Cast-in-place prefabricated building formwork component

Abstract

Disclosed in the present application is a cast-in-place prefabricated building formwork component suitable for columns or beams, comprising a columnar formwork and stirrups fixed to the formwork; the upper and lower ends of the formwork are provided with connection fitting parts that fit adjacent formworks; the formwork is defined by steel plates; the stirrups are jointly formed by the steel plates and rod-shaped members fixedly connected to inner side surfaces of the steel plates. In addition, further disclosed in the present application are a cast-in-place prefabricated building shear wall component and a cast-in-place prefabricated building floor slab component. A stress test result proves that structures such as columns and beams formed by the cast-in-place prefabricated building formwork component in the present application can have a better constraint effect on concrete cast inside, and particularly increase a constraint area, thereby improving the overall shear resistance and bearing capacity of buildings, and having great significance for seismic resistance of the buildings in earthquakes.

Description

A cast-in-place prefabricated building template component Technical Field

[0001] The present application belongs to the field of construction, and specifically relates to a cast-in-place prefabricated building formwork component, in particular a formwork component suitable for columns or beams, a shear wall component or a floor slab component. Background Art

[0002] Reinforced concrete building structures, especially frame beam-column structures, are usually equipped with longitudinal steel bars and transverse stirrups spaced along the longitudinal direction. On the one hand, the transverse stirrups bear the structural shear force, and on the other hand, they constrain the longitudinal steel bars and concrete to improve the structural bearing capacity and seismic performance.

[0003] Traditional stirrups include but are not limited to the following forms: closed stirrups are the simplest form of stirrups, usually rectangular stirrups or composite stirrups made of multiple rectangular stirrups stacked together, which are used to improve the shear resistance and seismic performance of building structures; circular stirrups are also a commonly used form of stirrups, used for columns with circular cross-sections; spiral stirrups are spiral-shaped stirrups, usually used for circular or special-shaped columns, which can provide good lateral restraint for building structures; transverse hook stirrups are stirrups located in beams and columns, which can increase the shear strength and seismic performance of concrete beams and columns.

[0004] During the construction process, formwork is the main material used to shape the structure. In traditional construction techniques, scaffolding is first erected, the steel bars are positioned and tied, and then plates are used to build formwork in the shape of structural beams and columns. Concrete is then poured, and the formwork is removed after the concrete solidifies and takes shape. In traditional construction techniques, it is necessary to build a construction formwork on the construction site, connect the stirrups and longitudinal steel bars by tying or welding to form a steel cage, and then pour concrete. The construction formwork is removed after the building is formed. When the number of steel bars on the nodes of building components is large and dense, whether by tying or welding, on-site handling of the steel cage not only has low steel bar processing efficiency, but also causes a large number of repeated bending of steel bars on the construction site, resulting in an inability to guarantee the spacing between steel bars and a decrease in stress-bearing performance.

[0005] In the currently popular prefabricated buildings, building components and accessories (such as floor slabs, beams, wall panels, stairs, balconies, etc.) are pre-fabricated in the factory and then transported to the construction site. They are then assembled and installed on-site into a complete building through traditional connection methods (such as welding or sleeve grouting). The construction site usually no longer needs to provide construction formwork. However, since these prefabricated components are reinforced concrete components with pre-cast concrete, especially load-bearing columns or beams, if they are also pre-fabricated in the factory, their overall weight and volume are relatively large. Specialized and expensive installation equipment is required during on-site construction. Installation and construction are also extremely inconvenient and pose great safety hazards. Lifting operations are almost always performed at high altitudes, and there are significant risks during component transportation, secondary transfer, and lifting. For example, whether the embedded lifting points of the components are securely installed, and whether the lifting claws and wire ropes can bear the weight of the components are all important safety hazards in prefabricated buildings. In addition, all prefabricated components that meet cast-in-place concrete will have construction joints. Due to the insufficient bonding between dry and wet concrete, coupled with the load disturbance of equipment and operators during the pouring process, cold joints, cracks, and leakage usually occur in the mating parts, and the strength, sealing, and stability are all questionable.

[0006] Furthermore, in existing technology, the stirrups for columns, beams, walls, and other structures are formed from steel bars processed into the desired shape through welding or other processes, or tied together on the construction site to form a staggered steel cage. These are then formed into the building structure through on-site formwork and cast-in-place concrete, or prefabricated into reinforced concrete building components and then assembled on-site to form the entire building. On-site tying of steel bars is time-consuming and labor-intensive, requires manual labor that makes it impossible to standardize, and creates highly unstable connections. The stirrup structures used in prefabricated buildings are formed into prefabricated reinforced concrete building components, resulting in a relatively heavy and bulky overall structure. This requires specialized and expensive installation equipment during on-site construction, making installation extremely inconvenient and posing significant safety risks.

[0007] For example, Chinese patent application CN102535745A discloses a permanent formwork component for column construction, including a stirrup structure and a permanent formwork component for column construction. The stirrups include outer frame bars, one or more inner bars disposed within the outer frame bars, and the ends of the inner bars connected to the outer frame bars to form multi-limb mesh stirrups. The stirrup structure is preformed into multi-limb mesh stirrups, which are then prefabricated into a concrete formwork with multiple layers of multi-limb mesh stirrups, wherein the outer frame of the multi-limb mesh stirrups is completely embedded in the formwork. The outer frame bars and the inner bars are both formed of ring bars, each of which is formed by welding a steel bar end to end and bending it. The contact areas between the steel bars are welded, so that during construction, the longitudinal bars can be fixed in the restraining holes or closed rings formed by the steel bars. This patent document discloses prefabricated steel cages embedded in concrete formwork to create prefabricated formwork. These can be mass-produced in a factory, transported to the site for assembly, and then poured with concrete to form modular structural components. This allows for rapid construction and eliminates the need for on-site formwork support. The formwork components can serve as construction templates and do not need to be removed after construction.

[0008] This technology can, to a certain extent, address the issues of lightweighting and standardizing formwork. However, it still requires concrete as the formwork to support the stirrup structure, requiring both the formwork and stirrups to function independently as building components. The prefabrication process for the concrete formwork is time-consuming and labor-intensive, making it unsuitable for large-scale, standardized production. Furthermore, in this technology, the restraint effect on the concrete, particularly in the restrained area, is solely provided by the internal stirrups. The concrete formwork merely provides a support carrier for the pre-embedded rebar and does not substantially improve the restraint effect and restrained area of ​​the stirrups in the form of a steel cage on the cast-in-place concrete. Whether it is the prefabricated cast components used in prefabricated buildings or the on-site, post-cast, non-disassembly formwork provided by this patented technology, the restraint effect and restrained area of ​​the external stirrups and their concrete formwork on the internal concrete are similarly limited, and they cannot truly withstand the longitudinal pressure and lateral expansion stress of the cast-in-place concrete. When the building's bearing capacity exceeds a certain limit, such as in high-rise buildings or during earthquakes, damage is likely to occur, posing a significant risk to the strength of buildings constructed using these methods.

[0009] Chinese patent application document CN216196563U discloses a quick-install, no-disassembly formwork assembly, comprising two prefabricated no-disassembly formworks on either side and multiple sets of quick connectors connected between the two prefabricated no-disassembly formworks. The prefabricated no-disassembly formworks are prefabricated for pouring concrete, and a steel mesh is provided inside the prefabricated no-disassembly formworks. Connecting slots are pre-embedded on the upper and lower end faces of the prefabricated no-disassembly formworks during pouring. Each set of quick connectors comprises a connecting rod and two inserts, which are fixedly mounted at both ends of the connecting rod. The inserts are inserted into the connecting slots. When the prefabricated no-disassembly formworks are multi-layered, the lower half of the inserts are inserted into the connecting slots on the upper end face of the lower prefabricated no-disassembly formwork, and the upper half of the inserts are inserted into the connecting slots on the lower end face of the upper prefabricated no-disassembly formworks. The inner side of the prefabricated no-disassembly formworks is provided with crisscross reinforcing ribs, and each connecting slot is provided with reinforcing ribs. The reinforcing ribs greatly improve the structural strength of the prefabricated no-disassembly formworks, enabling it to withstand greater pouring impact forces.

[0010] The non-disassembly formwork disclosed in this document is also a reinforced concrete formwork structure with a built-in steel mesh made of concrete. It requires formwork and stirrups separately, but the reinforcing ribs provided do not play the role of stirrups. It can be seen that the technical problem of the above-mentioned concrete constraint still exists; and this technology is clearly only applicable to cast wall structures, and is not applicable to beam or column structures.

[0011] Chinese patent document CN209509476U discloses a non-disassembly steel formwork, which is characterized by: using multiple thin steel plates to form a casting mold cavity, the shape of the casting mold cavity is consistent with the shape of the part to be cast; the connections between the steel plates are fixed by welding; because it is a steel formwork, spot welding can be used to slightly fix it at the connection. Specifically, the non-disassembly steel formwork for vertical components disclosed in the document is composed of four steel plates, each of which has multiple stiffening ribs on the inner side of the formwork, and each stiffening rib is reserved with a small circular hole. The small circular holes reserved in the stiffening ribs are used to insert short steel bars to ensure that the steel formwork will not fall off after casting. The short steel bars can be made locally, and the waste steel bar heads at the construction site can be used; after the small steel bars on the steel plates are installed, the formwork can be assembled; after the formwork is assembled, support wood is installed to reinforce the outside of the formwork, and then support steel pipes are erected; after erection, concrete can be poured. The steel formwork is integrated with the casting, eliminating the conventional formwork removal process during on-site pouring. In addition, the formwork is pre-embedded in the concrete at multiple points through short steel bars, ensuring the firmness of the connection between the formwork and the prefabricated parts, and increasing the strength and safety of the components.

[0012] Although the document discloses that the steel plate is used as a construction formwork for cast-in-place concrete and does not need to be dismantled, the small circular holes in the inner stiffening ribs for inserting short steel bars are only used to ensure that the steel formwork will not fall off after pouring, and do not provide additional assistance for the most important constraint of the cast-in-place concrete; and the steel plate only serves as a formwork and acts as an independent building component separately from the internal steel bars, that is, a separate formwork and separate stirrups are still required, and the constraint effect, especially in the constraint area, is only affected by the internal stirrups.

[0013] In addition, as part of the construction process, after the main structure of the building is completed, whether through on-site formwork construction or prefabricated building component installation, surface treatment is required, such as surface plastering and leveling, surface decoration, fireproofing, insulation, waterproofing, etc. Chinese patent application document CN 111576667A discloses a shear wall body, comprising: an inner leaf wall panel, comprising a first portion and a second portion arranged at a first angle; a middle wall panel, comprising a first portion and a second portion arranged at a second angle, the middle wall panel being connected to the inner leaf wall panel via a plurality of first anchors and forming a first cavity with the inner leaf wall panel, wherein the first cavity is provided with wall structural steel bars; an outer leaf wall panel, comprising a first portion and a second portion arranged at a third angle, the outer leaf wall panel being connected to the middle wall panel via a plurality of second anchors and forming 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 anchor. The inner leaf wall panels and the middle wall panels are tensile wall panels, and the materials used include but are not limited to cement-based composite materials, metals, and artificial synthetic composite materials; the processing material of the first anchor has a certain tensile strength, including but not limited to metals or artificial synthetic composite materials; the second anchor can be made of a material with a low heat transfer coefficient, such as stainless steel.

[0014] The patented technology claims that the shear wall is a prefabricated component with a cavity structure, consisting of two functional areas: a structural area and an insulation area. It integrates exterior wall insulation and the structural reinforcement of the shear wall. The shear wall is manufactured in the factory, demolded and cured after hardening, and then transported to the site for assembly. The wall is hoisted into place, and concrete is poured into its cavity to form the building wall. This technology can eliminate manual formwork and demolding operations at the construction site, as well as insulation and waterproofing work, and even eliminates the need for manual plastering work later in the process.

