Cast-in-place prefabricated building shear wall component

Abstract

The utility model discloses a cast-in-place prefabricated building shear wall component which comprises a first wall plate and a second wall plate which are oppositely arranged, the first wall plate and the second wall plate are connected through a plurality of tie pieces, and a cavity is formed between the first wall plate and the second wall plate. The connecting structure is characterized in that the first wall plate and the second wall plate are steel plates, and the tying piece is a steel rod piece fixedly connected between the inner side faces of the first wall plate and the second wall plate. According to the cast-in-place prefabricated building shear wall component, the cast-in concrete and the longitudinal steel bars can be better restrained, and particularly, the restrained area is increased.

Description

[0001] The present application claims priority to the Chinese Utility Model Patent Application No. 202420722849.9, filed on April 9, 2024, and entitled "Cast-in-situ and Precast Building Shear Wall Component". TECHNICAL FIELD

[0002] The present utility model belongs to the field of building, and particularly relates to a cast-in-situ and precast building component, in particular, a cast-in-situ and precast building shear wall component. BACKGROUND

[0003] In a reinforced concrete building structure, especially a shear wall structure, longitudinal steel bars and transverse steel bars arranged along the longitudinal direction at intervals are usually provided. The transverse steel bars bear the structural shear force on one hand and constrain the longitudinal steel bars and the concrete on the other hand, so as to improve the structural bearing capacity and seismic performance.

[0004] In the process of building construction, formwork is the main material for shaping the structure. In the traditional building construction process, scaffolding is first erected, the steel bars are positioned and bound, then the formwork shaped like the structure shear wall is built with boards, and then concrete is poured. After the concrete solidifies and forms, the formwork is removed. In the traditional building construction process, construction formwork needs to be built on the construction site. The transverse steel bars and the longitudinal steel bars are connected to form a steel cage through binding or welding, and then concrete is poured. After the building is formed, the construction formwork is removed. When there are many and dense steel bars at the nodes of the building component, whether through binding or welding, the on-site processing of the steel cage not only has low steel bar processing efficiency, but also causes a large number of repeatedly bent steel bars to appear on the construction site, resulting in an inability to guarantee the spacing between the steel bars and a decline in the stress performance.

[0005] In the prevailing assembly type building, building components and accessories (such as floor, beam, wall, stair, balcony, etc.) are prefabricated in the factory, then transported to the construction site, and assembled into a whole building by traditional connection methods (such as welding or sleeve grouting connection, etc.) on site. The construction site usually no longer needs to provide construction templates separately, but since these prefabricated components are all reinforced concrete components with prefabricated concrete, especially the shear walls as the load-bearing structure, if they are also prefabricated in the factory, the overall weight and volume are relatively large, and professional and expensive installation equipment is required for on-site construction, which is extremely inconvenient and has great safety hazards. Hoisting operations are almost all high-altitude operations, and there are great risks in component transportation, secondary transportation, and hoisting process. For example, whether the hoisting point of the component is installed firmly, whether the lifting claw and steel wire rope can bear the weight of the component, etc. are important safety hazards in assembly type buildings. In addition, if all prefabricated components are connected with cast-in-place concrete, there are also problems of cold joints, cracking, and leakage at the construction joints due to the insufficient combination of dry and wet concrete, plus the load disturbance of the pouring process equipment and operating personnel, which raises doubts about the strength, sealing, and stability of the components.

[0006] Furthermore, the steel bars required in the wall structure of the prior art are processed into the required shape by steel bars, and are pre-made by welding or other processes or formed into staggered steel cages by binding on the construction site. The steel bars are formed into building structures with cast-in-place concrete through the formwork on the construction site, or are assembled into whole buildings by prefabricating reinforced concrete building components and installing them on site. The steel bars bound on site are time-consuming and labor-intensive, require manual operation, cannot be standardized, and the connection formed by binding is very unstable. In the assembly type building, the steel bar structure is formed in the prefabricated reinforced concrete building component, which has a large overall weight and volume, and requires professional and expensive installation equipment for on-site construction, which is extremely inconvenient and has great safety hazards.

[0007] For example, Chinese patent application document CN216196563U discloses a quick-assembly and disassembly-free formwork assembly, which comprises two prefabricated disassembly-free formworks at two sides and a plurality of groups of quick connectors connected between the two prefabricated disassembly-free formworks. The prefabricated disassembly-free formwork is prefabricated for pouring concrete and is provided with a steel mesh inside. The upper and lower end faces of the prefabricated disassembly-free formwork are pre-buried with connecting slots during pouring. Each group of quick connectors comprises a connecting rod and two inserts, and the inserts are fixedly installed at the two ends of the connecting rod. The inserts are inserted into the connecting slots. When the prefabricated disassembly-free formworks are combined in multiple layers, the lower half of the insert is inserted into the connecting slot on the upper end face of the lower layer of prefabricated disassembly-free formwork, and the upper half of the insert is inserted into the connecting slot on the lower end face of the upper layer of prefabricated disassembly-free formwork. The inner side face of the prefabricated disassembly-free formwork is provided with longitudinal and transverse intersecting reinforcing ribs, and each connecting slot is opposite the reinforcing ribs. The reinforcing ribs greatly improve the structural strength of the prefabricated disassembly-free formwork, so that it can bear a larger pouring impact force.

