Cast-in-place prefabricated building formwork component
Patent Information
- Application Number
- AU2025224974
- Authority / Receiving Office
- AU · AU
- Patent Type
- Applications
- Current Assignee / Owner
- Priority Date
- 2025-01-20
- Filing Date
- 2025-02-19
- Publication Date
- 2026-10-08
Smart Images
Figure 00000000_0000_ABST
Abstract
Description
Currently, reinforced concrete buildings are the most common building structures. Reinforced concrete, often abbreviated as RC in engineering, refers to a composite material formed by adding rebar mesh, steel plates, or fibers to concrete, which acts together with the concrete to improve the mechanical properties of the concrete. Concrete (commonly abbreviated as C) is a general term for engineering composite materials formed by cementing aggregates with a cementitious material. The term "concrete" as commonly used in construction engineering refers to cement concrete obtained by mixing cement as the cementitious material, sand and stone as aggregates, with water and other admixtures and additives in a certain proportion. In the present invention, the terms "concrete" and "C" have the same meaning and are interchangeable. In reinforced concrete buildings, rebars (including longitudinal rebars and stirrups), formwork, and concrete are the main component. Longitudinal rebars are rebars arranged parallel to the longitudinal axis of the building component, acting as the main load-bearing and stress-bearing elements of the concrete in the longitudinal direction. Traditional stirrups are also a type of rebar, generally processed from plain round steel bars into the required shape by welding or other processes, and are arranged perpendicular to the longitudinal rebars to provide transverse shear resistance to the component. Construction formwork is generally a temporary supporting structure, being designed and manufactured to shape reinforced concrete components into the specified position and geometric dimension, so as to maintain their correct position, and bear the self-weight of the formwork and external loads acting thereon. Classified by material properties, the formwork includes timber formwork, concrete formwork, steel formwork, aluminum formwork, etc. The present invention differs from the prior art in that, it does not require two separate structures—formwork and stirrups—but instead uses a same structure to function simultaneously, both of which participate in the substantial confinement effect on the concrete. The steel plate of the present invention has a thickness of 0.8-10 mm, more preferably 1-1.5 mm, and a longitudinal length of 40-1000 mm, more preferably 100-300 mm. The term "enclosing" or "enclosing steel plate" as used in the present invention refers to a structure formed by a planar structure such as a steel plate bending inward along a certain axis, and surrounding and trending to close, for example by welding. The referred enclosing structure in the present invention may be a fully closed structure or a semi-closed structure with partial openings, with its cross-sectional shape being closed square, rectangular, circular, polygonal, or a semi-closed U-shape, cross-shape, L-shape, T-shape, etc. Embodiment 1: Prefabricated Formwork Column Component for Cast-in-Place A prefabricated column formwork component for cast-in-place, as shown in FIGS. 1-4, is formed by enclosing a 1.5 mm thick steel plate 1 into a closed rectangular column form shell 101. The column form shell 101 has a longitudinal length of 200 mm along its enclosing center, and opposite faces of the column form shell 101 are connected by rod-shaped components 2 in the form of screws vertically secured to the inner side surfaces of the enclosing column form shell 101. The column form shell 101 is formed by fixedly connecting a plurality of segments of steel plate 1 longitudinally separated along its enclosing center; FIG. 1 shows a welded connection of two segments of steel plate, with 14 referring to the weld seam. The rod-shaped components 2 are arranged in multiple layers, preferably in an even number of layers; the shown embodiment has four layers, with each layer of rodshaped components 2 comprising ten coplanar rod-shaped components 2 arranged parallel to each other and spaced apart from each other, and the length directions of rod-shaped components 2 in adjacent layers being perpendicular to each other, alternating in longitudinal and transverse directions. A reinforcing layer 3 is covered and connected to the outer side of the column form shell 101. The column form shell 101 is provided with pouring holes (not shown) that allow concrete to be poured from the outside into the internal hollow region defined by the column form shell 101; the enclosing region also includes a structure for inserting and fixing longitudinal rebars (not shown). The prefabricated column formwork component for cast-in-place of this embodiment is prefabricated in a factory. On the construction site, the required longitudinal rebars for the column formwork component are directly inserted into the internal hollow region of the column form shell 101, and the longitudinal rebars are fixed to the column form shell 101 and the rod-shaped components 2 by welding to form a rebar cage, followed by casting concrete into the hollow region to form a reinforced concrete structure. In this embodiment, the column form shell 101 and the rod-shaped components 2 are fixed by a special connection. The outer side of the column form shell 101 is recessed inwardly at positions corresponding to the two ends of the rod-shaped