[0015] However, this patented technology still belongs to a type of disassembly-free formwork. It is just that the insulation layer is prefabricated at the same time as the prefabricated formwork. A separate formwork and separate internal reinforcement are still required. Although it discloses the presence of anchors between the inner leaf wall panels and the middle wall panels, the formwork and the insulation layer and anchors it carries do not play a substantial role in the constraint effect, especially the constraint area, but still rely on the wall structure reinforcement provided in the first cavity.

[0016] For prefabricated floor components of prefabricated buildings, composite floor slabs are currently more commonly used. The composite slabs are formed into a whole by prefabricating upper and lower steel bars on the cast-in-place base slab, and then pouring the composite layer concrete at the construction site.

[0017] For example, Chinese patent application CN 220353196U discloses an assembled prefabricated floor structure, including a floor body, a first connecting portion protruding horizontally outward on one side of the floor body, and a second connecting portion protruding horizontally outward on the other side of the floor body, and the first connecting portion and the second connecting portion are arranged in sequence along the thickness direction of the floor body, the bottom end of the first connecting portion is integrally cast with a first reinforcing steel bar, the top end of the second connecting portion is provided with a first groove adapted to the diameter of the first reinforcing steel bar, the top end of the second connecting portion is integrally cast with a second reinforcing steel bar, and the top end of the first connecting portion is provided with a second groove adapted to the diameter of the second reinforcing steel bar.

[0018] The floor slab assembly process disclosed in this technology is as follows: the floor slab body is placed on the steel beam. When multiple floor slabs are spliced, the side of one floor slab body with the second connection part is first placed on the steel beam, and then the side of another floor slab body with the first connection part is placed on the steel beam, and at the same time, the first connection part is located above the second connection part, the bottom end of the first reinforcing steel bar enters the first groove, and the bottom end of the second reinforcing steel bar enters the second groove. After that, the splicing seam formed between the two floor slab bodies is cast. The arrangement of the first reinforcing steel bar, the second reinforcing steel bar, the first groove and the second groove positions the positional relationship between the two floor slab bodies while making the connection between the two floor slab bodies more secure. In order to improve the strength of the floor slab body, a third reinforcing steel bar is provided in the floor slab body. The third reinforcing steel bar is arranged perpendicular to the first reinforcing steel bar and the second reinforcing steel bar in the horizontal direction.

[0019] This technology can, to a certain extent, address the robustness and standardization of composite floor slab splicing. However, the floor slabs used in this technology are all concrete formwork, requiring crisscrossing upper and lower steel cages and perpendicular reinforcing bars for load support. This means that both the concrete formwork and its upper and lower steel bars must function independently as building components. The prefabrication process for concrete floor slabs is time-consuming and labor-intensive, not conducive to large-scale, standardized production. Moreover, in this technology, the restraint of the concrete, especially in the restrained area, is solely provided by the upper and lower steel bars and the reinforcing bars. The concrete floor slab merely provides a support carrier for the building components and does not substantially improve the restraint effect and restraint area of ​​the steel cage on the cast-in concrete. Whether it is the precast components used in prefabricated buildings or the on-site post-cast precast floor slabs provided by this patented technology, the restraint effect and restraint area of ​​the steel bars and concrete precast floor slabs on the cast-in concrete are similarly limited, and cannot truly withstand the longitudinal compressive and lateral expansion stresses of the cast-in concrete. When the building's bearing capacity exceeds a certain limit, such as in high-rise buildings or in earthquakes, it is easily damaged. The strength of buildings constructed using these methods poses a significant risk.

[0020] Chinese patent application CN 219491436U discloses a prefabricated floor slab comprising a base layer formed by splicing together multiple precast concrete floor slabs and a cast-in-place layer cast on the base layer. The precast concrete floor slabs comprise a rectangular base plate, a lower layer of steel mesh disposed within the base plate, a plurality of load-bearing ribs arranged parallel and spaced apart on the base plate, and an upper layer of steel mesh disposed on all of the load-bearing ribs. The load-bearing ribs extend along the length of the base plate until their end faces are flush with corresponding side faces of the base plate, and the load-bearing ribs divide the base plate into multiple casting zones. The casting zones of two adjacent precast concrete floor slabs are butted together to form a butt joint, within which a steel cage is disposed. The cast-in-place layer is cast within the casting and butt joints, flush with the upper surfaces of the load-bearing ribs. The provision of the upper and lower layers of steel mesh, load-bearing ribs, and steel cage significantly improves the overall structural strength, fracture resistance, and load-bearing capacity of the prefabricated floor slab, making it less susceptible to fracture during construction and eliminating the need for temporary supports during on-site construction.

[0021] This technology still falls under the category of composite floor slab splicing. The floor slab baseplate used in this technology is still a concrete formwork, which requires crisscrossing upper and lower layers of steel mesh and accompanying steel cages for load support. This means that the concrete formwork, upper and lower steel mesh, and the steel cages within the pouring area all need to function independently as building components. The prefabrication process for concrete floor slabs is time-consuming and labor-intensive, and the steel mesh structure is more complex, making it unsuitable for large-scale, standardized production. Furthermore, in this technology, the restraint of the concrete, especially in the restraint area, is solely provided by the individual steel bars. The concrete floor slab merely provides a support carrier for the building components and does not substantially improve the restraint and restraint area of ​​the steel cage on the cast-in concrete. Whether it is the precast components used in prefabricated buildings or the on-site post-cast precast floor slabs provided by this patented technology, the restraint and restraint area of ​​the steel bars and concrete precast floor slabs on the cast-in concrete are similarly limited, and cannot truly withstand the longitudinal compressive and lateral expansion stresses of the cast-in concrete. When the building's bearing capacity exceeds a certain limit, such as in high-rise buildings or during earthquakes, they are easily damaged, posing a significant risk to the strength of buildings constructed using these methods. Summary of the Invention

[0022] To solve the above problems in the prior art, the present application provides a cast-in-place prefabricated building component, particularly a formwork component suitable for columns or beams, a shear wall component, or a floor slab component. The present application provides the following specific technical solutions:

[0023] In the first aspect, the present application provides a cast-in-place prefabricated building formwork component suitable for columns or beams, comprising a cylindrical formwork and stirrups fixed on the formwork, the upper and lower ends of the formwork being provided with connecting fittings for matching with adjacent formworks; the formwork being enclosed by steel plates, and the stirrups being composed of the steel plates and rod-shaped members fixedly connected to the inner side surfaces of the steel plates. The new cast-in-place prefabricated building formwork column or beam component obtained by the basic technical solution provided by the present application forms a structural unit body through the appropriate cooperation of the steel plate enclosure structure and the rod-shaped members therebetween, thereby playing the dual functions and roles of the construction formwork and structural stirrups in the traditional construction process. During the construction of the house, there is no need for additional formwork support and stirrup tying, which can save production costs and the difficulty in processing, construction, etc.; more importantly, the use of the steel plate enclosure structure and its internal rod-shaped members instead of the traditional formwork and stirrup structure can, to a certain extent, enable the new cast-in-place prefabricated building formwork column or beam component of the present application to form a stronger constraint effect on the poured concrete and longitudinal steel bars, especially to increase the constraint range of the concrete, thereby improving the overall shear bearing capacity and seismic performance of the building.

[0024] In the second aspect, the present application provides a cast-in-place prefabricated building shear wall component, including a first wall panel and a second wall panel arranged opposite to each other, wherein the first wall panel and the second wall panel are connected by a plurality of anchors to form a cavity between the two; the first wall panel and the second wall panel are both made of steel plates, and the anchors are steel rod-shaped members fixedly connected between the inner sides of the first wall panel and the second wall panel. The new cast-in-place prefabricated building shear wall component obtained by the basic technical solution provided by the present application forms a structural unit body through the appropriate cooperation of the first wall panel and the second wall panel of the steel plate structure and the steel rod-shaped members therebetween, thereby playing the dual functions and roles of the construction formwork and structural reinforcement in the traditional construction process. During the construction of the house, there is no need for additional formwork and binding reinforcement, which can save production costs and the difficulty in processing, construction and other processes; more importantly, the use of steel plate structure wall panels and the steel rod-shaped members therebetween instead of traditional formwork and reinforcement structures can, to a certain extent, enable the new cast-in-place prefabricated building shear wall component of the present invention to form a stronger constraint effect on the poured concrete, especially to increase the constraint range of the concrete, thereby improving the overall shear bearing capacity and seismic performance of the building.

[0025] In a third aspect, the present application provides a cast-in-place prefabricated building floor slab component, comprising a floor slab body and a plurality of rod-shaped connecting portions protruding from the inner side of the floor slab body, the connecting portions connecting opposite floor slab bodies, the ends of the floor slab components being provided with connecting and matching portions for matching with adjacent floor slab components; the floor slab body being made of steel plates, and steel bars being provided on the connecting portions, the steel bars being parallel to the floor slab body and forming a casting cavity between the two. The novel cast-in-place prefabricated building floor slab component obtained by the basic technical solution provided by the present application forms a structural unit body by using the steel plate as the floor slab body and cooperating with the load-bearing steel mesh formed horizontally on one side (inner side) thereof, thereby playing the dual functions and roles of the construction formwork and structural steel bars in the traditional construction process. During the construction of a house, there is no need for additional formwork and steel bar tying, especially eliminating the steel mesh at the bottom and lower layer (or outer side), and no longer requiring steel mesh on both sides and casting on both sides to form a composite slab. This can save production costs and the difficulty in processing and construction; more importantly, the use of steel plates as the floor body and the cooperation with the load-bearing steel mesh formed horizontally on one side to replace the traditional formwork and steel structure can, to a certain extent, enable the new type of cast-in-place prefabricated building floor components of the present invention to have a stronger restraint effect on the poured concrete, especially to increase the restraint range of the concrete, thereby improving the overall shear bearing capacity and seismic performance of the building.

[0026] Preferably, the formwork described herein is formed by connecting multiple steel plates separated longitudinally along its center; the first and / or second wall panels described herein are formed by connecting multiple steel plates separated longitudinally; and the floor slab body described herein is formed by connecting multiple steel plates separated widthwise. In this further preferred technical solution, during factory prefabrication, the separated steel plates can be reprocessed to form the steel plates required for the final prefabricated component. This measure not only saves material but also facilitates standardization, generalization, and streamlined mass production of the product.

[0027] Preferably, the fixed connection of multiple steel plate segments in this application is achieved through spot welding. In this further preferred technical solution, compared to directly connecting multiple steel plate segments as a whole, connecting each steel plate segment through spot welding not only ensures the integrity of the prefabricated building component, but also further separates the loads on each steel plate segment, preventing the steel plates from participating in the longitudinal load of the component, ensuring uniform longitudinal bending stiffness of the component, and also facilitating standardized and large-scale production on factory assembly lines.

[0028] Preferably, the outer side surface of the formwork and / or the first wall panel and / or the second wall panel and / or the floor panel body formed by the steel plate described in the present application is also provided with a reinforcement layer, and the reinforcement layer is a magnesium phosphate-based material layer fixedly connected to the outer side surface. In this further preferred technical solution, by adding a reinforcement layer, especially a reinforcement layer composed of a magnesium phosphate-based cement material, to the outer side of the steel plate structure of the building component of the present application, due to the better bonding and supporting effect of the reinforcement layer on the steel plate, the steel plate's resistance to the outward lateral stress generated by the cast-in concrete can be enhanced, and the restraint effect on the cast-in concrete can be further enhanced, especially reducing the area of ​​the non-constrained zone. Of course, in addition to using a magnesium phosphate-based material layer as a reinforcement layer, it is also possible to use a steel mesh plus concrete or other forms as a reinforcement layer, as long as its restraint effect can be enhanced through better bonding with the steel plate.