[0008] This technology can solve the problems of lightweight and standardization of formwork to some extent. However, this technology still needs concrete as a formwork and is provided with a steel mesh inside, that is, the formwork and the steel mesh need to function as building components independently, the prefabrication process of the concrete formwork is time-consuming and laborious, and is not conducive to large-scale and standardized production. Moreover, in this technology, the constraint of concrete is only achieved by the steel mesh inside, and the constraint area is only achieved by the steel mesh inside. The concrete formwork only provides a supporting carrier for the steel mesh embedded therein, and cannot substantially improve the constraint of the steel mesh on the poured concrete and the constraint area. The constraint of the concrete formwork and the steel mesh inside on the poured concrete and the constraint area are also limited, and cannot truly bear the longitudinal pressure and transverse expansion stress of the poured concrete. When the bearing capacity of the building exceeds a certain limit, for example, in high-rise buildings or in the case of earthquakes, etc., damage is likely to occur, and the strength of the building constructed in this way is at great risk. Moreover, this patent technology still pours prefabricated concrete as traditional prefabricated buildings, and still has the shortcomings of traditional prefabricated building components.

[0009] Chinese patent application CN 111576667A discloses a shear wall, comprising: an inner leaf wall panel, including a first part and a second part arranged at a first angle; a middle wall panel, including a first part and a second part arranged at a second angle, wherein the middle wall panel is connected to the inner leaf wall panel by a plurality of first tie members and forms a first cavity with the inner leaf wall panel, and the first cavity is provided with wall structure reinforcement; and an outer leaf wall panel, including a first part and a second part arranged at a third angle, wherein the outer leaf wall panel is connected to the middle wall panel by a plurality of second tie members and forms a second cavity with the middle wall panel, wherein the second cavity is provided with an insulation wall panel, and the insulation wall panel is connected to the second tie members. The inner leaf wall panel and the middle wall panel are tensile wall panels, and the materials used include, but are not limited to, cement-based composite materials, metals, and synthetic composite materials; the processing material of the first tie members has a certain tensile strength, including but not limited to metals or synthetic composite materials; the second tie members can be made of materials with low heat transfer, such as stainless steel.

[0010] The patented technology claims that the shear wall is a prefabricated component with a hollow structure, consisting of two functional areas: a structural functional area and an insulation functional area. It integrates external wall insulation and the structural steel reinforcement of the shear wall. The shear wall is fabricated in a factory, and after hardening, it is demolded and cured before being transported to the site for assembly. The wall is then hoisted into place, and concrete is poured into its cavity to form the building wall. This technology eliminates the need for manual formwork erection and dismantling, insulation and waterproofing work on the construction site, and even eliminates the need for subsequent manual plastering.

[0011] However, this patented technology still falls under the category of "no-removal formwork," where the insulation layer is prefabricated simultaneously with the formwork. It still requires separate formwork and separate internal reinforcing steel. Although it discloses that there are tie rods between the inner leaf wall panel and the middle wall panel, these tie rods do not play a substantial role in the constraint effect, especially in the constraint area. Instead, it still relies on the wall structure reinforcing steel provided in the first cavity. Summary of the Invention

[0012] To address the problems existing in the prior art, and taking CN 111576667A as the closest prior art, this utility model provides a cast-in-place precast shear wall component. This utility model provides the following specific technical solution:

[0013] A cast-in-place precast shear wall component includes a first wall panel and a second wall panel arranged opposite to each other, connected by multiple tie rods to form a cavity between them. The first and second wall panels are both steel plates, and the tie rods are steel rods fixedly connected between the inner surfaces of the first and second wall panels. The novel cast-in-place precast shear wall component obtained through this basic technical solution forms a structural unit through the appropriate cooperation of the steel plate structure first and second wall panels and the steel rods between them. This achieves the dual functions of construction formwork and structural reinforcement in traditional construction processes, eliminating the need for additional formwork and reinforcement binding during building construction, thus saving production costs and reducing difficulties in processing and construction. More importantly, using steel plate structure wall panels and the steel rods between them instead of traditional formwork and reinforcement structures allows the novel cast-in-place precast shear wall component to exert a stronger restraining effect on the cast-in-place concrete, particularly increasing the restraint range of the concrete, thereby improving the overall shear bearing capacity and seismic performance of the building.

[0014] Preferably, the first wall panel and / or the second wall panel of this utility model are formed by fixing together multiple steel plates separated in the longitudinal direction. In this further preferred technical solution, the steel plate structure wall panel required in the final prefabrication component can be formed by reprocessing the separated multiple steel plates during the factory prefabrication process. This measure not only saves materials, but also facilitates the standardization, generalization and large-scale production of the product.