components 2 to form grooves 5, and protrusions 6 corresponding to the grooves 5 are formed on the inner side of the column form shell 101. The grooves 5 are provided with through holes to allow two ends of the rod-shaped components 2 to pass freely through the grooves 5. Both ends of the rod-shaped components 2 are respectively connected with connecting fasteners which are located in the corresponding grooves 5 and fitted with the grooves 5 tightly. In this embodiment, the connecting fasteners at the two ends of the rod-shaped components 2 are respectively an upset anchor head 7 and a nut 9. One end of the rodshaped components 2 is provided with an upset anchor head 7 formed by integral upsetting, and the other end of the rod-shaped components 2 is machined with an external thread and connected with a nut 9. The upset anchor head 7 and the nut 9 respectively act as the connecting fasteners at the two ends of the rod-shaped components 2, so that a tight fit between the connecting fasteners at both ends and the grooves 5 can be achieved by tightening the nut 9. Both ends may also be fixed and connected by threaded nuts. As shown in FIG. 3, when the upset anchor head 7 is used, the upset anchor head 7 comprises an anchor head body 8 having a diameter larger than that of the rod-shaped components 2; the anchor head body 8 has a protruding annular fitting portion 10, and achieves tight fit with the groove 5 by the fitting portion 10. The internal shape of the groove 5 is conical or frustoconical, with the angle formed between the groove wall and the groove bottom being about 45°. In cases that the grooves 5 and the protrusion 6 are integrally formed by stamping, the shape of the protrusion 6 corresponding to the grooves 5 matches that of the grooves 5, and its inner diameter may be 2-3 times the diameter of the rod-shaped components 2 passing therethrough. When the fitting portion 10 is not integrally machined with the anchor head body 8, a washer 11 may be used instead of the fitting portion 10. In this way, during machining of the upset anchor head body 8, it is only necessary to ensure that the dimension of the upset anchor head 7 is larger than that of the corresponding rodshaped components 2, and it is not necessary to machine a fitting portion 10 on the upset anchor head body 8; instead, a washer 11 of matching dimension is separately provided and sleeved over the rod-shaped components 2, and a tight fit with the grooves 5 is achieved through the washer 11. Preferably, as shown in FIG. 3, the connecting fasteners and the ends of the rod-shaped components 2 are all located inside the grooves 5 and do not extend beyond the outer side surface of the column form shell 101. Such design not only ensures a flat surface of the formwork, facilitating the subsequent provision of the reinforcing layer 3 and other functional or decorative layers on the outer side surface, but also allows the steel plates acting as formwork to be closer to the cast concrete in terms of load-bearing, helping to better confine the internal concrete. When threaded nuts are used as the connecting fasteners, a washer 11 may also be added on the nut 9 to achieve a tight fit with the groove 5 through the threads, which will not be shown separately. As shown in FIG. 4, the reinforcing layer 3 used in this embodiment is a magnesium phosphate-based polymer material layer. The use of such a material can better enhance the bonding force between this layer structure and the steel plate 1 of the formwork of the present invention, further helping to effectively confine the internal concrete. The reinforcing layer 3 covered and connected to the outer side of the column form shell 101 can effectively protect the outer side of the column formwork component, and after the reinforced concrete column is formed by cast-in-place, the reinforcing layer 3 can tightly fit with the column form shell 101, assisting the column form shell 101 in withstanding the lateral stress of the concrete and helping to better confine the internal concrete. Additional concrete layers, decorative layers, thermal insulation layers, sound insulation layers, fireproof layers, wallpaper, etc. may also be additionally covered outside the reinforcing layer 3 as actually needed. In the present invention, the reinforcing layer 3 may also be formed by any material known in the prior art that has good adhesion to steel plates, for example a rebar mesh layer and a concrete layer, with the rebar mesh layer being fixedly connected to the anchor head body 8 and / or the nut 9 by spot welding, where the rebar mesh layer is compressed and fixed by the anchor head body 8 and the nut 9. The column formwork component of this embodiment is correspondingly provided with mating portions at both longitudinal ends (along the insertion direction of the longitudinal rebars). As shown in FIG. 4, in this embodiment, one longitudinal end of the column formwork component is provided with a plug-in portion 12 extending longitudinally outward, and the other longitudinal end of the column formwork component is provided with a socket portion 13, and its inner side of the side wall is shaped to correspondingly match the shape of the plug-in portion 12, such that the plug-in portion 12 of the column formwork component can tightly fit with the socket portion 13 of another column formwork component, making the outer side of the joined formwork components aligned with each other. Other mating structures known in the art, such as slot connections, may also be used, as long as multiple column formwork components can be tightly