[0029] Preferably, the relative outer side surfaces of the formwork and / or the first wall panel and / or the second wall panel and / or the floor slab body formed by the steel plate described in the present application are respectively recessed inward to form grooves, and at the same time, a protrusion corresponding to the groove is formed in the internal hollow area or cavity therebetween, and the two ends of the rod-shaped member or steel rod-shaped member or connecting part respectively pass through the protrusions into the grooves, and connecting fixings are respectively provided at both ends of the rod-shaped member or steel rod-shaped member or connecting part, and the connecting fixings are located in the corresponding grooves and fit therewith; the end heads of the connecting fixings and the rod-shaped member or steel rod-shaped member or connecting part are both located in the grooves and do not protrude from the outer side surfaces of the formwork and / or the first wall panel and / or the second wall panel and / or the floor slab body. In this further preferred technical solution, the rod-shaped member / connecting part is tightly fitted with the enclosed steel plate through the combination of the concave and convex structure, which plays the role of traditional stirrups and has a restraining effect that is significantly better than that of traditional stirrups. It can not only greatly increase the restraining range of the internal concrete, but also has a better restraining effect on the longitudinal steel bars. Moreover, such a design allows the two end heads of the rod-shaped member / connecting part to be located in the internal space of the enclosed steel plate without protruding to the outside of the steel plate, which will not affect the appearance of the outer surface of the building component, but also avoid the obstacles caused by adding other functional layers to the outer side of the steel plate. At the same time, it is more ideal for production, packaging and transportation during factory prefabrication.

[0030] Preferably, one end of the rod-shaped member or steel rod-shaped member or connecting part of the present application has a roughened upset anchor head, and the other end is an external thread that can be connected to a nut. The upset anchor head and nut are respectively formed as connecting fixing parts at both ends of the rod-shaped member or steel rod-shaped member or connecting part. In this further preferred technical solution, the thickened upset anchor head design at one end of the rod-shaped member / connecting part allows the rod-shaped member / connecting part to cooperate with the enclosed steel plate to play the role of a traditional stirrup and its restraint effect is significantly better than that of a traditional stirrup. The thickened upset anchor head can better resist the stress of the poured concrete on one side of the steel plate, which not only greatly increases the restraint range of the internal concrete, but also has a better restraint effect on the longitudinal steel bars; the other end of the rod-shaped member / connecting part uses a threaded connection, which makes it convenient to insert the rod-shaped member / connecting part into the relative groove on the steel plate. The thickened upset anchor head at one end will not move, and the rod-shaped member / connecting part can be tightly fitted with the steel plate by tightening and fixing it with a threaded nut on the other side, which is more ideal for production, packaging and transportation during factory prefabrication.

[0031] Preferably, both ends of the rod-shaped member, steel rod-shaped member, or connecting portion described in this application are externally threaded for connection to nuts, forming respective connecting fixtures at both ends. In this further preferred technical solution, considering the difficulty of processing the upset anchor head, using both ends as the connecting fixture in a threaded connection can reduce processing difficulty, reduce processing costs, increase product qualification rate, and facilitate large-scale production.

[0032] Preferably, the connecting portion described in this application is an L-shaped structure, with its bottom horizontal section directly attached and fixed to the inner side of the floor slab body as a connecting fixture, and its vertical section connected to the rebar. In this further preferred technical solution, further considering the difficulty and cost of processing the upsetting anchor head and the groove process, a direct fixing method is used instead, eliminating the need for simultaneous connection and fixing of the groove and the inner and outer side surfaces. This can further reduce processing difficulty and cost, increase product qualification rate, and facilitate large-scale production.

[0033] Preferably, the upset anchor head of the present application includes an anchor head body having a diameter greater than that of the rod-shaped member or steel rod-shaped member or connecting portion, the anchor head body protruding outward to form a ring-shaped fitting portion, the fitting portion being able to fit into the groove; or the anchor head body is fitted into the groove via a washer provided on the rod-shaped member or steel rod-shaped member or connecting portion, the washer having a diameter greater than that of the anchor head body. In this further preferred technical solution, the fitting portion or the external washer on the upset anchor head of the rod-shaped member / connecting portion further enhances the rigidity constraint range of the anchor head, while allowing the rod-shaped member / connecting portion to fit more tightly with the surrounding steel plate to function as a traditional stirrup, and the restraint effect is significantly better than that of traditional stirrups. The tight and seamless fit allows the rod-shaped member / connecting portion and the steel plate to better form an integrated force-bearing structure, helping to better resist the stress of the cast-in concrete, greatly increasing the constraint range of the internal concrete, and also having a better restraint effect on the longitudinal reinforcement.

[0034] Preferably, the angle formed between the side wall and the bottom of the groove described in the present application is 30-60 degrees; the diameter of the protrusion is 2-5 times the diameter of the rod-shaped member or steel rod-shaped member or connecting portion. In this further preferred technical solution, the groove structure is designed to be larger on the outside and smaller on the inside and larger in size than the diameter of the rod-shaped member / connecting portion, so that the rod-shaped member / connecting portion can be smoothly inserted from one side of the steel plate to the other side, and can cooperate more closely with the enclosed steel plate to play the role of traditional stirrups. The hoop effect is significantly better than that of traditional stirrups, which helps to better resist the stress of the cast-in concrete. It can not only greatly increase the range of restraint on the internal concrete, but also has a better restraint effect on the longitudinal steel bars.

[0035] Preferably, the connecting and fitting portion at one end of the component can be tightly fitted with the corresponding connecting and fitting portion of the adjacent component, allowing the two components to be assembled and their outer surfaces to be flush with each other. In this further preferred technical solution, the provision of the connecting and fitting portion eliminates the need for prefabricated, bulky complete components as in traditional prefabricated buildings. At the same time, multiple formwork components can be conveniently assembled into the required complete components at the construction site. The connecting and fitting portion can be processed into a standard interface, which greatly improves the efficiency of factory-scale prefabrication of standard parts, reduces the technical requirements for installation workers, and provides a good foundation for the application of intelligent construction technology.

[0036] Preferably, the connection and fitting portion described herein is a slot-fit or plug-fit form. In this further preferred technical solution, the assembly of multiple formwork components can use any suitable known fitting form. Slot-fit or plug-fit fits are the most convenient methods for on-site construction and are also ideal for factory processing. However, as long as they function as a connection and fitting, other suitable fitting forms may also be used.

[0037] Preferably, the rod-shaped members or steel rod-shaped members or connectors described in this application are arranged in multiple layers in the longitudinal direction of the formwork and / or the first and / or second wall panels and / or the floor slab body. The rod-shaped members or steel rod-shaped members or connectors on the same layer are arranged in parallel and coplanar, while the rod-shaped members or steel rod-shaped members or connectors on adjacent layers are arranged perpendicularly or parallel to each other at different locations. In this further preferred technical solution, the arrangement of multiple rod-shaped members / connectors, the arrangement of multiple layers of rod-shaped members / connectors, and the arrangement of rod-shaped members / connectors in different directions can provide a restraining effect on the cast-in concrete at different locations and in different directions of the enclosed steel plate, helping to better resist the stress and structural shear of the cast-in concrete. This not only greatly increases the restraining range of the internal concrete, but also provides a better restraining effect on the longitudinal steel bars. The distance between each layer or each rod-shaped member / connector can be set appropriately according to different building components, building locations, building types, etc., and those skilled in the art can optimize the selection based on specific construction requirements.

[0038] Preferably, the formwork described in the present application is made of seamless steel pipes or is formed by bending steel plates transversely and then enclosing them. In this further preferred technical solution, the enclosing formwork of the present application is formed by bending steel plates, which is usually used for columns and beams in concrete structures. On the one hand, it replaces the construction formwork in traditional construction processes, and on the other hand, it replaces the peripheral stirrups in concrete structures. During the construction process, it is used to resist the lateral pressure during the concrete pouring process, and at the same time, it participates in the structural stress during the use of the structure, mainly bearing the structural shear force. The prefabricated building formwork of the present application is easy to realize in factories by bending and welding steel plates into rectangles, T-shapes, crosses, L-shapes, circles, etc., which not only has low processing costs, but also facilitates automated assembly line production.

[0039] Preferably, the steel bars described in the present application are a steel mesh formed by a plurality of crisscrossing steel bars. In this further preferred technical solution, by setting the stressed steel bars in the form of a steel mesh, it is possible to provide a restraining effect on the cast-in concrete at different locations and in different directions of the steel plate floor body, which helps to better resist the stress and structural shear force of the cast-in concrete and can greatly increase the restraint range of the internal concrete. The number of each connection part and the longitudinal and transverse steel bars and the distances therebetween can be set appropriately according to different building parts, building types, etc., and those skilled in the art can make optimized choices based on specific construction requirements. Beneficial effects

[0040] In summary, compared with the prior art, this application has the following beneficial effects:

[0041] The novel cast-in-place prefabricated building components of this application utilize a steel plate structure and its internal rod-shaped members to form a combined force, simultaneously acting as both formwork and stirrups. This eliminates the need for formwork support and stirrup tying during construction, saving production costs and reducing the complexity of processing and construction. Using a steel plate structure and its internal rod-shaped reinforcements instead of traditional construction formwork and stirrups can better constrain the poured concrete, particularly by increasing the constrained area, thereby improving the overall shear resistance and load-bearing capacity of the building.

[0042] In the novel cast-in-place prefabricated building components of the present application, the distance between the components and the internal longitudinal reinforcement and concrete can be increased by controlling the thickness of the steel plate structure; the coordination of multi-level internal restraining components in the form of rod-like members and the steel plate structure (including the design of grooved and raised portions, upset anchor heads and other connecting and fixing parts) can not only greatly increase the restraint range of the internal concrete, but also better restrain the longitudinal reinforcement; the better bonding effect of the outer reinforcement layer of the steel plate structure on the steel plate can enhance the steel plate's resistance to the transverse stress of the internal concrete; the integral steel plate formed by segmented welding of the steel plate can significantly reduce the unevenness of the longitudinal pressure borne by the building structure on the steel plate at different locations. The above structural construction of the novel cast-in-place prefabricated building components of the present application can better restrain the poured concrete therein, especially increase its restraint area.

[0043] The new type of cast-in-place prefabricated building components of the present application form a building structure that acts as both a formwork and stirrups through a steel plate structure and rod-shaped members therebetween. A special connection and fixing structure is used at the connection parts, which facilitates the early prefabrication and shaping of the new type of cast-in-place prefabricated building components of the present application. No binding or welding processes are required during the prefabrication process or the on-site construction process. The components can be prefabricated and mass-produced directly in the factory according to standard specifications, which not only improves efficiency but also avoids inconsistent processes during the construction process and shortens the construction period and construction requirements.

[0044] The new cast-in-place prefabricated building components of the present application use a steel plate structure and the rod-shaped members therebetween to form a building structure that simultaneously functions as a formwork and stirrups, eliminating the need for a separate construction formwork (whether a traditional wooden formwork or a prefabricated concrete formwork). At the construction site, the longitudinal steel bars can be directly inserted into the new cast-in-place prefabricated building components of the present application and only need to be fixed to the steel plate structure and / or rod-shaped members at the ends by tying or welding (the middle can also be constrained and fixed through fixed constraint holes within the component). After the cast-in-place concrete is formed, the new cast-in-place prefabricated building components of the present application also do not need to be dismantled, and can simultaneously serve as part of the reinforced concrete building structure and bear stress together with the internal rod-shaped stirrups, thereby increasing the constraint area of ​​the concrete.

[0045] The new type of cast-in-place prefabricated building components of the present application can be prefabricated into standard components of the smallest unit, and then combined through the connecting parts at both ends of the components to form complete building components of the required size. Compared with the finished building components of prefabricated buildings, the new type of cast-in-place prefabricated building components of the present application have a light weight, and are more convenient to transport, hoist and install. In addition, after installation, the concrete is cast in situ, and there are no problems such as insufficient strength, sealing, and stability of the connection parts of precast integral prefabricated building components. At the same time, it is convenient for large-scale production on factory assembly lines, convenient on-site installation, and can realize integrated decoration and renovation. There is no need for plastering, puttying, or painting. The building components are miniaturized, lightweight, standardized, and integrated, which facilitates the application of artificial intelligence technology, and achieves the effects of reduced construction costs, shortened construction periods, and improved quality.

[0046] BRIEF DESCRIPTION OF THE DRAWINGS

[0047] FIG1 shows a stereoscopic view of the cast-in-situ prefabricated formwork column component of Example 1 of the present application.

[0048] FIG2 is a cross-sectional view of FIG1 .