[0015] Preferably, the fixed connection of multiple steel plates in this invention is formed by spot welding. In this further preferred technical solution, compared with directly connecting multiple steel plates as a whole, connecting the steel plates by spot welding can not only ensure the integrity of the prefabricated building shear wall components, but also better separate the stress of each steel plate, avoid the steel plates participating in the longitudinal stress of the component, ensure the uniformity of the longitudinal bending stiffness of the component, and also facilitate standardized and large-scale production on factory assembly lines.

[0016] Preferably, the outer surface of the wall panel of this invention is further provided with a reinforcing layer, which is a magnesium phosphate-based material layer fixedly connected to the outer surface of the wall panel. In this further preferred embodiment, by adding a reinforcing layer, particularly a magnesium phosphate-based cementitious material layer, to the outer surface of the wall panel of the building shear wall component of this invention, the steel plate's resistance to the outward transverse stress generated by the cast-in-place concrete can be enhanced due to the better bonding and support provided by the reinforcing layer, thus further strengthening the constraint effect on the cast-in-place concrete and particularly reducing the area of ​​the unconstrained zone. Of course, in addition to using a magnesium phosphate-based material layer as a reinforcing layer, other forms such as laying steel mesh and concrete can also be used as reinforcing layers, as long as the constraint effect can be enhanced through better bonding with the steel plate structure wall panel.

[0017] Preferably, the opposite outer surfaces of the first and second wall panels of this invention are recessed inward to form grooves, and a protrusion corresponding to the groove is formed in the cavity between them. The two ends of the steel rod protrude through the protrusion and into the groove, and a connecting fastener is provided at each end of the steel rod. The connecting fastener is located in the corresponding groove and fits against it. The ends of the connecting fastener and the steel rod are both located in the groove and do not protrude from the outer surface of the wall panel. In this further preferred technical solution, the steel rod-like members are tightly fitted to the steel plate structure wall panels through the interlocking of concave and convex structures, achieving the same function as traditional steel reinforcement with a significantly better restraining effect. This greatly increases the restraining range and effect on the internal concrete. Moreover, this design ensures that both ends of the steel rod-like members are located within the internal cavity between the two wall panels without protruding to the outside of the wall panels. This avoids affecting the appearance of the outer surface of the building shear wall components and prevents obstacles caused by adding other functional layers to the outer surface of the steel plate structure wall panels. It is also more ideal for production, packaging, and transportation during the factory prefabrication process.

[0018] Preferably, one end of the steel rod-like component of this invention has an upset anchor head, and the other end has an external thread that can connect to a nut. The upset anchor head and the nut respectively form the connecting and fixing components at both ends of the steel rod-like component. In this further preferred technical solution, the design of the upset anchor head at one end of the steel rod-like component allows the steel rod-like component to cooperate with the steel plate structure wall panel to play the role of traditional steel reinforcement, and its restraining effect is significantly better than that of traditional steel reinforcement. The upset anchor head can better resist the stress of the internal concrete on one side of the wall panel, which can greatly increase the restraining range and restraining effect on the internal concrete. The other end of the steel rod-like component uses a threaded connection, which makes it convenient to insert the steel rod-like component into the corresponding groove on the wall panel. The upset anchor head at one end will not move. As long as it is tightened and fixed by the threaded nut on the other side, the steel rod-like component and the steel plate structure wall panel can be tightly fitted. This is more ideal for production, packaging and transportation in the factory prefabrication process.

[0019] Preferably, both ends of the steel rod-shaped member of this invention have external threads that can be connected to nuts, forming connecting and fixing components at both ends of the steel rod-shaped member. In this further preferred technical solution, considering the difficulty of the upset anchor head processing technology, using threaded connections at both ends as connecting and fixing components can reduce processing difficulty, reduce processing costs, increase product qualification rate, and facilitate its large-scale production.

[0020] Preferably, the upset anchor head of this utility model includes an anchor head body with a diameter larger than that of the steel rod-shaped member, which protrudes outward to form a fitting portion, the fitting portion being able to fit with the groove; or the anchor head body fits with the groove through a washer disposed on the steel rod-shaped member, the diameter of the washer being larger than that of the anchor head body. In this further preferred technical solution, the fitting portion on the upset anchor head of the steel rod-shaped member or the added washer further enhances the rigid constraint range of the anchor head, while allowing the steel rod-shaped member and the wall panel to fit more tightly, thus playing the role of traditional steel reinforcement, and its constraint effect is significantly better than that of traditional steel reinforcement. The tight fit allows the steel rod-shaped member and the wall panel to better form an integral force-bearing structure, which helps to better resist the stress of the poured concrete, and can greatly increase the constraint range and constraint effect on the internal concrete.

