall sections 1 are stacked, the sound insulation layer 16 is sandwiched between the insulation boards 11 of the two walls. The materials of the sound insulation layer 16 and the insulation boards 11 are not limited here; commonly used building materials are acceptable.

[0046] In this embodiment, the energy-dissipating seismic wall is an assembled sandwich wall, which is assembled from two energy-dissipating seismic wall sections 1 using assembly parts 15. For details, please refer to [link to specific documentation]. Figure 6 The assembly 15 includes an assembly fixing plate 151 and assembly bolts (not shown). The assembly fixing plate 151 has assembly holes 150 whose positions correspond to the mounting holes 130 on the two energy-dissipating seismic-resistant walls 1. Furthermore, the mounting holes 130 are threaded mounting holes 130, and the assembly fixing plate 151 is installed on the energy-dissipating seismic-resistant wall 1 by the assembly bolts.

[0047] In a preferred embodiment of this invention, the mounting opening can be configured as a countersunk hole on the energy-dissipating seismic-resistant wall 1, with dimensions corresponding to the mounting fastener 151 and the mounting bolt. The purpose is to ensure that, during assembly and installation of the mounting fastener 151 and the mounting bolt, the outer side of the mounting bolt is flush with the outer side of the energy-dissipating seismic-resistant wall 1, facilitating a close fit with the side of the reinforced concrete composite column 2. However, this is not a limitation; even if the outer side of the mounting bolt protrudes beyond the outer side of the energy-dissipating seismic-resistant wall 1, creating a gap with the side of the reinforced concrete composite column 2, this gap can be filled with foam material.

[0048] Please see Figure 2 and Figure 3 The corrugated inner mold mesh 12 is made of corrugated steel wire mesh, which can be integrally pressed into a thin plate to form a continuous corrugated steel wire mesh. The mesh density parameters of the steel wire mesh can be referred to the national standard drawing set specifications, and no restrictions are imposed here.

[0049] Please see Figures 1-4 In this embodiment, the structural layer 13 (which ultimately serves as the outer wall panel) forms the transverse ribs 131 on the surface of the structural layer 13 by filling the transverse rib forming spaces 131a between the insulation boards 11. Meanwhile, the continuous wave-shaped groove structure of the corrugated inner mold mesh 12 creates longitudinal rib forming spaces 132a between the peaks of adjacent wave surfaces. After filling, the structural layer 13 forms the longitudinal ribs 132 on the surface of the structural layer 13. On one hand, energy-dissipating soft steel bars 141 are arranged within the longitudinal rib forming spaces 132a to form the vertical keel of the wall; on the other hand, the longitudinal ribs 132 and transverse ribs 131, serving as reinforcement of the structural layer 13, greatly improve the lateral resistance of the wall. Furthermore, the number of insulation boards 11 and corrugated inner mold mesh 12 is controllable and adjustable according to the design, allowing for adjustments to the size of the energy-dissipating and earthquake-resistant wall 1, and the arrangement of the transverse ribs 131 and longitudinal ribs 132 as needed. When meeting the requirements of large-area shear walls, the staggered arrangement of longitudinal ribs 132 and transverse ribs 131 can work with structural layer 13 to form a stable slab frame structure similar to a "grid".

[0050] It should be noted that structural reinforcing bars can be arranged in both longitudinal ribs 132 and transverse ribs 131; these structural reinforcing bars can be truss bars, steel cages, etc. In this embodiment, only energy-dissipating soft steel bars 141 are inserted in the longitudinal ribs 132 as a condition for subsequent wall installation, and no other steel bars are arranged there. The specifications of the reinforcement are designed for stress based on the span of wall height and wall width, and are not considered as limitations here.

[0051] Furthermore, the transverse ribs 131 and longitudinal ribs 132, serving as load-bearing carriers, also function as installation carriers for the energy-dissipating seismic-resistant wall 1. Specifically, pre-embedded sleeves are installed at both ends of the transverse ribs 131 and longitudinal ribs 132 of the energy-dissipating seismic-resistant wall 1, and the mounting holes 130 serve as installation openings for these pre-embedded sleeves. This allows two pieces of the energy-dissipating seismic-resistant wall 1 to be stacked and assembled into corresponding installation openings using the assembly fittings 15.

[0052] To further explain, on the left and right sides of the two energy-dissipating and seismic-resistant walls 1, installation openings are provided on the horizontal ribs 131, and the number of installation openings is based on the number of horizontal ribs 131, arranged along the wall height direction; on the upper and lower sides of the two energy-dissipating and seismic-resistant walls 1, installation openings are provided on the longitudinal ribs 132, and the number of installation openings is based on the number of longitudinal ribs 132, arranged along the wall width direction.