[0049] FIG3 is a partial enlarged view of the upset anchor head structure at position B in FIG2 .

[0050] FIG4 shows a schematic diagram of the connection and fitting parts and the reinforcement layer of the cast-in-place prefabricated formwork column component in Example 1 of the present application.

[0051] FIG5 shows a schematic diagram of a U-shaped beam component of a cast-in-place prefabricated formwork according to Example 2 of the present application.

[0052] FIG6 shows a schematic diagram of the three-dimensional structure of the cast-in-place prefabricated building shear wall component of Example 3 of the present application.

[0053] FIG7 is a schematic diagram of the cross-sectional structure of FIG6 .

[0054] FIG8 shows a schematic diagram of the cast-in-place prefabricated building floor components according to Example 4 of the present application.

[0055] FIG9 is a partial enlarged view of the upset anchor head structure in the cast-in-place prefabricated building floor component of Example 4 of the present application.

[0056] FIG10 shows a comparison diagram of the longitudinal constraint areas of the cast-in-situ prefabricated formwork column component of Example 1 of the present application and the traditional formwork-stirrup concrete column structure.

[0057] FIG11 shows a comparison diagram of the lateral constraint areas of the cast-in-situ prefabricated formwork column component of Example 1 of the present application and the traditional formwork-stirrup concrete column structure.

[0058] Figure 12 shows a comparison of the load-displacement curves of the axially compressed components of a conventional reinforced concrete column and a cast-in-place precast formwork column component of Example 1 of the present application. The blue curve represents the conventional reinforced concrete column, and the red curve represents the data of the cast-in-place precast formwork column component of the present application.

[0059] Figure 13 shows a comparison of hysteresis curves from low-cycle reciprocating tests of conventional reinforced concrete columns and cast-in-place precast formwork column components of Example 1 of this application. The blue curve represents the conventional reinforced concrete column, and the red curve represents the data of the cast-in-place precast formwork column component of this application.

[0060] Figure 14 shows a comparison of the bending beam test results (mid-span deflection - mid-span bending moment) for a conventional reinforced concrete beam and the cast-in-place precast formwork beam component of Example 2 of this application. The blue curve represents the data for the conventional reinforced concrete column, and the red curve represents the data for the cast-in-place precast formwork column component of this application.

[0061] FIG15 shows the torque-angle curve of the cast-in-place prefabricated formwork beam component of Example 2 of the present application.

[0062] Explanation of the accompanying numbers: 1 is a steel plate, 101 is a column formwork, 102 is a beam formwork, 1031 is a first wall panel, and 1032 is a second wall panel; 2 is a rod-shaped member, 201 is a steel rod-shaped member, and 202 is a connecting portion; 3 is a reinforcing layer; 4 is a longitudinal steel bar constraint structure; 5 is a groove; 6 is a protrusion; 7 is a swaged anchor head; 8 is an anchor head body; 9 is a nut; 10 is a fitting portion; 11 is a washer; 12 is a plug interface; 13 is a socket end; 14 is a welding seam; 15 is a steel bar. DETAILED DESCRIPTION

[0063] The following is further described in detail through specific implementation methods. However, it should be noted that the following examples of this application are only for the purpose of better illustrating the content of this application, but do not mean that the content of this application is limited to the examples. Therefore, those skilled in the art can make non-essential improvements and adjustments to the implementation scheme based on the above invention content, which still fall within the scope of protection of this application and are subject to the scope of protection of the attached claims.

[0064] The term "architecture" used in this application is a general term for buildings and structures. It is an artificial environment created by people in order to meet the needs of social life using the material and technical means they have mastered, and applying certain scientific laws, feng shui concepts and aesthetic principles. Buildings have both broad and narrow meanings. In a broad sense, buildings refer to all things that are artificially built, including both houses and structures; in a narrow sense, buildings refer to houses, excluding structures. A house refers to a space with a foundation, walls, roof, doors and windows that can shelter from wind and rain and is a place for people to live, work, study, entertain, store items or carry out other activities. The buildings referred to in this application are buildings in a narrow sense. Unless otherwise specified in this application, "architecture" and "building" are interchangeable terms with the same meaning.

[0065] The term "building components" used in this application refers to the load-bearing components of a building, including foundations (components that are in direct contact with the foundation), walls, columns, beams, floor slabs, roof trusses, etc. According to the composition of the load-bearing components, buildings can be divided into the following types: 1) Brick-timber structure buildings: The main load-bearing components of this type of building are made of bricks and wood, wherein the walls and columns of the longitudinal load-bearing components are made of bricks, and the floor slabs, roof trusses, etc. of the horizontal load-bearing components are made of wood. 2) Brick-concrete structure buildings: The vertical load-bearing components of this type of building are made of brick walls or brick columns, and the horizontal load-bearing components are made of reinforced concrete floor slabs, roof slabs, etc. 3) Reinforced concrete structure buildings: The load-bearing components of this type of building, such as beams, slabs, columns, walls, roof trusses, etc., are made of two major materials, steel bars and concrete, and their enclosing components, such as walls and partition walls, etc., are made of lightweight bricks or other masonry. The types of reinforced concrete structure houses include frame structure, frame shear wall structure, shear wall structure, tube structure, frame tube structure and tube-in-tube structure. 4) Steel structure buildings: The main load-bearing components of this type of building are all made of steel. Its construction cost is high and it is not the mainstream form of building at present. Unless otherwise specified in this application, the building in this application refers to a reinforced concrete structure building.

[0066] Among building components, walls and columns are longitudinal load-bearing structures, supporting roofs, floors, and other structures while transmitting these loads and their own weight to the foundation. Walls include exterior walls, which serve as the building's enclosure and provide wind and rain protection, insulation, heat insulation, and sound insulation; and interior walls, which primarily divide internal spaces and may also provide certain sound insulation and fire protection functions. Based on the loads they bear, walls are categorized as either load-bearing or non-load-bearing. Load-bearing walls directly bear loads transmitted from beams, floors, and roofs; non-load-bearing walls are those that bear no external loads. More precisely, if external forces act on the upper and lower surfaces of a wall (i.e., longitudinal loads), it is called a "load-bearing wall." If external forces act on the wall's thickness (i.e., transverse loads), it is called a "shear wall." If external forces act on the wall's width (i.e., transverse loads), it is called a "retaining wall." Simple load-bearing walls, shear walls or retaining walls are relatively rare, and more common are combinations of these types of walls. For example, the combination of load-bearing walls and shear walls is a relatively common wall form, especially in the current widespread medium and high-rise buildings. All longitudinal and lateral loads are borne by the wall. There is also a type of wall that is not subjected to stress in three directions, which can generally be called a filler wall, or a "partition". The walls involved in this application include wall types or combinations thereof that are subjected to stress in one or more directions, especially shear walls, but it does not exclude other wall types or combinations thereof from being constructed using the structure of this application.

[0067] A column is an upright supporting component in a building. It bears and transmits the loads from beams and slabs.

[0068] A floor slab is a horizontal, load-bearing structure that separates the upper and lower levels of a building. Its primary function is to bear the loads of people, furniture, and other objects, and to transfer these loads and its own weight to the load-bearing walls, beams, columns, or foundations. The basic structure of a floor slab consists of a surface layer, a structural layer, and a ceiling. In addition to bearing and transmitting vertical and horizontal loads, the floor slab must also provide sound insulation, waterproofing, and fire protection. Furthermore, various horizontal equipment and pipelines within the building are also installed within the floor slab. The basic structure of a floor slab consists of a surface layer, a structural layer, and a ceiling. Depending on the material used, floor slabs can be categorized into various types, including wood slabs, brick arch slabs, reinforced concrete slabs, and steel-lined slabs. Currently, reinforced concrete slabs are the most commonly used, including precast and cast-in-place slabs. The most popular type of composite slab is a cast-in-place base slab with precast upper reinforcement supported by supports and pre-installed bottom reinforcement within the base slab. The composite concrete layer is then poured on-site, forming an integral part of the composite slab and floor slab.

[0069] A beam is a horizontal member that spans space and mainly plays a horizontal load-bearing role in a building. It bears the load from the slab above it and then transmits it to the columns or walls that support it.

[0070] In addition to the building components required for each floor, such as walls, columns, beams, and floor slabs, there are also some non-essential but common building components, such as balconies, roofs, elevators, stairs, and other structures. Unless otherwise specified in this application, the building components of this application can be any of the above components required in a building.

[0071] According to the construction method, buildings can be divided into the following categories: 1) Cast-in-place and masonry buildings: the main load-bearing components of this type of building are cast and laid at the construction site; 2) Prefabricated and assembled buildings: the main load-bearing components of this type of building are prefabricated in a processing plant and assembled at the construction site; 3) Partially cast-in-place and masonry, partially assembled buildings: some components of this type of building (such as walls) are cast or laid at the construction site, while some components (such as floor slabs and stairs) are prefabricated components made in a processing plant. Different from the above classifications, the building of this application can be defined as a "cast-in-place prefabricated" building, that is, the main load-bearing components are prefabricated components made in a processing plant, but do not include poured concrete and internal longitudinal steel bars, which are cast and installed on the construction site.

[0072] Reinforced concrete buildings are the most common building structures at present. Reinforced concrete is often referred to as reinforced concrete in engineering. It refers to a composite material composed of materials formed by adding steel mesh, steel plates or fibers to concrete and working together with concrete to improve the mechanical properties of concrete. Concrete (abbreviated as "concrete") is a general term for engineering composite materials in which aggregates are cemented into a whole by cementitious materials. The term concrete used in construction engineering usually refers to cement concrete obtained by mixing cement as cementitious material, sand and stone as aggregates, water and other admixtures and additives in a certain proportion. In this application, the terms "concrete" and "concrete" are terms with the same meaning and can be used interchangeably.

[0073] In reinforced concrete construction, the primary components are rebar (longitudinal and stirrups), formwork, and concrete. Longitudinal rebar is placed parallel to the longitudinal axis of a building component, serving as the primary support and load-bearing element for the concrete in that direction. Traditional stirrups are also a type of rebar. They are typically formed from round steel bars processed into the desired shape and welded together. These stirrups run perpendicular to the longitudinal reinforcement and provide transverse shear resistance to the building component.

[0074] Construction formwork is generally a temporary support structure, manufactured according to design requirements, that helps reinforced concrete components form to the specified positions and dimensions, maintain their correct position, and withstand the formwork's own weight and external loads. Depending on the material, it can include wood, concrete, steel, aluminum, and other materials.

[0075] The present application is different from the prior art which requires two structures, formwork and stirrups, but the same structure plays the role of both at the same time, and both of them participate in the substantial restraint effect on concrete at the same time.

[0076] The steel plate of the present application has a thickness of 0.8-10 mm, more preferably 1-1.5 mm, and a length in the longitudinal direction of 40-1000 mm, more preferably 100-300 mm.

[0077] The term "enclosure" or "enclosed steel plate" used in this application refers to a structure in which a surface structure such as a steel plate is enclosed and tends to close after being bent inward along a certain axis, for example, by welding. The enclosed structure referred to in this application can be a fully enclosed structure or a semi-enclosed structure with partial openings, and its cross-sectional shape can be a closed square, rectangle, circle, polygon or semi-enclosed U-shape, cross-shape, L-shape, T-shape, etc.

[0078] Example 1: Cast-in-place prefabricated building formwork column components

[0079] A cast-in-place prefabricated building column formwork component, as shown in Figures 1-4, is formed by a 1.5mm thick steel plate 1 to form a closed rectangular column formwork 101. The column formwork 101 has a longitudinal length of 200mm along the center of the enclosure. The opposite sides of the column formwork 101 are connected by rod-shaped members 2 in the form of screws fixed vertically on the inner side of the enclosed column formwork 101. The column formwork 101 is formed by a plurality of sections of steel plates 1 separated in the longitudinal direction along its enclosed center. Figure 1 shows the welded connection of two sections of steel plates, and 14 represents the weld seam. The rod-shaped members 2 have multiple layers, and the number of layers is preferably an even number. This embodiment shows 4 layers. Each layer of rod-shaped members 2 includes 10 coplanar rod-shaped members 2 arranged parallel to each other and spaced apart. The length directions of the rod-shaped members 2 of two adjacent layers are perpendicular to each other and alternate vertically and horizontally. The outer surface of the column formwork 101 is covered and connected with a reinforcement layer 3. The column formwork 101 is provided with pouring holes (not shown) for pouring concrete from the outside into the internal hollow area formed by the column formwork 101; the enclosed area also includes a structure for inserting and fixing longitudinal steel bars (not shown).