[0021] Preferably, the angle between the sidewall and bottom of the groove in this invention is 30-60°; the diameter of the protrusion is 2-5 times the diameter of the steel rod. In this further preferred embodiment, the groove structure is designed to be larger on the outside and smaller on the inside, and its size is larger than the diameter of the steel rod. This allows the steel rod to be smoothly inserted from one side of the wall panel to the other, enabling a tighter fit with the wall panel to function as a traditional reinforcing bar. Its restraining effect is significantly better than that of traditional reinforcing bars, helping to better resist the stress of the poured concrete and greatly increasing the restraining range and effect on the internal concrete.

[0022] Preferably, the connecting portion at one end of the shear wall component can fit tightly with the corresponding connecting portion of the adjacent shear wall component, allowing the two shear wall components to be assembled with their outer surfaces flush. In this further preferred embodiment, the connecting portion eliminates the need for prefabricating bulky complete shear wall components as in traditional prefabricated buildings. Simultaneously, multiple shear wall components can be easily assembled into the required complete shear wall component on-site. The connecting portion can be machined into a standard interface, greatly improving efficiency for large-scale prefabrication of standard components in factories, reducing the technical requirements for installation workers, and providing a good foundation for the application of intelligent construction technology.

[0023] Preferably, the connecting and mating part of this utility model is a slot mating or a plug-in mating form. In this further preferred embodiment, the assembly of multiple shear wall components can use any known suitable mating form. Slot mating or plug-in mating is the most convenient method for on-site operation and is also ideal for factory processing. However, other suitable mating forms can also be used as long as they serve the purpose of connection and mating.

[0024] Preferably, the steel rod-like members of this invention are arranged in multiple layers along the longitudinal direction of the wall panel. The steel rod-like members in the same layer are arranged parallel to each other on the same plane, while the steel rod-like members in adjacent layers are arranged intersectingly in parallel directions at different positions. In this further preferred embodiment, by arranging multiple steel rod-like members, multiple layers of steel rod-like members, and steel rod-like members in different directions, the steel plate structure wall panel can provide constraint on the cast-in-place concrete at different locations and in different directions. This helps to better resist the stress and structural shear force of the cast-in-place concrete, and can greatly increase the range and effect of constraint on the internal concrete. The distance between each layer or each steel rod-like member can be set appropriately according to different building types, etc., and those skilled in the art can optimize the selection according to specific construction requirements.

[0025] Beneficial effects

[0026] In summary, compared with the prior art, this utility model has the following beneficial effects:

[0027] This utility model discloses a novel cast-in-place precast shear wall component. Through the appropriate cooperation of steel plate wall panels and the steel rod-like members between them, a combined force is formed, simultaneously acting as formwork and reinforcement. During construction, formwork and reinforcement binding are no longer required, saving production costs and reducing the difficulty of processing and construction. Using steel plate wall panels and their internal steel rods instead of traditional formwork and reinforcement structures provides better constraint on the cast-in-place concrete, particularly increasing the constrained area, thereby improving the overall shear strength and load-bearing capacity of the building.

[0028] In this novel cast-in-place precast shear wall component, the distance between the shear wall component and the internal concrete can be increased by controlling the thickness of the steel plate structure wall panel. The combination of multi-layered internal restraint components, such as steel rods, with the steel plate structure wall panel (including groove and protrusion designs, and anchor heads and other connecting fastener designs) greatly increases the restraint range and effect on the internal concrete. The better bonding effect of the outer reinforcing layer of the steel plate structure wall panel enhances the steel plate's resistance to lateral stress in the internal concrete. The integral steel plate formed by segmented welding of the steel plate significantly reduces the unevenness of the longitudinal pressure exerted on the steel plate by the building structure at different locations. The above structural features of this novel cast-in-place precast shear wall component can better restrain the poured concrete, especially increasing its restraint area.

[0029] This utility model discloses a novel cast-in-place precast shear wall component. The steel plate structure wall panels and the steel rod-like members between them form a building wall structure that simultaneously functions as formwork and reinforcement. The connection points utilize a special connection and fixing structure, facilitating the prefabrication of this novel cast-in-place precast shear wall component. Neither the prefabrication process nor the on-site construction process requires binding or welding. It can be directly prefabricated in the factory according to standardized specifications in batch production, improving efficiency, avoiding inconsistencies in construction processes, and shortening the construction cycle and meeting construction requirements.

[0030] This invention relates to a novel cast-in-place precast shear wall component. Through steel plate wall panels and the steel rods between them, a building wall structure is formed that simultaneously functions as formwork and reinforcement, eliminating the need for separate construction formwork (whether traditional wooden formwork or precast concrete formwork). After the cast-in-place concrete has solidified, this novel cast-in-place precast shear wall component also does not need to be dismantled and can directly serve as part of the reinforced concrete building structure, bearing stress together with the internal steel rods, thus increasing the confinement area of ​​the concrete.