joined together and their outer surfaces are aligned with each other. During on-site installation, the plug-in portion 12 of the column formwork component is inserted into a corresponding socket portion 13 of another column formwork component of the same type, and, if necessary, a third column formwork component may be further inserted into the latter, until the dimension meets the requirements of the column structure. After the required dimension is achieved, the column formwork components at the two ends of the jointed column structure without the mating portions can be used. FIGS. 10 and 11 show schematic views of the confined regions of reinforced concrete columns obtained respectively by construction using the prefabricated column formwork component for cast-in-place of Embodiment 1 of the present invention and by using the traditional stirrup-formwork way. The unshaded areas within the regions represent the effectively confined regions, while the shaded areas represent the unconfined regions. As can be seen from FIG. 10, in terms of longitudinal confinement effect, both the reinforced concrete column formed by traditional stirrups and formwork (the left figure) and the reinforced concrete column formed by the novel prefabricated column formwork component for cast-in-place of the present invention (the right figure) have unconfined regions in the longitudinal intermediate zones between adjacent layers of screws, but the reinforced concrete column formed by the novel prefabricated column formwork component for cast-in-place of the present invention has a smaller unconfined regions in the corresponding regions. As can be seen from FIG. 11, in terms of transverse confinement effect, both the reinforced concrete column formed by traditional stirrups and formwork (left figure) and the reinforced concrete column formed by the novel prefabricated column formwork component for cast-in-place of the present invention (right figure) have unconfined regions in the transverse intermediate zones and at the corner edge regions within the same layer, but the reinforced concrete column formed by the novel prefabricated column formwork component for cast-in-place of the present invention has smaller unconfined regions in the corresponding regions. Embodiment 2: Prefabricated Formwork Beam Component for Cast-in-Place A prefabricated U-shaped beam formwork component for cast-in-place, as shown in FIG. 5, is formed by enclosing a 1 mm thick steel plate 1 into a beam form shell 102 of U-shaped cross-section. The steel plate 1 forming the beam form shell 102 has a longitudinal length of 100 mm along its enclosing center, and the two opposite side surfaces of the steel plate 1 are fixedly connected by rod-shaped components 2 vertically secured to the inner side of the beam form shell 102. The rod-shaped components 2 are arranged in multiple layers, preferably in an even number of layers; the present embodiment has two layers, with each layer of rod-shaped components 2 comprising five coplanar rod-shaped components 2 arranged parallel to each other and spaced apart from each other, and the length directions of rod-shaped components 2 in adjacent layers being substantially the same, but the connection positions on the inner side surface of the beam form shell 102 may be staggered. A reinforcing layer 3 is covered and connected to the outer side of the beam form shell 102. The beam form shell 102 is provided with pouring holes (not shown) that allow concrete to be poured from the outside into the internal hollow region defined by the enclosing steel plate 1; the enclosing region also includes an undulating confinement structure 4 for inserting and fixing longitudinal rebars. The beam formwork component of this embodiment is prefabricated in a factory. On the construction site, the required longitudinal rebars for the building beam component are directly inserted into the internal hollow region of the beam form shell 102, and the longitudinal rebars are fixed to the steel plate 1 and the rod-shaped components 2 by welding to form a rebar cage, followed by casting concrete into the hollow region to form a reinforced concrete structure. Similar to the column formwork component of Embodiment 1, the beam form shell 102 and the rod-shaped components 2 are fixed by a special connection. The outer side of the beam form shell 102 is recessed inwardly at positions corresponding to the two ends of the rod-shaped components 2 to form grooves 5, and the inner side of the beam form shell 102 is formed with protrusions 6 corresponding to the grooves 5. The grooves 5 are provided with through holes to allow two ends of the rod-shaped components 2 to pass freely through the grooves 5. Both ends of the rod-shaped components 2 are respectively connected with connecting fasteners which are located in the corresponding grooves 5 and fitted with the grooves 5 tightly. Similar to the column formwork component of Embodiment 1, the connecting fasteners at the two ends of the rod-shaped components 2 are respectively an upset anchor head 7 and a nut 9. One end of the rod-shaped components 2 is provided with an upset anchor head 7 formed by integral upsetting, and the other end of the rod-shaped components 2 is machined with an external thread and connected with a nut 9. The upset anchor head 7 and the nut 9 respectively act as the connecting fasteners at the two ends of the rod-shaped components 2, so that a tight fit between the connecting fasteners at both ends and the grooves 5 can be achieved by tightening the nut 9. Both ends may also be fixed and connected