[0053] In this embodiment, the energy-dissipating shear wall is installed between the main frame structures. In this embodiment, the main frame structures include steel-concrete composite columns 2 and steel-concrete composite beams 3. The joints of the steel-concrete composite columns 2 and steel-concrete composite beams 3 are designed conventionally and will not be described in detail here. Taking the steel-concrete composite beam 3 as an example, the steel section 31 of the steel-concrete composite beam 3 is implemented as an H-shaped steel beam, and the concrete-covered section 32 of the steel-concrete composite beam 3 is implemented as a concrete structure covering both sides of the web of the H-shaped steel beam; the first mounting hole 310 of the beam penetrates the lower flange plate, the concrete-covered section 32, and the upper flange plate of the H-shaped steel beam. The energy-dissipating soft steel reinforcement 141 is post-cast and anchored to the concrete structure of the steel-concrete composite beam 3.

[0054] In the soft steel damper formed by the energy-dissipating soft steel bar 141 between the wall and the frame structure, the energy-dissipating soft steel bar 141 is made of special steel with low carbon, low yield strength, and high plasticity (specifically referring to low yield point steel used in dampers). Its preferred mechanical properties are as follows: Yield strength: 80~160 MPa (far lower than ordinary Q235 and Q350 steel); Elongation after fracture: ≥35%~60% (extremely high plasticity); Yield-to-tensile strength ratio: ≤0.8 (easily deformed after yielding, not easily brittle); Typical grades: commonly used in engineering, such as LY100 and LY160, are low yield point steels.

[0055] Energy-dissipating soft steel bar 141 has a low yield and is easy to trigger energy dissipation; it yields earlier than the main structure and can enter plastic energy dissipation under small earthquakes and wind vibrations; it avoids damage to the main structure and achieves "no damage in small earthquakes, repairable in moderate earthquakes, and no collapse in large earthquakes"; its hysteresis curve is full and its energy dissipation efficiency is high; under cyclic loads, the hysteresis loop is wide, symmetrical and stable; its energy absorption rate can reach 90%, converting seismic energy into heat energy dissipation; under the same deformation, its energy dissipation capacity is 3 to 5 times that of ordinary structural steel.

[0056] Energy-dissipating soft steel bar 141, as a soft steel damper, undergoes reciprocating plastic deformation through shearing, bending, and tension: 1. Structural displacement → Damper under stress; 2. Mild steel yields and enters the plastic phase; 3. Crystal dislocation movement → Energy is converted into heat; 4. Reduce structural acceleration and displacement to protect the main structure.

[0057] Furthermore, a 20mm wide energy-dissipating gap 30 is formed between the reinforced concrete beam and the energy-dissipating shear wall. While 20mm is the optimal width for this gap, it is not the only limitation. During an earthquake, due to the difference in deformation between the frame and the wall, a deformation difference will form at the gap under the beam and wall. Combined with the shear deformation of the energy-dissipating soft steel reinforcement, this will create an energy-dissipating mechanism. Please refer to [link / reference]. Figure 12 and Figure 13 This embodiment also includes a structural floor slab, which comprises a composite base slab 5 and a cast-in-place layer. Further, the composite base slab 5 is laid on the upper flange of the H-shaped steel beam. As a large-span, supportless design, this embodiment also includes a supportless truss 6, which is temporarily installed on the steel-concrete composite beam 3 via mounting brackets 42. Further, the steel-concrete composite beam 3 has a second beam mounting hole 130 on its side. The mounting bracket 42 has mounting ribs 41, which are detachably inserted into the second beam mounting hole 130. The supportless truss 6 is erected on the mounting brackets 42 along the span direction.

[0058] After the cast-in-place layer of the floor slab is poured, the unsupported truss 6 can be removed and the corbel 42 can be installed; the second installation hole 130 of the beam left after the removal of the unsupported truss 6 and the installation of the corbel 42 can be directly filled with mortar.