[0031] This invention relates to a novel cast-in-place precast shear wall component. It can be prefabricated into standard units, which are then assembled at both ends to form a complete shear wall component of the required dimensions. Compared to prefabricated shear wall components in assembled buildings, this novel cast-in-place precast shear wall component is lighter, making transportation, hoisting, and installation more convenient. Furthermore, since concrete is poured in place after installation, it avoids the shortcomings in strength, sealing, and stability of precast assembled building components. It also facilitates large-scale factory production, convenient on-site installation, and integrated decoration and finishing, eliminating the need for plastering, puttying, and painting. The miniaturization, lightweighting, standardization, and integration of building components facilitate the application of artificial intelligence technology, resulting in reduced construction costs, shorter construction periods, and improved quality. Brief description of the attached figures

[0032] Figure 1 This diagram shows a three-dimensional structural schematic of the cast-in-place precast shear wall component of Embodiment 1 of this utility model.

[0033] Figure 2 for Figure 1 A schematic diagram of the cross-sectional structure.

[0034] Figure 3 This is a partially enlarged view of the upset anchor head structure of this utility model.

[0035] Explanation of reference numerals in the attached drawings: 1 is the first wall panel; 2 is a steel rod-shaped component; 3 is the second wall panel; 4 is the reinforcing layer; 5 is a groove; 6 is a protrusion; 7 is a upset anchor head; 8 is the anchor head body; 9 is a nut; 10 is a mating part; 11 is a washer. Detailed Implementation

[0036] The following detailed description provides further details through specific embodiments. However, it should be noted that the embodiments described below are merely for better illustrating the content of this utility model, and do not represent that the content of this utility model is limited to the described embodiments. Therefore, non-essential improvements and adjustments made to the implementation schemes by those skilled in the art based on the above-described invention still fall within the protection scope of this utility model, and the protection scope of the appended claims shall prevail.

[0037] The term "architecture" as used in this utility model refers to all buildings and structures, encompassing artificial environments created by people to meet the needs of social life, utilizing available material and technological means and applying certain scientific principles, Feng Shui concepts, and aesthetic rules. The term "building" has both a broad and a narrow meaning. In a broad sense, it refers to all man-made structures, including both houses and buildings; in a narrow sense, it refers specifically to houses, excluding buildings. A house is a space with a foundation, walls, roof, doors, and windows, providing shelter from wind and rain, and serving as a place for people to live, work, study, entertain, store goods, or engage in other activities. In this utility model, "building" refers to the narrow meaning of "building." Unless otherwise specified in this utility model, "architecture" and "building" are interchangeable terms with the same meaning.

[0038] The term "building component" as used in this utility model refers to the load-bearing components of a building, including foundations (components directly in contact with the ground), walls, columns, beams, floor slabs, roof trusses, etc., especially wall components. According to the composition of load-bearing components, buildings can be divided into the following types: 1) Brick-timber structure buildings: The main load-bearing components of these buildings are made of brick and wood, with longitudinal load-bearing components such as walls and columns made of brick, and horizontal load-bearing components such as floor slabs and roof trusses made of wood. 2) Brick-concrete structure buildings: The vertical load-bearing components of these buildings are brick walls or brick columns, and the horizontal load-bearing components are reinforced concrete floor slabs, roof slabs, etc. 3) Reinforced concrete structure buildings: The load-bearing components of these buildings, such as beams, slabs, columns, walls, and roof trusses, are composed of steel reinforcement and concrete, while their enclosing components, such as walls and partitions, are made of lightweight bricks or other masonry. Types of reinforced concrete structure buildings include frame structures, frame-shear wall structures, shear wall structures, simple structures, frame-tube structures, and tube-in-tube structures. 4) Steel structure buildings: The main load-bearing components of these buildings are made of steel, resulting in high construction costs and making them a non-mainstream form of building. Unless otherwise specified in this utility model, the buildings referred to in this utility model are reinforced concrete structure buildings.

[0039] In building components, the wall includes exterior walls located around the building, which are the maintenance components of the building and play roles such as blocking wind, rain, heat preservation, heat insulation, and sound insulation; and interior walls located inside the building, which mainly serve to divide the internal space and can also play certain roles such as sound insulation and fire prevention. From the perspective of force-bearing conditions, walls are divided into load-bearing walls and non-load-bearing walls. A load-bearing wall refers to a wall that directly bears the loads transmitted from beams, floors, roofs, etc.; a non-load-bearing wall refers to a wall that does not bear external loads. For a more precise classification, if the external force acts on the upper and lower surfaces of the wall, that is, longitudinally loaded, it is called a "load-bearing wall"; if the external force acts on the side surface on one side of the wall thickness, that is, transversely loaded, it is called a "shear wall"; if the external force acts on the side surface on one side of the wall width, which is also a type of transverse loading, it is called a "retaining wall". Pure load-bearing walls, shear walls or retaining walls are relatively rare, and more often it is a combination of these wall forms. For example, the combination of a load-bearing wall + a shear wall is a relatively common wall form, especially in currently widespread medium and high-rise buildings, where all longitudinal and transverse loads are borne by the walls. There is also a wall that is not loaded in all three directions, which can generally be called a partition wall, or "partition", etc. The present utility model includes wall types that are loaded in one or more directions or their combinations, especially shear walls, but does not exclude that other wall types or their combinations also adopt the structure of the present utility model for construction.