[0080] The cast-in-place prefabricated building column formwork components of this embodiment are prefabricated in the factory. At the construction site, the longitudinal steel bars required for the column formwork components are directly inserted into the internal hollow area of ​​the column formwork shell 101, and the longitudinal steel bars are fixed to the column formwork shell 101 and the rod-shaped member 2 by welding to form a steel cage, and then concrete is poured into the hollow area to form a reinforced concrete structure.

[0081] In this embodiment, the column formwork 101 and the rod-shaped member 2 are fixed together by a special connection method. The outer surface of the column formwork 101 is inwardly recessed to form grooves 5 at positions corresponding to the ends of the rod-shaped member 2. A raised portion 6 corresponding to the grooves 5 is formed on the inner side of the column formwork 101. The grooves 5 are perforated with holes for the ends of the rod-shaped member 2 to freely pass through. The ends of the rod-shaped member 2 are respectively connected to connecting fixtures, which are located in the corresponding grooves 5 and tightly fit therewith.

[0082] In this embodiment, the connecting fixtures at both ends of the rod-shaped member 2 are an upset anchor head 7 and a nut 9, respectively. One end of the rod-shaped member 2 has an integral upset anchor head 7, while the other end of the rod-shaped member 2 is externally threaded and connected to the nut 9. The upset anchor head 7 and nut 9 form the connecting fixtures at both ends of the rod-shaped member 2. Tightening the nut 9 secures the connecting fixtures at both ends to the groove 5. Alternatively, both ends can be fixed using threaded nuts.

[0083] As shown in Figure 3, when using an upset anchor 7, it comprises an anchor body 8 with a larger diameter than the rod 2. The anchor body 8 includes a raised, ring-shaped, abutting portion 10, which secures the groove 5 with the groove 5. The groove 5 has a conical or truncated cone interior, with the angle between the groove wall and the groove bottom being approximately 45°. When the groove 5 and the raised portion 6 are integrally stamped, the shape of the raised portion 6 corresponding to the groove 5 is identical, and its inner diameter can be 2-3 times the diameter of the rod 2 passing therethrough. If the abutting portion 10 is not integrally formed with the anchor body 8, a washer 11 can be used in its place. In this way, during the fabrication of the upset anchor body 8, only the size of the upset anchor 7 is ensured to be larger than the corresponding rod 2. The abutting portion 10 does not need to be fabricated on the upset anchor body 8. Instead, a washer 11 of matching size is used, which is fitted over the rod 2 and secures the groove 5 with the washer 11. Preferably, as shown in FIG3 , both ends of the connecting fixture and the rod-shaped member 2 are located inside the groove 5, and do not extend to the outer side of the column formwork 101. This design can ensure the flatness of the formwork surface, facilitate the installation of the reinforcement layer 3 and other functional layers or decorative layers on the outer side, and also allow the steel plate serving as the formwork to be closer to the poured concrete in terms of force, which helps to better and more effectively restrain the internal concrete.

[0084] When a threaded nut is used as the connecting fixture, a washer 11 can also be added to the nut 9 to achieve a tight fit with the thread and the groove 5, and is no longer shown separately.

[0085] As shown in Figure 4, the reinforcing layer 3 used in this embodiment is a magnesium phosphate-based polymer material layer. The use of this material can better strengthen the bonding between the layer structure and the steel plate 1 of the template of this application, which helps to further effectively constrain the internal concrete. The outer side of the column formwork 101 is covered with the connected reinforcing layer 3, which can effectively protect the outer side of the column formwork component, and after the reinforced concrete column is cast in place, the reinforcing layer 3 can fit tightly with the column formwork 101, providing assistance to the lateral pressure of the concrete borne by the column formwork 101, and helping to better and effectively constrain the internal concrete. On the outside of the reinforcing layer 3, a concrete layer, a decorative layer, a thermal insulation layer, a sound insulation layer, a fireproof layer, wallpaper, etc. can still be covered according to actual needs.

[0086] In the present application, the reinforcement layer 3 can also be formed by any material known in the prior art that has good adhesion to the steel plate, such as a steel mesh layer plus a concrete layer, and the steel mesh layer is fixedly connected to the anchor head body 8 and / or the nut 9 by spot welding, and the steel mesh layer is fixed by the anchor head body 8 and the nut 9.

[0087] In this embodiment, the column formwork member is provided with corresponding connecting and matching parts at both ends in the longitudinal direction (the direction of insertion of the longitudinal reinforcement). As shown in FIG4 , in this embodiment, one end of the column formwork member in the longitudinal direction is provided with an insertion port 12 extending outward along the longitudinal direction, and the inner side surface of the side wall of the other end of the column formwork member in the longitudinal direction is shaped to correspond to the shape of the insertion port as a socket end 13. The insertion port 12 of the column formwork member and the socket end 13 of the other column formwork member can fit tightly together so that the outer side surfaces of the templates after insertion can be flush with each other. Of course, other matching structures known in the art, such as matching connections in the form of card slots, can also be used, as long as multiple column formwork members can be tightly fitted together and their outer surfaces can be flush with each other.

[0088] During installation on the construction site, the plug-in end 12 of a column formwork member is inserted into the corresponding socket 13 of another column formwork member of the same model. A third column formwork member can be inserted into the latter column formwork member as needed until the dimensions meet the requirements of the building's column structure. Once the required dimensions are reached, the column formwork members used at both ends of the assembled column structure are designed without connecting fittings.

[0089] Figures 10 and 11 show schematic diagrams of the restrained area of ​​reinforced concrete columns obtained by the cast-in-situ prefabricated building column formwork components of Example 1 of the present application and by the traditional stirrup-formwork construction method, respectively. The unlined areas within the area represent the effective restrained area, and the lined areas represent the unrestrained area.

[0090] As can be seen from Figure 10, in terms of the longitudinal constraint effect, both the reinforced concrete column formed by traditional stirrups and formwork (left picture) and the reinforced concrete column formed by the new cast-in-place prefabricated building column formwork component of the present application (right picture) have non-constrained areas in the longitudinal space between adjacent layers of screws, but the reinforced concrete column formed by the new cast-in-place prefabricated building column formwork component of the present application has a smaller non-constrained area in the corresponding area.

[0091] As can be seen from Figure 11, in terms of the lateral constraint effect, the reinforced concrete column formed by traditional stirrups and formwork (left picture) and the reinforced concrete column formed by the new cast-in-place prefabricated building column formwork component of the present application (right picture) both have non-constrained areas in the lateral space between the same layer of screws and in the diagonal edge area, but the reinforced concrete column formed by the new cast-in-place prefabricated building column formwork component of the present application has a smaller non-constrained area in the corresponding area.

[0092] Example 2: Cast-in-place prefabricated building formwork beam components

[0093] As shown in Figure 5, the cast-in-place prefabricated U-shaped beam formwork component consists of 1mm-thick steel plates 1 forming a U-shaped beam formwork 102. The steel plates 1 forming the beam formwork 102 have a longitudinal length of 100mm along the center of the enclosure. Two opposing sides of the steel plates 1 are connected by rod-shaped members 2 vertically fixed to the inner side of the beam formwork 102. The rod-shaped members 2 are arranged in multiple layers, preferably an even number, and in this embodiment, two layers. Each layer of rod-shaped members 2 comprises five coplanar, parallel, and spaced apart rods 2. The rod-shaped members 2 in adjacent layers have substantially the same length, but their connection locations on the inner side of the beam formwork 102 may be staggered. The outer surface of the beam formwork 102 is covered and connected with a reinforcement layer 3. The beam formwork 102 is provided with pouring holes for pouring concrete from the outside into the hollow area formed by the enclosed steel plates 1. The enclosed area also includes a wavy restraining structure 4 for inserting and securing longitudinal reinforcement.

[0094] The beam formwork components of this embodiment are prefabricated in the factory. At the construction site, the longitudinal steel bars required for the building beam components are directly inserted into the internal hollow area of ​​the beam formwork 102, and the longitudinal steel bars are fixed to the steel plate 1 and the rod-shaped member 2 by welding to form a steel cage, and then concrete is poured into the hollow area to form a reinforced concrete structure.

[0095] Similar to the column formwork component of Example 1, the beam formwork 102 and the rod-shaped member 2 are fixed together using a special connection method. The outer surface of the beam formwork 102 is recessed inwardly at positions corresponding to the ends of the rod-shaped member 2 to form grooves 5. A raised portion 6 corresponding to the grooves 5 is formed on the inner surface of the beam formwork 102. The grooves 5 are perforated with holes for the ends of the rod-shaped member 2 to freely pass through. The ends of the rod-shaped member 2 are respectively connected to connecting fixtures, which are located in the corresponding grooves 5 and tightly fit therewith.

[0096] Similar to the column formwork component of Example 1, the connecting fixings at both ends of the rod-shaped member 2 can be an upset anchor head 7 and a nut 9, respectively. One end of the rod-shaped member 2 has an integral upset anchor head 7, and the other end of the rod-shaped member 2 is processed with an external thread and connected to a nut 9. The upset anchor head 7 and the nut 9 are respectively formed as the connecting fixings at both ends of the rod-shaped member 2. By tightening the nut 9, the connecting fixings at both ends can be tightly fitted with the groove 5. Of course, both ends can also be fixedly connected in the form of threaded nuts. When an upset anchor head is used, the upset anchor head 7 includes an anchor head body 8 with a diameter larger than that of the rod-shaped member 2; the anchor head body 8 includes a circle of fitting portion 10 formed by a protrusion, and is tightly fitted with the groove 5 through the fitting portion 10. The internal shape of the groove 5 is conical or truncated cone, and the angle formed by the groove wall and the groove bottom is about 45°. When the groove 5 and the raised portion 6 are integrally stamped, the shape of the raised 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 rod-shaped member 2 passing therethrough. Alternatively, a washer 11 can be used in place of the fitting portion 10. In this way, during the processing of the upset anchor body 8, only the size of the upset anchor 7 is ensured to be larger than its corresponding rod-shaped member 2. The fitting portion 10 need not be processed on the upset anchor body 8. Instead, a washer 11 of matching size is placed over the rod-shaped member 2, and the washer 11 is then tightly fitted with the groove 5. Preferably, the ends of the connecting fixture and the rod-shaped member 2 are located within the groove 5, not extending onto the outer surface of the steel plate 1 of the beam formwork 102. This design not only ensures a smooth formwork surface, facilitating the installation of the reinforcement layer 3 and other functional or decorative layers on the outer surface, but also allows the steel plate 1, serving as the formwork, to be closer to the cast concrete, effectively confining the concrete within.

[0097] Similar to the column formwork member of Example 1, when the connection fixing member adopts a threaded nut, a washer 11 can also be added to the nut 9 and then the thread can be tightly fitted with the groove 5.

[0098] Similar to the column formwork component of Example 1, the reinforcement layer 3 used in this embodiment is formed of a magnesium phosphate-based polymer material. The use of this material can better strengthen the bonding between the layer structure and the steel plate 1 in the beam formwork component of this application, which helps to further effectively constrain the internal concrete. The outer side of the beam formwork 102 is covered with the connected reinforcement layer 3, which can effectively protect the outer side of the beam formwork component, and after the reinforced concrete beam is cast in place, the reinforcement layer 3 can fit tightly with the beam formwork 102, providing assistance to the lateral pressure of the concrete borne by the steel plate 1 forming the beam formwork 102, and helping to better and effectively constrain the internal concrete. On the outside of the reinforcement layer 3, a concrete layer, a decorative layer, a thermal insulation layer, a sound insulation layer, a fireproof layer, wallpaper, etc. can still be covered separately according to actual needs.