[0059] To limit the bottom displacement of the energy-dissipating shear wall, please refer to Figure 5 , Figure 6 and Figure 9 In this embodiment, the structure also includes a bottom limiting sill 17. A post-pouring limiting space is formed at the bottom of the energy-dissipating seismic wall between the structural layers 13 of the two energy-dissipating seismic wall bodies 1. The bottom limiting sill 17 is formed within the post-pouring limiting space and fixed to the main building installation structure of the energy-dissipating seismic wall. Specifically, during the prefabrication stage of the energy-dissipating seismic wall, a post-pouring limiting space is reserved between the structural layers 13 of the two energy-dissipating seismic wall bodies 1 below the insulation board 11. Post-pouring is performed after the limiting energy-dissipating seismic wall is installed. Because the limiting energy-dissipating seismic wall is located between reinforced concrete structural columns, grouting holes can be pre-set at the relative positions of the structural layers 13 of the energy-dissipating seismic wall body 1 for easy pouring. After full grouting, the holes will automatically seal.

[0060] Method Implementation Examples: Please combine Figures 1-13 This embodiment provides a method for forming a fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls, which includes the following core steps: S1 precast energy-dissipating seismic wall.

[0061] Specifically, at least two insulation boards 11 are arranged along the height of the wall, and a transverse rib forming space 131a is formed between adjacent insulation boards 11. At least one side of the insulation board 11 forms a continuous corrugated surface, and a longitudinal rib forming space 132a is formed between the crests of adjacent corrugated surfaces. Then, a corrugated inner mold mesh 12 is laid and installed on the insulation board 11. Finally, a structural layer 13 is formed, and the transverse rib forming space 131a and the longitudinal rib forming space 132a are filled to form transverse ribs 131 and longitudinal ribs 132, respectively. Mounting holes 130 are set at the ends of the transverse ribs 131 and / or the longitudinal ribs 132 of the energy-dissipating and seismic wall 1.

[0062] Furthermore, energy-dissipating soft steel bars 141 are embedded in the longitudinal ribs 132 and extend outwards. The two energy-dissipating seismic walls 1 are stacked together, and the insulation board 11 is sandwiched between the structural layers 13 of the two energy-dissipating seismic walls 1. The fittings 15 are overlapped and installed in the mounting holes 130 of the two energy-dissipating seismic walls 1 at opposite positions.

[0063] To enhance the functionality of the wall, the energy-dissipating seismic wall also includes a sound insulation layer 16, which is sandwiched between the insulation boards 11 of the two energy-dissipating seismic wall sections 1. Specifically, when the two energy-dissipating seismic wall sections 1 are stacked, the sound insulation layer 16 is sandwiched between the insulation boards 11 of the two walls. The materials of the sound insulation layer 16 and the insulation boards 11 are not limited here; commonly used building materials are acceptable.

[0064] In this embodiment, the energy-dissipating seismic wall is an assembled sandwich wall, which is assembled from two energy-dissipating seismic wall sections 1 using an assembly fitting 15. Specifically, the assembly fitting 15 includes an assembly fixing plate 151 and an assembly bolt. The assembly fixing plate 151 has an assembly hole 150 whose position corresponds to the mounting hole 130 on the two energy-dissipating seismic wall sections 1. Further, the mounting hole 130 is implemented as a threaded mounting hole 130, and the assembly fixing plate 151 is installed with the energy-dissipating seismic wall section 1 using the assembly bolt. As a preferred embodiment, the mounting opening can be set as a countersunk hole on the energy-dissipating seismic wall section 1, the size of which corresponds to the assembly fixing plate 151 and the assembly bolt. The purpose is that when the assembly fixing plate 151 and the assembly bolt are assembled and installed, the outer side of the assembly bolt is flush with the outer side of the energy-dissipating seismic wall section 1, which facilitates fitting with the side of the steel-concrete composite column 2. However, this is not considered a limitation. Even if the outer side of the mounting bolt protrudes and is flush with the outer side of the energy-dissipating and earthquake-resistant wall 1, resulting in a gap between it and the side of the steel-concrete composite column 2, it can be filled with foam material.

[0065] The corrugated inner mold mesh 12 is made of corrugated steel wire mesh, which can be integrally pressed into a thin plate to form a continuous corrugated steel wire mesh. The mesh density parameters of the steel wire mesh can be referred to the national standard drawing set specifications, and no restrictions are imposed here.