[0040] According to the construction method, buildings can be divided into the following types: 1) Cast-in-place and masonry buildings: The main load-bearing components of this type of building are all cast and masonry at the construction site; 2) Prefabricated and assembled buildings: The main load-bearing components of this type of building are precast components made in the factory and assembled at the construction site; 3) Partially cast-in-place and masonry, partially prefabricated buildings: Some components of this type of building (such as walls) are cast or masonry at the construction site, and some components (such as floors and stairs) are precast components made in the factory. Different from the above classifications, the building of the present utility model can be defined as a "cast-in-place precast" building, that is, the main components are all precast components made in the factory, but it does not include cast-in-place concrete and longitudinal steel bars, and the concrete and longitudinal steel bars are cast and installed at the construction site.

[0041] Reinforced concrete buildings are the most common building structures at present. Reinforced concrete is often abbreviated as reinforced concrete in engineering, which refers to a composite material that improves the mechanical properties of concrete by the combined action of materials formed by adding steel mesh, steel plates or fibers to the concrete. Concrete (abbreviated as "concrete") refers to the general term for engineering composite materials in which aggregate is cemented into a whole by a gelling material. Usually, the term "concrete" for building engineering refers to cement concrete obtained by mixing cement as the gelling material, sand and stone as the aggregate, with water and other admixtures and admixtures in a certain proportion and stirring. In the present utility model, the terms "concrete" and "concrete" are terms with the same meaning and can be used interchangeably.

[0042] In reinforced concrete structures, steel bars (longitudinal and transverse), formwork, and concrete are the main structural elements. Longitudinal steel bars are arranged parallel to the longitudinal axis of the building member, serving as the primary support and load-bearing element of the concrete in the longitudinal direction. Traditional transverse steel bars are generally made from plain round steel bars processed into the required shape and then welded, perpendicular to the longitudinal steel bars and providing transverse shear resistance to the building member.

[0043] Construction formwork is generally a temporary support structure, manufactured according to design requirements, to shape reinforced concrete components in the specified positions and geometric dimensions, maintain their correct position, and bear the self-weight of the formwork and external loads acting on it. Based on the material properties, it can include wooden formwork, concrete formwork, steel formwork, aluminum formwork, etc.

[0044] Unlike existing technologies that require both formwork and transverse reinforcement, this invention uses a single structure that performs the functions of both, and both simultaneously contribute to the substantial restraint of the concrete.

[0045] The steel plate of this invention has a thickness of 0.8-10 mm, more preferably 1-1.5 mm, and a length of 40-1000 mm, more preferably 100-300 mm, along its longitudinal direction.

[0046] Example 1

[0047] A cast-in-place precast shear wall component, such as Figures 1-3 As shown, a first wall panel 1 and a second wall panel 3 are formed from steel plates 1.5 mm thick and 200 mm long in the longitudinal direction. The first wall panel 1 and the second wall panel 3 can be made of steel plates of the same specifications, or they can each be made of different specifications within a certain size range as needed. The opposing surfaces of the first wall panel 1 and the second wall panel 3 are connected by steel rod-like members 2 in the form of screws vertically fixed to their inner surfaces. The steel plates of the first wall panel 1 and / or the second wall panel 3 can be formed by fixing multiple segments of steel plates separated in the longitudinal direction. The steel rod-like members 2 have multiple layers, preferably an even number; this embodiment shows 8 layers, each layer of steel rod-like members 2 including 5 parallel steel rod-like members 2 arranged in a coplanar manner. A reinforcing layer 4 is preferably covered and connected to the outer surfaces of the first wall panel 1 and the second wall panel 3; different reinforcing layer materials or the same reinforcing layer material can be selected. The first wall panel 1 and / or the second wall panel 3 are provided with pouring holes (not shown) for pouring concrete from the outside into the cavity between them; the cavity also includes a structure for inserting and fixing longitudinal reinforcing bars (not shown).

[0048] In this embodiment, the cast-in-place precast shear wall components are prefabricated in the factory. At the construction site, the longitudinal steel bars required for the shear wall components are directly inserted into the cavity between the first wall panel 1 and the second wall panel 3. The longitudinal steel bars are then welded and fixed to the steel plates of the first wall panel 1 and / or the second wall panel 3 and the steel rod-shaped members 2 to form a steel cage. Concrete is then poured into the cavity to form a reinforced concrete structure.

[0049] In this embodiment, the steel plates of the first wall panel 1 and / or the second wall panel 3 are fixed to the steel rod-like members 2 through a special connection method. Grooves 5 are formed inwardly on the outer surface of the steel plates of the first wall panel 1 and / or the second wall panel 3 at positions corresponding to both ends of the steel rod-like members 2, and protrusions 6 corresponding to the grooves 5 are formed on the inner surface of the steel plates of the first wall panel 1 and / or the second wall panel 3. Through holes are provided in the grooves 5 to allow both ends of the steel rod-like members 2 to pass freely through the grooves 5. Connecting fasteners are connected to both ends of the steel rod-like members 2, and the connecting fasteners are located within the corresponding grooves 5 and are tightly fitted to the grooves 5.