[0099] Similar to the column formwork component in Example 1, the reinforcement layer 3 in the beam formwork component can also be formed by a steel mesh layer and concrete. The steel mesh layer is fixed to the anchor head body 8 and / or nut 9 by spot welding, and the steel mesh layer is tightened and fixed by the anchor head body 8 and nut 9.

[0100] Similar to the column formwork member of Example 1, the beam formwork member of this embodiment can also be provided with corresponding connecting and fitting parts at both ends along the enclosed center in the longitudinal direction (in the direction of inserting longitudinal steel bars). One end of the beam formwork member in the longitudinal direction is provided with an insertion port 12 extending outward along the longitudinal direction, and the inner side surface shape of the side wall of the other end of the beam formwork member in the longitudinal direction is configured to correspond to the shape of the insertion port 12 as a socket end 13. The socket end 12 of the beam formwork member and the socket end 13 of the other beam formwork member can fit tightly together so that the outer side surfaces of the templates after insertion can be flush with each other. Of course, other matching structures known in the art, such as matching connections in the form of card slots, can also be used, as long as multiple beam formwork members can be tightly fitted together and their outer surfaces can be flush with each other.

[0101] During installation at the construction site, the splice end 12 of the beam formwork member of this embodiment is inserted into the corresponding socket 13 of another beam formwork member of the same model. A third beam formwork member may be inserted into the latter beam formwork member as needed until the size meets the requirements of the building beam structure. Once the required size is reached, the beam formwork members used at both ends of the assembled beam structure are designed without connecting fittings.

[0102] Example 3: Cast-in-place prefabricated building shear wall components

[0103] In this embodiment, a steel plate 1 is used to form a first wall panel 1031 and a second wall panel 1032. The rod-shaped portion 2 is formed into a steel rod-shaped member 201. The steel rod-shaped member 201 connects the first wall panel 1031 and the second wall panel 1032 to form a casting cavity between the two. The specific solution is as follows:

[0104] A cast-in-place prefabricated building shear wall component, as shown in Figures 6 and 7, comprises a first wall panel 1031 and a second wall panel 1032, each formed of 1.5 mm thick steel plates with a longitudinal length of 200 mm. The first and second wall panels 1031, 1032 may be constructed of the same specifications, or they may be constructed of different specifications within a specific size range as needed. The opposing surfaces of the first and second wall panels 1031, 1032 are connected by steel rod-shaped members 201, in the form of screws, vertically fixed to their inner surfaces. The steel plates of the first and / or second wall panels 1031, 1032 may be formed by connecting multiple longitudinally spaced steel sections. The steel rod-shaped members 201 may have multiple layers, preferably an even number; in this embodiment, eight layers are shown. Each layer of steel rod-shaped members 201 comprises five coplanar, parallel, and spaced-apart steel rod-shaped members 201. The outer surfaces of the first and second wall panels 1031, 1032 are preferably covered and connected with a reinforcement layer 3, which may be made of different or identical materials. The first wall panel 1031 and / or the second wall panel 1032 are provided with pouring holes (not shown) for pouring concrete from the outside into the cavity therebetween; the cavity also includes a structure for inserting and fixing longitudinal steel bars (not shown).

[0105] The cast-in-place prefabricated building shear wall components of this embodiment are prefabricated in a 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 1031 and the second wall panel 1032, and the longitudinal steel bars are fixed to the steel plates of the first wall panel 1031 and / or the second wall panel 1032 and the steel rod-shaped members 201 by welding to form a steel cage, and then concrete is poured into the cavity to form a reinforced concrete structure.

[0106] In this embodiment, the steel plates of the first wall panel 1031 and / or the second wall panel 1032 are secured to the steel rod-shaped member 201 via a special connection method. The outer surfaces of the steel plates of the first wall panel 1031 and / or the second wall panel 1032 are recessed inwardly at positions corresponding to the ends of the steel rod-shaped member 201 to form grooves 5. Protrusions 6 corresponding to the grooves 5 are formed on the inner surfaces of the steel plates of the first wall panel 1031 and / or the second wall panel 1032. The grooves 5 are perforated with holes through which the ends of the steel rod-shaped member 201 can freely pass. Connecting fixtures are connected to the ends of the steel rod-shaped member 201, respectively. The connecting fixtures are located within the corresponding grooves 5 and fit tightly against them.

[0107] In this embodiment, as shown in Figure 7, the connecting fixtures at both ends of the steel rod-shaped member 201 are an upset anchor head 7 and a nut 9, respectively. One end of the steel rod-shaped member 201 has an integral upset anchor head 7, while the other end of the steel rod-shaped member 203 is externally threaded and connected to the nut 9. The upset anchor head 7 and nut 9 form the connecting fixtures at both ends of the steel rod-shaped member 201. Tightening the nut 9 secures the connecting fixtures at both ends to the groove 5. Alternatively, both ends can be fixed using threaded nuts.

[0108] The shear wall component of this embodiment can still refer to the design of the upset anchor head in the column component of Example 1 or the beam component of Example 2. As shown in Figure 3, when the upset anchor head 7 is used, the upset anchor head 7 includes an anchor head body 8 with a diameter larger than the steel rod-shaped member 201; the anchor head body 8 includes a ring of fitting portion 10 formed by a protrusion, and is tightly fitted with the groove 5 through the fitting portion 10. The internal shape of the groove 5 is conical or truncated cone, and the angle formed by the groove wall and the groove bottom is about 45°. When the groove 5 and the protrusion 6 are stamped into one piece, the shape of the protrusion 6 corresponding to the groove 5 is consistent with the groove 5, and its inner diameter can be 2-3 times the diameter of the steel rod-shaped member 201 passing through it. When the fitting portion 10 and the anchor head body 8 are not processed as one piece, 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 its corresponding steel rod-shaped member 201. It is not necessary to process the fitting portion 10 on the upset anchor head body 8. Instead, a washer 11 of matching size is separately used and sleeved on the steel rod-shaped member 201, and then the washer 11 is tightly fitted with the groove 5.

[0109] Preferably, both ends of the connecting fixture and the steel rod-shaped member 201 are located within the groove 5, and do not extend beyond the outer surface of the steel plates of the first wall panel 1031 and / or the second wall panel 1032. This design not only ensures the flatness of the steel plate surface, facilitating the installation of the reinforcement layer 3 and other functional or decorative layers on the outer surface, but also allows the steel plates of the first wall panel 1031 and the second wall panel 1032, which serve as the formwork, to be closer to the cast-in-place concrete, thereby helping to better and more effectively restrain the internal concrete.

[0110] When a threaded nut is used as the connecting fixture, a washer 11 can also be added to the nut 9 to achieve a tight fit with the thread and the groove 5, and is no longer shown separately.

[0111] The materials used for the outer reinforcement layers of the first wall panel 1031 and / or the second wall panel 1032 can be the same or different. As shown in Figure 6, the outer reinforcement layer 3 of the first wall panel 1031 in this embodiment comprises a steel mesh layer plus a concrete layer, while the outer reinforcement layer 3 of the second wall panel 1032 comprises a magnesium phosphate-based polymer material layer. These materials can effectively strengthen the bond between this layer structure and the steel plate of the shear wall component, further effectively confining the concrete within. The outer surfaces of the first wall panel 1031 and / or the second wall panel 1032 are covered with the reinforcement layer 3, effectively protecting the outer surface of the shear wall component. After the reinforced concrete wall is cast in place, the reinforcement layer 3 can adhere tightly to the steel plate, helping to mitigate the lateral pressure of the concrete on the steel plate and effectively confining the concrete within. The outer surface of the reinforcement layer 3 can also be covered with a concrete layer, decorative layer, thermal insulation layer, sound insulation layer, fireproof layer, wallpaper, etc., as needed. In this application, the reinforcement layer 3 can also be formed from any other material known in the art that has good adhesion to the steel plate.

[0112] In this embodiment, corresponding connection fitting parts are respectively provided at both ends of the shear wall component in the longitudinal direction (the direction of insertion of the longitudinal steel bars). One end of the shear wall component in the longitudinal direction is provided with a plug-in interface extending outward along the longitudinal direction, and the inner surface shape of the side wall of the other end of the shear wall component in the longitudinal direction is configured to correspond to the shape of the plug-in interface as a socket end. The plug-in interface of the shear wall component and the socket end of the other shear wall component can fit tightly together so that the outer surfaces of the shear wall components after insertion can be flush with each other. Of course, other matching structures known in the art, such as matching connections in the form of card slots, 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 matching structures are well known to those skilled in the art, such as the connection slot structure disclosed in Chinese patent application document CN216196563U.

[0113] During on-site installation, the splice end of a shear wall component is inserted into the corresponding socket of another shear wall component of the same model. A third shear wall component can be added to the latter as needed until the dimensions meet the building's wall structure requirements. Once the required dimensions are reached, the shear wall components at each end of the combined wall structure are designed without connectors.

[0114] The present application can also set up decorative accessories such as wire conduits and wire boxes between the first wall panel 1031 and the second wall panel 1032, all of which can be fixedly installed in the wall with steel rods or steel plates as supports, thereby further improving construction efficiency. After pouring concrete, no subsequent decoration is required, which is convenient for application and promotion.

[0115] Example 4: Cast-in-place prefabricated building floor components

[0116] In this embodiment, the floor slab body 104 is made of steel plate 1, and the rod-shaped portion 2 forms a connecting portion 202. The connecting portion 202 connects the floor slab body 104 and the steel bar 15 to form a casting cavity between the two. The specific solution is as follows:

[0117] A cast-in-place prefabricated building floor component, as shown in Figures 8 and 9, is made of a 1.5mm thick steel plate 1 to form a floor body 104, and its length in the longitudinal direction is 200mm. A plurality of rod-shaped connecting parts 202 protrude from one side of the floor body 104 (defined as the inner side), one end of the connecting part 202 is vertically fixedly connected to the floor body 104, and a steel bar 15 is provided on the other end. The steel bar 15 is parallel to the floor body 104 and forms a casting cavity between the two. The floor component is provided with a pouring hole (not shown) that can pour concrete from the outside into the casting cavity. The steel bar 15 of the present application adopts a bidirectional steel bar, including transverse stress-bearing bars and longitudinal stress-bearing bars arranged in a crisscross manner, which facilitates the transmission and dispersion of force and improves the bearing capacity of larger floor slabs.

[0118] The cast-in-situ prefabricated building floor slab components of this embodiment are prefabricated in a factory, and at the construction site, concrete is poured into the casting cavity to form a reinforced concrete floor slab structure.

[0119] In this embodiment, the floor slab body 104 and the connecting portion 202 are fixed together using a special connection method. The outer surface of the floor slab body 104 is inwardly recessed to form a groove 5, and a protrusion 6 corresponding to the groove 5 is formed in the casting cavity. One end of the connecting portion 202 passes through the groove 5 via the outer side of the floor slab body 104. This end has a roughened anchor head 7, which is located in the groove 5 and abuts against it as the outer side connecting and fixing member. The connecting portion 202 has an external thread at the portion intersecting with the inner side of the floor slab body 104, and is abutted against the inner side of the floor slab body 104 via a nut 9 as the inner side connecting and fixing member.

[0120] As shown in FIG9 , when an upset anchor head 7 is used, the upset anchor head 7 includes an anchor head body 8 having a diameter greater than that of the connecting portion 202; the anchor head body 8 includes a ring of fitting portions 10 formed by a protrusion, and is tightly fitted with the groove 5 through the fitting portion 10. The internal shape of the groove 5 is conical or truncated cone, and the angle formed between the groove wall and the groove bottom is about 45°. When the groove 5 and the raised portion 6 are stamped into one piece, the shape of the raised 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 connecting portion 202 passing therethrough. When the fitting portion 10 and the anchor head body 8 are not processed as one piece, 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, only the size of the upset anchor head 7 is ensured to be larger than its corresponding connecting portion 202. It is not necessary to process the fitting portion 10 on the upset anchor head body 8. Instead, a washer 11 of matching size is used to fit over the connecting portion 202, and then the washer 11 is tightly fitted with the groove 5. Preferably, the end of the connecting portion 202 on the outer side of the floor slab body 104 is located inside the groove 5, rather than extending to the outer side of the floor slab body 104. This design not only ensures the smoothness of the surface of the floor slab body 104, facilitating the installation of the reinforcing layer 3 and other functional layers or decorative layers on the outer side, but also allows the steel plate serving as the formwork to be closer to the cast-in-place concrete in terms of force, helping to better and more effectively restrain the internal concrete.