[0066] In this embodiment, the structural layer 13 (which ultimately serves as the outer wall panel) forms the transverse ribs 131 on the surface of the structural layer 13 by filling the transverse rib forming spaces 131a between the insulation boards 11. Meanwhile, the continuous wave-shaped groove structure of the corrugated inner mold mesh 12 creates longitudinal rib forming spaces 132a between the peaks of adjacent wave surfaces, which, after filling, form the longitudinal ribs 132 on the surface of the structural layer 13. On one hand, energy-dissipating soft steel bars 141 are arranged within the longitudinal rib forming spaces 132a to form the vertical keel of the wall; on the other hand, the longitudinal ribs 132 and transverse ribs 131, serving as reinforcement of the structural layer 13, greatly improve the lateral resistance of the wall. Furthermore, the number of insulation boards 11 and corrugated inner mold mesh 12 is controllable and adjustable according to the design, allowing for adjustments to the size of the energy-dissipating and earthquake-resistant wall 1, and the arrangement of the transverse ribs 131 and longitudinal ribs 132 as needed. When meeting the requirements of large-area shear walls, the staggered arrangement of longitudinal ribs 132 and transverse ribs 131 can work with structural layer 13 to form a stable slab frame structure similar to a "grid".

[0067] It should be noted that structural reinforcing bars can be arranged in both longitudinal ribs 132 and transverse ribs 131; these structural reinforcing bars can be truss bars, steel cages, etc. In this embodiment, only energy-dissipating soft steel bars 141 are inserted in the longitudinal ribs 132 as a condition for subsequent wall installation, and no other steel bars are arranged there. The specifications of the reinforcement are designed for stress based on the span of wall height and wall width, and are not considered as limitations here.

[0068] Furthermore, the transverse ribs 131 and longitudinal ribs 132, serving as load-bearing carriers, also function as installation carriers for the energy-dissipating seismic-resistant wall 1. Specifically, pre-embedded sleeves are installed at both ends of the transverse ribs 131 and longitudinal ribs 132 of the energy-dissipating seismic-resistant wall 1, and the mounting holes 130 serve as installation openings for these pre-embedded sleeves. This allows two pieces of the energy-dissipating seismic-resistant wall 1 to be stacked and assembled into corresponding installation openings using the assembly fittings 15.

[0069] To further explain, on the left and right sides of the two energy-dissipating and seismic-resistant walls 1, installation openings are provided on the horizontal ribs 131, and the number of installation openings is based on the number of horizontal ribs 131, arranged along the wall height direction; on the upper and lower sides of the two energy-dissipating and seismic-resistant walls 1, installation openings are provided on the longitudinal ribs 132, and the number of installation openings is based on the number of longitudinal ribs 132, arranged along the wall width direction.

[0070] To limit the bottom displacement of the energy-dissipating shear wall, this embodiment also includes a bottom limiting sill 17. A post-cast limiting space is formed at the bottom of the energy-dissipating shear wall, between the structural layers 13 of the two energy-dissipating shear wall bodies 1. The bottom limiting sill 17 is formed within the post-cast limiting space and fixed to the main building installation structure of the energy-dissipating shear wall. Specifically, during the prefabrication stage of the energy-dissipating shear wall, a post-cast limiting space is reserved between the structural layers 13 of the two energy-dissipating shear wall bodies 1 below the insulation board 11. Post-cast molding is performed after the energy-dissipating shear wall is installed. Because the energy-dissipating shear wall is located between reinforced concrete structural columns, grouting holes can be pre-set at the relative positions of the structural layers 13 of the energy-dissipating shear wall body 1 for easy pouring. After full grouting, the holes will automatically seal.

[0071] Exemplary implementation: First, at least two energy-dissipating and earthquake-resistant wall panels 1 are formed. Insulation boards 11 are laid on the mold platform, with at least two insulation boards 11 placed in the height direction, forming a predetermined distance between them. Then, a corrugated inner mold mesh 12 is laid on the insulation boards 11. The corrugated inner mold mesh 12 can span the predetermined distance or simply be laid on the insulation boards 11, and the corrugated inner mold mesh 12 is fixed with nails or other installation parts. Next, energy-dissipating soft steel bars 141 and pre-embedded sleeves are placed, and the top of the energy-dissipating soft steel bars 141 is extended to a length for subsequent installation. Finally, the structural layer 13 is formed to form the energy-dissipating and earthquake-resistant wall panel 1.

[0072] S2 installation of energy-dissipating earthquake-resistant walls. Specifically, first install the steel-concrete composite columns 2 of the main frame, then install the energy-dissipating shear walls between the steel-concrete composite columns 2; then install the steel-concrete composite beams 3, and insert the structural installation bars corresponding to the first installation holes 310 of the steel-concrete composite beams 3; finally, pour the first installation holes 310 of the beams to anchor the energy-dissipating soft steel bars 141 to the steel-concrete composite beams 3.