[0050] In this embodiment, as Figure 2 As shown, the connecting fasteners at both ends of the steel rod 2 are upset anchor heads 7 and nuts 9, respectively. One end of the steel rod 2 has an integrally upset anchor head 7, and the other end of the steel rod 2 is machined with external threads and connected to a nut 9. The upset anchor head 7 and the nut 9 respectively form the connecting fasteners at both ends of the steel rod 2. By tightening the nut 9, a tight fit between the connecting fasteners at both ends and the groove 5 can be achieved. Of course, both ends can also be fixedly connected using threaded nuts.

[0051] like Figure 3 As shown, when using the upset anchor head 7, the upset anchor head 7 includes an anchor head body 8 with a diameter larger than that of the steel rod-shaped member 2; the anchor head body 8 includes a ring of protruding fitting portion 10, which achieves a tight fit with the groove 5. The internal shape of the groove 5 is conical or frustum-shaped, and the angle formed between the groove wall and the groove bottom is approximately 45°. When the groove 5 and the protruding portion 6 are stamped as a single piece, the shape of the protruding portion 6 corresponding to the groove 5 is consistent with that of the groove 5, and its inner diameter can be 2-3 times the diameter of the steel rod-shaped member 2 passing through it. When the fitting portion 10 and the anchor head body 8 are not integrally machined, a washer 11 can be used instead of the fitting portion 10. In this way, during the processing of the upset anchor head body 8, it is only necessary to ensure that the size of the upset anchor head 7 is larger than that of its corresponding steel rod 2. It is not necessary to process the fitting part 10 on the upset anchor head body 8. Instead, a washer 11 of matching size is used separately and fitted onto the steel rod 2. The washer 11 is then tightly fitted with the groove 5.

[0052] Preferably, such as Figure 3As shown, both ends of the connecting fastener and the steel rod-shaped member 2 are located inside the groove 5, and do not extend to the outer surface of the steel plate of the first wall panel 1 and / or the second wall panel 3. This design ensures the flatness of the steel plate surface, making it convenient to continue to set the reinforcing layer 4 and other functional or decorative layers on the outer surface. In addition, in terms of stress, it also allows the steel plate, which serves as a template, to be closer to the poured concrete, which helps to better and more effectively restrain the internal concrete.

[0053] When the connecting fastener uses a threaded nut, a washer 11 can also be added to the nut 9 to achieve a tight fit with the groove 5, and will not be shown separately.

[0054] The reinforcing layer materials on the outer sides of the first wall panel 1 and / or the second wall panel 3 can be the same or different. For example... Figure 1 As shown, in this embodiment, the reinforcing layer 4 on the outer side of the first wall panel 1 is a steel mesh layer plus a concrete layer, while the reinforcing layer 4 on the outer side of the second wall panel 3 is a magnesium phosphate-based polymer material layer. Using these materials can better strengthen the bond between this layer structure and the steel plate of the shear wall component of this utility model, helping to further effectively restrain the internal concrete. The reinforcing layer 4, which covers the outer surface of the first wall panel 1 and / or the second wall panel 3, can effectively protect the outer surface of the shear wall component. Furthermore, after the cast-in-place reinforced concrete wall is formed, the reinforcing layer 4 can fit tightly against the steel plate, helping to alleviate the lateral pressure of the concrete borne by the steel plate and thus better restrain the internal concrete. On the outer side of the reinforcing layer 4, a concrete layer, decorative layer, thermal insulation layer, sound insulation layer, fireproof layer, wallpaper, etc., can still be applied according to actual needs. In this utility model, the reinforcing layer 4 can also be formed using any other material known in the prior art that has good adhesion to the steel plate.

[0055] In this embodiment, the shear wall components are provided with corresponding connection mating parts at both ends along the longitudinal direction (the direction of longitudinal reinforcement insertion). One end of the shear wall component in the longitudinal direction has an insertion interface extending outwards along its longitudinal direction. The inner side surface of the sidewall of the other end of the shear wall component in the longitudinal direction is shaped to match the insertion interface as a socket end. The insertion interface of one shear wall component and the socket end of another shear wall component can fit tightly together, so that the outer surfaces of the connected shear wall components are flush with each other. Of course, other mating structures known in the art, such as slot-type mating connections, can also be used, as long as multiple shear wall components can be tightly fitted together and their outer surfaces can be flush with each other. These mating structures are well known to those skilled in the art, such as the connection slot structure disclosed in Chinese patent application document CN216196563U.

[0056] During on-site installation, the insertion end of the shear wall component is inserted into the corresponding socket of another shear wall component of the same model. If necessary, a third shear wall component can be inserted into the subsequent shear wall component until the dimensions meet the requirements of the building's wall structure. After achieving the required dimensions, the shear wall components used at both ends of the assembled wall structure are in a form without connecting joints.