[0121] Considering the difficulty of the processing technology of the upsetting anchor head, it is also possible to use the inner and outer sides connected by threads as the connecting fixing parts, which can reduce the processing difficulty, reduce the processing cost, increase the product qualification rate, and facilitate its large-scale production.

[0122] The reinforcing layer 3 used in this embodiment is a magnesium phosphate-based polymer material layer. The use of this material can better strengthen the bonding strength between the layer structure and the floor body 104 of the floor component of the present application, which helps to further effectively constrain the internal concrete. The outer side of the floor body 104 is covered with the connected reinforcing layer 3, which can effectively protect the outer side of the floor component, and after the cast-in-place reinforced concrete floor slab, the reinforcing layer 3 can be tightly fitted with the floor body 104, providing assistance to the concrete lateral pressure borne by the floor body 104, which helps to better effectively constrain the internal concrete. On the outside of the reinforcing layer 3, a concrete layer, a decorative layer, a thermal insulation layer, a sound insulation layer, a fireproof layer, wallpaper, etc. or other decorative or decoration pre-installed parts can still be covered separately according to actual needs, such as a wire trough, a lamp installation port or other embedded parts, so that after the floor is installed, no subsequent decoration is required, further improving the assembly level of the building.

[0123] In the present application, the reinforcing layer 3 can also be formed by any material known in the prior art that has good adhesion to the steel plate, such as a steel mesh layer plus a concrete layer, and the steel mesh layer is fixedly connected to the anchor head body 8 by spot welding, and the steel mesh layer is pressed and fixed by the anchor head body 8.

[0124] In this embodiment, each end of the floor member is provided with a corresponding connecting portion. One end is provided with a plug socket extending outward in the longitudinal direction. The inner side surface of the side wall of the other end is shaped to match the plug socket and serve as a socket. The plug socket and the socket end of the other floor member can be tightly fitted together, so that the outer surfaces of the floor members are flush after insertion. Of course, other mating structures known in the art, such as slot-type mating connections, can also be used, as long as they can tightly fit multiple floor members together and their outer surfaces are flush.

[0125] During on-site installation, the splice end of a floor slab is inserted into the corresponding socket of another floor slab of the same model. A third floor slab can be added to the latter as needed until the required dimensions are met. Once the required dimensions are achieved, the floor slabs at each end of the assembled floor structure are designed without connectors.

[0126] Example 5: Cast-in-place prefabricated building floor components

[0127] This cast-in-place prefabricated building floor component differs from Example 4 in that the connecting portion 202 adopts an L-shaped structure, with its bottom horizontal section directly attached and fixed to the inner side of the floor body 104 as a connecting fixture, and its vertical section connected to the steel bar 15. This direct fixing method eliminates the need for simultaneous connection and fixing of the groove 5 and the inner and outer sides, further reducing processing difficulty and costs, increasing product qualification rates, and facilitating large-scale production.

[0128] Example 6 Column member stress test

[0129] According to Example 1, a cast-in-place prefabricated building column formwork structure was first prepared, wherein the steel plate thickness was 1.2 mm, the column height was 960 mm, and the column section width and height were both 290 mm (the column section width and height were both 290 mm, taking into account the thickness of the outer 30 mm decorative layer that was not subjected to stress). Then, longitudinal reinforcement was added at a longitudinal reinforcement ratio of 1.8% and concrete was poured on-site to obtain a test cast-in-place prefabricated formwork column component. As a control, a conventional reinforced concrete column was constructed using a detachable formwork to tie the steel bars, then concrete was poured and the formwork was removed to obtain a test control reinforced concrete column component of the same specifications, with a column section height and width of 320 mm. The applicant's organization commissioned Chongqing University to conduct relevant load tests on the above cast-in-place prefabricated formwork column component and the control conventional reinforced concrete column component, and the following test data were obtained.

[0130] 1. Axial compression test

[0131] Axial compression tests investigate the mechanical properties of vertical compressive components, such as columns, under axial pressure. Ideally, the axial pressure passes through the component's axis, and the component experiences only axial pressure, with no bending moments or shear forces acting upon it. The basic principle is to apply gradually increasing axial pressure and observe and record the deformation, strain, and failure mode of the component during the compression process.

[0132] The test loading was performed using a 1000-ton long-column compression testing machine manufactured by the Changchun Testing Machine Research Institute. Strain data were obtained using resistance strain gauges, and displacement was measured using a resistance displacement meter with a measurement accuracy of 0.001mm. Load, strain, and displacement data were collected using the DH5922D dynamic strain acquisition system manufactured by Donghua Testing. Geometric alignment was used to ensure that the center of load passed through the component centroid. Before the actual test began, a preload method was used to eliminate the gap between the testing machine platen and the component. Then, the actual loading began. Until 70% of the calculated bearing capacity was reached, a load-controlled, step-by-step loading method was used, with each level applying a 50kN load. Each level was maintained for 5 minutes, and the next level of loading was applied after both strain and displacement stabilized. After reaching 70% of the calculated bearing capacity, a displacement recording method was used, with each level applying a 0.01mm displacement. Once the load, displacement, and strain data stabilized, the next level of loading was applied. The component was considered to have failed and the test was terminated only when the load dropped to 85% of the ultimate load. Displacement, strain, and load data were monitored and recorded in real time throughout the loading process.

[0133] The results are shown in Table 1. FIG12 shows a comparison of the load-displacement curves of the axially compressed members of the conventional reinforced concrete column and the cast-in-situ precast formwork column member of the present application.

[0134] Table 1 Axial compression test of traditional reinforced concrete column components and cast-in-situ prefabricated formwork column components of this application

[0135] It can be seen from the test results that after the traditional reinforced concrete column components reach the ultimate bearing capacity, the column concrete will then show obvious spalling, the bearing capacity will drop rapidly, the displacement will increase rapidly, and it will show obvious brittle failure. On the contrary, for the cast-in-place prefabricated building formwork column components of this application, after the components reach the ultimate bearing capacity, as the displacement increases, the component bearing capacity slowly decreases, and the components show very obvious ductile failure. The test shows that using the same design method, the axial compressive bearing capacity of the cast-in-place prefabricated building formwork column components is about 20% higher than that of the traditional reinforced concrete column components. Under the action of axial pressure, the cast-in-place prefabricated building formwork column components are superior to traditional reinforced concrete column components in both bearing capacity and ductility.

[0136] 2. Column low cycle reciprocating test

[0137] Low-cycle cyclic testing of columns is primarily used to study the mechanical properties of columns under repeated horizontal loads, such as earthquakes. During earthquakes, building columns are subjected to repeated tension, compression, and bending deformation. This low-cycle cyclic testing simulates the stress conditions experienced by columns under earthquakes. The test generates a hysteresis curve, which reflects important mechanical performance indicators such as the column's energy dissipation capacity, strength, and stiffness.

[0138] The horizontal load on the column was applied using a JSF-II high-precision static servo hydraulic control console produced by Chengdu Servo Hydraulic Equipment Co., Ltd. Vertical loads were applied using a ZB4-500 electric oil pump produced by Liuzhou Ruike Machinery Co., Ltd. in conjunction with a QF-200T hydraulic jack produced by Dezhou Junda Hydraulic Instrument Co., Ltd. After the vertical loads were applied, a small-tonnage horizontal load was used to verify the alignment of the component. Once the alignment was confirmed, horizontal displacement was applied using displacement control according to a predetermined system. The displacement loading system is shown in the figure below. During the test, a DH5922D dynamic strain acquisition system produced by Donghua Testing was used to detect and record the component's vertical load, horizontal load, and horizontal displacement in real time.

[0139] Mechanical data related to the cast-in-place prefabricated building formwork columns of this application and a conventional reinforced concrete column used as a control were measured during low-cycle reciprocating tests, including the longitudinal reinforcement yield strength, concrete cube compressive strength, and horizontal ultimate bearing capacity. The results are shown in Table 2 below. Figure 13 shows a comparison of the hysteresis curves of the conventional reinforced concrete column and the cast-in-place prefabricated formwork column components of this application during low-cycle reciprocating tests.

[0140] Table 2 Low cycle reciprocating test of traditional reinforced concrete columns and cast-in-place prefabricated formwork column components of this application

[0141] The above results show that, under the same axial pressure level, the ultimate horizontal thrust of the cast-in-place precast formwork column components is greater than that of traditional reinforced concrete columns, and the cast-in-place precast formwork components have a stronger shear bearing capacity. The hysteresis curve of the cast-in-place precast formwork column components is fuller and has a stronger energy dissipation capacity, indicating that under earthquake action, the cast-in-place precast formwork components have a better energy dissipation capacity and superior seismic performance.

[0142] In summary, under earthquake action, cast-in-place prefabricated formwork column components are superior to traditional reinforced concrete components in terms of bearing capacity and energy dissipation capacity.

[0143] Example 7 Beam member stress test

[0144] According to Example 2, a formwork was first prepared for the cast-in-place prefabricated building beam formwork component structure, wherein the steel plate thickness was 1.2 mm, the beam section width and height were 160*380 mm, 3 HRB400 steel bars with a diameter of 25 mm were configured at the bottom of the beam, and 2 HRB400 steel bars with a diameter of 12 mm were configured at the top. After the steel bars were placed in the formwork, concrete was poured on site to obtain a test cast-in-place prefabricated formwork beam component; as a control, a traditional reinforced concrete beam was used to tie the steel bars with a detachable formwork, and then the concrete was poured and the formwork was removed to obtain the same specifications, with a beam section size of 200*400, 2 HRB400 steel bars with a diameter of 12 mm at the top of the beam, 3 HRB400 steel bars with a diameter of 25 mm at the bottom, and the stirrups were two-legged stirrups with a diameter of 10 mm and a spacing of 150 mm. The applicant's unit commissioned Chongqing University to conduct relevant stress tests on the above-mentioned cast-in-place prefabricated formwork beam components and obtained the following test data.

[0145] 1. Beam bending test

[0146] Beams are the primary bending members in building structures. Testing of bending beams aims to investigate the mechanical properties of beams under bending loads, including their bending capacity, deformation characteristics, crack development patterns, and failure modes.

[0147] The test loading was performed using a ZB4-500 electric oil pump manufactured by Liuzhou Ruike Machinery Co., Ltd. in conjunction with a QF-200T hydraulic jack manufactured by Dezhou Junda Hydraulic Instrument Co., Ltd. The jack applied a vertical load to a rigid beam, which in turn applied the load to the test member. Strain was measured using a resistance strain gauge, and displacement was measured using a resistance displacement meter. Strain, displacement, and load data were collected in real time using a DH5922D dynamic strain acquisition system manufactured by Donghua Testing.

[0148] The test process is as follows: correctly install the above-mentioned test beam component on the support of the testing machine, check that the axis of the beam is horizontal and the loading point is accurately positioned, then start preloading to eliminate the horizontal gap and ensure that the load passes through the center of the beam. After the preloading is completed, formal loading begins. The test loading adopts a segmented loading method. Before the load reaches 70% of the estimated load, load-controlled loading is adopted. Each level is loaded with 10KN. After the loading is completed, the load is held for 5 minutes. After the displacement and strain data are stable, the next level of loading is carried out. After the load reaches 70% of the estimated load, displacement-controlled loading is adopted. Before reaching the ultimate load, each level of displacement is loaded at 0.01mm. After reaching the ultimate displacement, each level of displacement is loaded at 0.05mm until the load drops to 85% of the ultimate load. The test can be stopped. The load, displacement, strain and other data of the beam component are recorded throughout the test.