[0073] In this embodiment, the energy-dissipating shear wall is installed between the main frame structures. In this embodiment, the main frame structures include steel-concrete composite columns 2 and steel-concrete composite beams 3. The joints of the steel-concrete composite columns 2 and steel-concrete composite beams 3 are designed conventionally and will not be described in detail here. Taking the steel-concrete composite beam 3 as an example, the steel section 31 of the steel-concrete composite beam 3 is implemented as an H-shaped steel beam, and the concrete-covered section 32 of the steel-concrete composite beam 3 is implemented as a concrete structure covering both sides of the web of the H-shaped steel beam; the first mounting hole 310 of the beam penetrates the lower flange plate, the concrete-covered section 32, and the upper flange plate of the H-shaped steel beam. The energy-dissipating soft steel reinforcement 141 is post-cast and anchored to the concrete structure of the steel-concrete composite beam 3.

[0074] This embodiment also includes a structural floor slab, which comprises a composite base slab 5 and a cast-in-place layer. Further, the composite base slab 5 is laid on the upper flange of the H-shaped steel beam. As a large-span, supportless design, this embodiment also includes a supportless truss 6, which is temporarily installed on the steel-concrete composite beam 3 via mounting brackets 42. Further, the steel-concrete composite beam 3 has a second beam mounting hole 130 on its side. The mounting bracket 42 has mounting ribs 41, which are detachably inserted into the second beam mounting hole 130. The supportless truss 6 is erected on the mounting brackets 42 along the span direction.

[0075] After the cast-in-place layer of the floor slab is poured, the unsupported truss 6 can be removed and the corbel 42 can be installed; the second installation hole 130 of the beam left after the removal of the unsupported truss 6 and the installation of the corbel 42 can be directly filled with mortar.

[0076] Exemplary implementation: First, the energy-dissipating seismic wall 1 is transported to the site, where the steel-concrete composite columns 2 have already been installed. The energy-dissipating seismic wall 1 is assembled into an energy-dissipating seismic wall and installed between adjacent steel-concrete composite columns 2 as a seismic wall. Then, the H-shaped steel beam of the steel-concrete composite beam 3 is hoisted above the energy-dissipating seismic wall (the first installation hole 310 and the second installation hole 130 of the H-shaped steel beam are pre-drilled when the concrete covering part is formed), and installed in alignment with the energy-dissipating soft steel bar 141. Next, after installing the corbel installation bar 41, the energy-dissipating soft steel bar 141 is anchored by post-pouring. Finally, the corbel 42 and the unsupported truss 6 are installed, and after installing the composite bottom plate 5 of the structural floor slab, the cast-in-place layer is poured and formed. After the structural floor slab is poured, the corbel 42 and corbel installation bar 41 are removed, and the second installation hole 130 of the beam is filled.

[0077] Furthermore, the present invention has been described in detail above with reference to the accompanying drawings and embodiments. Those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details in the embodiments should not be construed as limiting the present invention, and the scope of protection of the present invention shall be defined by the appended claims.

Claims

1. A fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls, characterized in that, include: Energy-dissipating seismic wall, the energy-dissipating seismic wall comprising: Two energy-dissipating seismic-resistant walls, the energy-dissipating seismic-resistant walls comprising: At least two insulation boards are arranged along the height of the wall and a transverse rib forming space is formed between adjacent insulation boards. At least one side of the insulation board forms a continuous corrugated surface and a longitudinal rib forming space is formed between the crests of adjacent corrugated surfaces. A waveform inner mold mesh, which is fixed to the insulation board and adheres to the waveform surface; A structural layer is formed on the corrugated inner mold mesh and fills the transverse rib forming space and the longitudinal rib forming space to form transverse ribs and longitudinal ribs respectively; the ends of the transverse ribs and / or longitudinal ribs of the two energy-dissipating and earthquake-resistant walls are provided with corresponding mounting holes. Energy-dissipating soft steel bars are embedded in the longitudinal ribs and extend outwards; The assembly consists of two overlapping energy-dissipating and earthquake-resistant wall panels, with the insulation board sandwiched between the structural layers of the two energy-dissipating and earthquake-resistant wall panels, and the assembly overlapping and installed in the mounting holes of the two energy-dissipating and earthquake-resistant wall panels at opposite positions. The main frame includes steel-concrete composite columns and steel-concrete composite beams. The bottom of the steel-concrete composite beams is provided with a first mounting hole for installing energy-dissipating soft steel bars. The energy-dissipating soft steel bars are inserted into the first mounting hole and are anchored to the steel-concrete composite beams by post-casting.

2. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 1, characterized in that, The energy-dissipating earthquake-resistant wall also includes a sound insulation layer, which is sandwiched between the insulation boards of the two energy-dissipating earthquake-resistant wall bodies.

3. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 1, characterized in that, The assembly includes an assembly fixing plate and an assembly bolt. The assembly fixing plate has an assembly hole whose position corresponds to the mounting hole on the two energy-dissipating and earthquake-resistant walls. The mounting hole is implemented as a threaded mounting hole. The assembly fixing plate is installed on the energy-dissipating and earthquake-resistant walls by the assembly bolt.

4. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 3, characterized in that, Both ends of the horizontal and vertical ribs of the energy-dissipating earthquake-resistant wall are equipped with embedded sleeves, and the mounting holes are implemented as the mounting ports of the embedded sleeves.

5. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 1, characterized in that, The steel section of the steel-concrete composite beam is implemented as an H-shaped steel beam, and the concrete-clad section of the steel-concrete composite beam is implemented as a concrete structure covering both sides of the web of the H-shaped steel beam; the first mounting hole of the beam penetrates the lower flange plate, the concrete-clad section and the upper flange plate of the H-shaped steel beam.

6. The fully prefabricated reinforced concrete system for energy-dissipating and earthquake-resistant walls according to claim 5, characterized in that, It also includes a structural floor slab, which comprises a composite base slab and a cast-in-place layer; the composite base slab is laid on the upper flange of the H-beam.

7. The fully prefabricated reinforced concrete system for energy-dissipating and earthquake-resistant walls according to claim 6, characterized in that, It also includes a supportless truss, which is temporarily installed on the steel-concrete composite beam by installing brackets.

8. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 7, characterized in that, The steel-concrete composite beam has a second mounting hole on its side. The mounting bracket has mounting ribs, which are detachably inserted into the second mounting hole. The supportless truss is erected on the mounting bracket along the span direction.

9. The fully prefabricated steel-concrete system for energy-dissipating and earthquake-resistant walls according to claim 1, characterized in that, It also includes a bottom limiting threshold, wherein a post-cast limiting space is formed at the bottom of the energy dissipation and seismic wall and between the structural layers of the two energy dissipation and seismic wall bodies, and the bottom limiting threshold is formed in the post-cast limiting space and fixed to the building main installation structure of the energy dissipation and seismic wall.

10. A method for forming a fully prefabricated steel-concrete system for an energy-dissipating and earthquake-resistant wall as described in any one of claims 1-9, characterized in that, At least the following steps are included: A prefabricated energy-dissipating seismic wall is constructed by arranging at least two insulation boards along the wall height, forming a transverse rib forming space between adjacent insulation boards, and forming a continuous corrugated surface on at least one side of the insulation board, with a longitudinal rib forming space between the crests of adjacent corrugated surfaces; then, a corrugated inner mold mesh is laid and installed on the insulation board; finally, a structural layer is formed, and the transverse rib forming space and the longitudinal rib forming space are filled to form transverse ribs and longitudinal ribs respectively, with corresponding mounting holes provided at the ends of the transverse ribs and / or longitudinal ribs of the energy-dissipating seismic wall. To install the energy-dissipating seismic wall, first install the steel-concrete composite columns of the main frame, then install the energy-dissipating seismic wall between the steel-concrete composite columns; next, install the steel-concrete composite beam, and insert the first mounting hole of the steel-concrete composite beam into the structural installation reinforcement; finally, pour the first mounting hole of the beam to anchor the energy-dissipating soft steel reinforcement to the steel-concrete composite beam.

11. The molding method according to claim 10, characterized in that, When prefabricating energy-dissipating seismic walls, the energy-dissipating seismic walls are assembled in the factory through the assembly of components; or, the energy-dissipating seismic walls are transported to the construction site for assembly.

12. The molding method according to claim 11, characterized in that, It also includes structural floor slabs, which comprise composite base slabs and cast-in-place layers. The installation of the structural floor slabs includes: When installing the steel section of the steel-concrete composite beam, a second mounting hole is opened on the side of the H-beam, and a mounting bracket is temporarily installed in the second mounting hole. The supportless truss is erected on the mounting bracket along the span direction of the plate; The composite base plate is laid on the upper flange of the H-shaped steel beam, and the unsupported truss is temporarily supported at the bottom of the composite base plate.

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