[0057] This utility model can also provide decorative accessories such as conduits and junction boxes between the first wall panel 1 and the second wall panel 3. These accessories can be pre-installed and fixed in the wall using steel rods or steel plates as supports, thereby further improving construction efficiency. After pouring concrete, no further decoration is required, making it easy to apply and promote.

[0058] The above descriptions are merely embodiments of this utility model. Commonly known structures and characteristics are not described in detail here. Those skilled in the art are aware of all common technical knowledge in the field prior to the filing date, are aware of all existing technologies in that field, and have the ability to apply conventional experimental methods prior to that date. Those skilled in the art can, based on the guidance provided in this application, improve and implement this solution in combination with their own capabilities. Typical known structures or methods should not be obstacles for those skilled in the art to implement this application. It should be noted that those skilled in the art can make several modifications and improvements without departing from the structure of this utility model. These modifications and improvements should also be considered within the scope of protection of this utility model, and will not affect the effectiveness of the implementation of this utility model or the practicality of the patent. The scope of protection claimed in this application should be determined by the content of its claims, and the specific embodiments described in the specification can be used to interpret the content of the claims.

Claims

1. A cast-in-place precast shear wall component, comprising a first wall panel (1) and a second wall panel (3) disposed opposite to each other, wherein the first wall panel (1) and the second wall panel (3) are connected by a plurality of tie rods, forming a cavity between them; characterized in that: The first wall panel (1) and the second wall panel (3) are both steel plates, and the tie member is a steel rod-shaped member (2) that is fixedly connected between the inner sides of the first wall panel (1) and the second wall panel (3).

2. The cast-in-place precast shear wall component according to claim 1, characterized in that, The first wall panel (1) and / or the second wall panel (3) are formed by fixing multiple steel plates that are separated in the longitudinal direction.

3. The cast-in-place precast shear wall component according to claim 2, characterized in that, The fixed connection is formed by spot welding.

4. The cast-in-place precast shear wall component according to any one of claims 1-3, characterized in that, The outer surfaces of the first wall panel (1) and / or the second wall panel (3) are further provided with a reinforcing layer (4), which is a magnesium phosphate-based material layer fixedly connected to the outer surfaces of the first wall panel (1) and / or the second wall panel (3).

5. The cast-in-place precast shear wall component according to claim 1, characterized in that, The opposite outer surfaces of the first wall panel (1) and the second wall panel (3) are recessed inward to form grooves (5), and a protrusion (6) corresponding to the groove (5) is formed in the cavity between the first wall panel (1) and / or the second wall panel (3). The two ends of the steel rod (2) pass through the protrusion (6) and enter the groove (5). The two ends of the steel rod (2) are respectively provided with connecting fasteners. The connecting fasteners are located in the corresponding groove (5) and fit against it. The ends of the connecting fasteners and the steel rod (2) are both located in the groove (5) and do not protrude from the outer surfaces of the first wall panel (1) and / or the second wall panel (3).

6. The cast-in-place precast shear wall component according to claim 5, characterized in that, One end of the steel rod (2) has an upset anchor head (7) and the other end has an external thread that can be connected to a nut (9). The upset anchor head (7) and the nut (9) are respectively formed as connecting and fixing parts at both ends of the steel rod (2).

7. The cast-in-place precast shear wall component according to claim 5, characterized in that, Both ends of the steel rod (2) are external threads that can be connected to nuts (9), forming connection and fixing parts at both ends of the steel rod (2).

8. The cast-in-place precast shear wall component according to claim 6, characterized in that, The upset anchor head includes an anchor head body (8) with a diameter larger than that of the steel rod-shaped member, which protrudes outward to form a fitting part (10), the fitting part (10) being able to fit with the groove (5); or the anchor head body (8) fits with the groove (5) through a washer (11) provided on the steel rod-shaped member (2), the diameter of the washer (11) being larger than that of the anchor head body (8).

9. The cast-in-place precast shear wall component according to claim 5, characterized in that, The angle between the sidewall and the bottom of the groove (5) is 30-60°; the diameter of the protrusion (6) is 2-5 times the diameter of the steel rod (2).

10. The cast-in-place precast shear wall component according to claim 1, characterized in that, The end of the shear wall component also includes a connecting part, and the connecting part of one end of the shear wall component can fit tightly with the corresponding connecting part of the adjacent shear wall component, so that the two shear wall components can be spliced ​​together and their outer surfaces are flush with each other.

11. The cast-in-place precast shear wall component according to claim 10, characterized in that, The connecting and mating parts are in the form of a slot mating or a plug-in mating.

12. The cast-in-place precast shear wall component according to any one of claims 1-3 and 5-11, characterized in that, The steel rod-shaped members (2) are arranged in multiple layers in the longitudinal direction of the first wall panel (1) and / or the second wall panel (3). The steel rod-shaped members (2) in the same layer are arranged in parallel planes, and the steel rod-shaped members (2) in adjacent layers are arranged in parallel directions at different positions.

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