[0149] The results are shown in Table 3. Figure 14 shows a comparison of the bending beam test results of the conventional reinforced concrete beam and the cast-in-situ precast formwork beam component of the present application.

[0150] Table 3 Test results of traditional reinforced concrete beams and cast-in-place precast formwork bending beams

[0151] The test results show that the deflection corresponding to the ultimate load of cast-in-place precast formwork beams is 22mm, or 1 / 140 of the span, while the deflection corresponding to the ultimate load of traditional reinforced concrete beams is 16mm, or 1 / 180 of the span. After reaching the ultimate bearing capacity, the cast-in-place precast formwork beams can still maintain a certain bearing capacity as the deflection continues to increase. When the mid-span deflection reaches 37mm, or 1 / 83 of the span, the bearing capacity is still 89% of the ultimate bearing capacity. This shows that under bending moment, the ductility and bearing capacity of cast-in-place precast formwork beams are superior to those of traditional reinforced concrete beams.

[0152] 2. Torsion member test

[0153] The cross-section and reinforcement of the torsion test specimens were identical to those of the flexural members. The torsion members were loaded using the JSF-II high-precision static servo-hydraulic control system manufactured by Chengdu Servo Hydraulic Equipment Co., Ltd. Strain was measured using resistance strain gauges, and displacement was measured using a resistance displacement meter. Strain, displacement, and load data were collected in real time using the DH5922D dynamic strain acquisition system manufactured by Donghua Testing. After the cast-in-place prefabricated formwork components used in the test were installed, they were preloaded to eliminate installation gaps. The load was then reset to zero, and formal loading began. Loading was divided into two stages. Before reaching 70% of the estimated torque, load-controlled loading was applied, with each level of torque being 1 kN.m. After each level of loading, the load was held for 5 minutes. Once the displacement and strain data stabilized, the next level of loading was initiated. After the load reaches 70% of the estimated torque, the displacement-controlled loading method is adopted, and the torsional displacement angle is 0.05° at each level. When the torque reaches 85% of the ultimate torque, the component is considered to have been damaged and the test can be stopped. During the test, the load, displacement, strain and other data of the beam component are recorded throughout the test.

[0154] The test results are shown in Table 4. FIG15 shows the torque-angle curve of the cast-in-situ precast formwork beam component of the present application.

[0155] Table 4 Torsion test of cast-in-situ prefabricated formwork beam components in this application

[0156] From the above results, it can be seen that when the component angle is 1.5°, the component reaches its elastic limit, corresponding to a torque of approximately 25 kN.m. When the component angle reaches approximately 9°, the cast-in-place precast formwork component reaches an ultimate torque of 45.8 kN.m. According to the specification, the ultimate torsional bearing capacity of the component is calculated to be 34.2 kN.m. The ultimate bearing capacity of the component obtained from the test is approximately 30% higher than the value calculated in the specification. As the component angle continues to increase, the ultimate torque can still be maintained with almost no decrease. Until the loading actuator is loaded to the maximum stroke and the displacement meter reaches the maximum range, the component bearing capacity still does not show a significant decrease. It can be seen that under the action of torque, the ductility and bearing capacity of the cast-in-place precast formwork components are superior to those of traditional reinforced concrete torsional components.

[0157] To sum up, the above stress test results prove that the columns, beams and other structures formed by the cast-in-place prefabricated building formwork components of this application can better restrain the poured concrete, especially increase the restraint area, thereby improving the overall shear resistance and bearing capacity of the building, which is of great significance for the seismic resistance of buildings in earthquake conditions.

[0158] The above is only an embodiment of the present application. Common knowledge such as the known specific structures and characteristics in the scheme is not described in detail here. Ordinary technicians in the relevant field are aware of all common technical knowledge in the technical field of the invention before the application date, can obtain all existing technologies in the field, and have the ability to apply conventional experimental means before that date. Ordinary technicians in the relevant field can improve and implement this scheme in combination with their own abilities under the inspiration given by this application. Some typical known structures or known methods should not become obstacles for ordinary technicians in the relevant field to implement this application. It should be pointed out that for those skilled in the art, without departing from the structure of this application, several variations and improvements can be made, which should also be regarded as the scope of protection of this application. These will not affect the effect of the implementation of this application and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. A cast-in-place prefabricated building formwork component suitable for columns or beams, comprising a cylindrical formwork and stirrups fixed to the formwork, wherein the upper and lower ends of the formwork are provided with connecting portions for mating with adjacent formworks; characterized in that: The formwork is enclosed by a steel plate (1), and the stirrups are composed of the steel plate (1) and a rod-shaped member (2) fixedly connected to the inner side surface of the steel plate (1).

2. A cast-in-place prefabricated building shear wall component, comprising a first wall panel (1031) and a second wall panel (1032) arranged opposite to each other, wherein the first wall panel (1031) and the second wall panel (1032) are connected by a plurality of anchors to form a cavity therebetween; characterized in that: The first wall panel (1031) and the second wall panel (1032) are both made of steel plates (1), and the anchor is a steel rod-shaped member (201) fixedly connected between the inner side surfaces of the first wall panel (1031) and the second wall panel (1032).

3. A cast-in-place prefabricated building floor component, comprising a floor body (104) and a plurality of rod-shaped connecting portions (202) protruding from the inner side of the floor body (104), wherein the connecting portions (202) connect opposite floor bodies (104), and the ends of the floor components are provided with connecting and matching portions for matching with adjacent floor components; characterized in that: The floor slab body (104) is made of a steel plate (1), and a steel bar (15) is provided on the connecting portion (202). The steel bar (15) is parallel to the floor slab body (104) and forms a casting cavity between the two.

4. The cast-in-place prefabricated building formwork component suitable for columns or beams according to claim 1, wherein the formwork is formed by fixedly connecting multiple sections of steel plates (1) separated in the longitudinal direction along their enclosed center.

5. The cast-in-place prefabricated building shear wall component according to claim 2, wherein the first wall panel (1031) and / or the second wall panel (1032) are formed by fixedly connecting multiple sections of steel plates (1) separated in the longitudinal direction.

6. The cast-in-situ prefabricated building floor component according to claim 3, wherein the floor body (104) is formed by fixedly connecting a plurality of steel plates (1) separated in the width direction thereof.

7. The cast-in-place prefabricated building formwork component suitable for columns or beams according to claim 4, the cast-in-place prefabricated building shear wall component according to claim 5, or the cast-in-place prefabricated building floor component according to claim 6, wherein the fixed connection is formed by spot welding.

8. According to the cast-in-place prefabricated building formwork component suitable for columns or beams according to any one of claims 1, 4 or 7, or the cast-in-place prefabricated building shear wall component according to any one of claims 2, 5 or 7, or the cast-in-place prefabricated building floor slab component according to any one of claims 3, 6 or 7, the outer side surface of the formwork and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab body (104) is further provided with a reinforcement layer (3), and the reinforcement layer (3) is a magnesium phosphate-based material layer fixedly connected to the outer side surface of the formwork and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab body (104).

9. The cast-in-situ prefabricated building formwork component suitable for columns or beams according to any one of claims 1, 4 or 7, or the cast-in-situ prefabricated building shear wall component according to any one of claims 2, 5 or 7, or the cast-in-situ prefabricated building floor component according to any one of claims 3, 6 or 7, wherein the relative outer side surfaces of the formwork and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor panel body (104) are respectively indented inwardly to form grooves (5), and a protrusion (6) corresponding to the grooves (5) is formed in the internal hollow area or cavity therebetween, and the rod-shaped member (2) or steel member (103) is provided with a plurality of protrusions (6) corresponding to the grooves (5). The two ends of the rod-shaped member (201) or the connecting portion (202) are respectively passed through the protruding portion (6) into the groove (5); the two ends of the rod-shaped member (2) or the steel rod-shaped member (201) or the connecting portion (202) are respectively provided with connecting fixing members, and the connecting fixing members are located in the corresponding groove (5) and fit therewith; the connecting fixing members and the ends of the rod-shaped member (2) or the steel rod-shaped member (201) or the connecting portion (202) are all located in the groove (5) and do not protrude from the outer side surface of the formwork and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab body (104).

10. The cast-in-place prefabricated building formwork component or cast-in-place prefabricated building shear wall component or cast-in-place prefabricated building floor slab component suitable for columns or beams according to claim 9, wherein one end of the rod-shaped member (2) or steel rod-shaped member (201) or connecting portion (202) has an upset anchor head (7), and the other end is an external thread that can be connected to a nut (9), and the upset anchor head (7) and the nut (9) are respectively formed as connecting fixing members at both ends of the rod-shaped member (2) or steel rod-shaped member (201) or connecting portion (202).

11. According to the cast-in-place prefabricated building formwork component or cast-in-place prefabricated building shear wall component or cast-in-place prefabricated building floor component suitable for columns or beams according to claim 9, both ends of the rod-shaped member (2) or steel rod-shaped member (201) or connecting portion (202) are external threads that can be connected to nuts (9), respectively forming connecting fixing members at both ends of the rod-shaped member (2) or steel rod-shaped member (201) or connecting portion (202).

12. The cast-in-place prefabricated building floor component according to any one of claims 9 to 11, wherein the connecting portion (202) is an L-shaped structure, wherein the bottom horizontal section is directly fixedly connected to the inner side surface of the floor body (104) as a connecting fixture, and the vertical section is connected to the steel bar (15).

13. The cast-in-place prefabricated building formwork component or cast-in-place prefabricated building shear wall component or cast-in-place prefabricated building floor component suitable for columns or beams according to claim 10, wherein the upset anchor head comprises an anchor head body (8) having a diameter greater than the diameter of the rod-shaped member, which protrudes outward to form a circle of fitting portion (10), and the fitting portion (10) can fit with the groove (5); or the anchor head body (8) fits with the groove (5) through a washer (11) provided on the rod-shaped member (2) or the steel rod-shaped member (201) or the connecting portion (202), and the diameter of the washer (11) is greater than that of the anchor head body (8).

14. The cast-in-place prefabricated building formwork component, cast-in-place prefabricated building shear wall component, or cast-in-place prefabricated building floor slab component suitable for columns or beams according to claim 9, wherein the angle formed between the side wall and the bottom of the groove (5) is 30-60°; and the diameter of the protrusion (6) is 2-5 times the diameter of the rod-shaped member (2) or the steel rod-shaped member (201) or the connecting portion (202).

15. The cast-in-place prefabricated building formwork component suitable for columns or beams according to claim 1, the cast-in-place prefabricated building shear wall component according to claim 2, or the cast-in-place prefabricated building floor component according to claim 3, wherein the connecting fitting portion at one end of the component can fit tightly with the corresponding connecting fitting portion of the adjacent component, so that the two components can be spliced ​​together and their outer side surfaces are flush with each other.

16. The cast-in-place prefabricated building formwork component, cast-in-place prefabricated building shear wall component, or cast-in-place prefabricated building floor slab component suitable for columns or beams according to claim 15, wherein the connecting fitting portion is in the form of a slot fit or a plug-in fit.

17. The cast-in-place prefabricated building formwork component or cast-in-place prefabricated building shear wall component or cast-in-place prefabricated building floor slab component suitable for columns or beams according to any one of claims 1 to 16, wherein the rod-shaped members (2) or steel rod-shaped members (201) or connecting portions (202) are arranged in multiple layers in the longitudinal direction of the formwork and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab body (104), the rod-shaped members (2) or steel rod-shaped members (201) or connecting portions (202) of the same layer are arranged in parallel with the same plane, and the rod-shaped members (2) or steel rod-shaped members (201) or connecting portions (202) of adjacent layers are arranged crosswise in a vertical direction or crosswise in parallel directions at different positions.

18. The cast-in-situ prefabricated building formwork component suitable for columns or beams according to any one of claims 1, 4, and 7 to 17, wherein the formwork is made of a seamless steel pipe or formed by transversely bending steel plates and then enclosing them.

19. The cast-in-situ prefabricated building floor component according to any one of claims 3 or 6-18, wherein the steel bar (15) is a steel mesh formed by a plurality of crisscrossing steel bars.

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