by threaded nuts. When the upset anchor head 7 is used, the upset anchor head 7 comprises an anchor head body 8 having a diameter larger than that of the rod-shaped components 2; the anchor head body 8 has a protruding annular fitting portion 10, and achieves tight fit with the grooves 5 by the fitting portion 10. The internal shape of the groove 5 is conical or frustoconical, with the angle formed between the groove wall and the groove bottom being about 45°. In cases that the grooves 5 and the protrusion 6 are integrally formed by stamping, the shape of the protrusion 6 corresponding to the grooves 5 matches that of the grooves 5, and its inner diameter may be 2-3 times the diameter of the rod-shaped components 2 passing therethrough. A washer 11 may be used instead of the fitting portion 10. In this way, during machining of the upset anchor head body 8, it is only necessary to ensure that the dimension of the upset anchor head 7 is larger than that of the corresponding rod-shaped components 2, and it is not necessary to machine a fitting portion 10 on the upset anchor head body 8; instead, a washer 11 of matching dimension is separately provided and sleeved over the rod-shaped components 2, and a tight fit with the grooves 5 is achieved through the washer 11. Preferably, the connecting fasteners and both of the ends of the rod-shaped components 2 are all located inside the grooves 5 and do not extend beyond the outer side of the steel plate 1 acting as the beam form shell 102. Such design not only ensures a flat surface of the formwork, facilitating the subsequent provision of the reinforcing layer 3 and other functional or decorative layers on the outer side, but also allows the steel plates acting as formwork to be closer to the cast concrete in terms of load-bearing, helping to better confine the internal concrete. Similar to the column formwork component of Embodiment 1, when threaded nuts are used as the connecting fasteners, a washer 11 may likewise be added on the nut 9 to achieve a tight fit with the grooves 5 through the threads. Similar to the column formwork component of Embodiment 1, the reinforcing layer 3 used in this embodiment is a magnesium phosphate-based polymer material layer. The use of such a material can better enhance the bonding force between this layer structure and the steel plate 1 of the beam formwork of the present invention, further helping to effectively confine the internal concrete. The reinforcing layer 3 covered and connected to the outer side of the beam form shell 102 can effectively protect the outer side of the beam formwork component, and after the reinforced concrete column is cast in place, the reinforcing layer 3 can tightly fit with the beam form shell 102, assisting the beam form shell 102 in withstanding the lateral stress of the concrete and helping to better confine the internal concrete. Additional concrete layers, decorative layers, thermal insulation layers, sound insulation layers, fireproof layers, wallpaper, etc. may also be covered outside the reinforcing layer 3 as actually needed. Similar to the column formwork component of Embodiment 1, the reinforcing layer 3 may also be formed of a rebar mesh layer with concrete, wherein the rebar mesh layer is fixedly connected to the anchor head body 8 and / or the nut 9 by spot welding, where the rebar mesh layer is compressed and fixed by the anchor head body 8 and the nut 9. Similar to the column formwork component of Embodiment 1, the beam formwork component of this embodiment is respectively provided with corresponding mating portions at both longitudinal ends (along the direction of insertion of the longitudinal rebars). One longitudinal end of the beam formwork component is provided with a plug-in portion 12 extending longitudinally outward, and the other longitudinal end of the beam formwork component is provided with a socket portion 13, and its inner side of the side wall is shaped to correspondingly match the shape of the plug-in portion 12, such that the plug-in portion 12 of the beam formwork component can tightly fit with the socket portion 13 of another column formwork component, making the outer side surface of the joined formwork components aligned with each other. Other mating structures known in the art, such as slot connections, may also be used, as long as multiple beam formwork components can be tightly joined together and their outer surfaces are aligned with each other. During on-site installation, the plug-in portion 12 of the beam formwork component is inserted into a corresponding socket portion 13 of another beam formwork component of the same type, and, if necessary, a third column formwork component may be further inserted into the latter, until the dimension meets the requirements of the beam structure. After the required dimensions are achieved, the beam formwork components at the two ends of the assembled beam structure without the mating portions can be used. Embodiment 3: Prefabricated Shear Wall Component for Cast-in-Place In this embodiment, a steel plate 1 is used to form a first wall panel 1031 and a second wall panel 1032, and rod-shaped components 2 are used to form steel rod-shaped components 201, wherein the first wall panel 1031 and the second wall panel 1032 are connected by the steel rod-shaped components 201, with a pouring cavity formed therebetween. The specific solution is as follows: A prefabricated shear wall component for cast-in-place, as shown in FIGS. 6 and 7, comprises a first wall panel 1031 and a second wall panel 1032 formed by steel plates having a thickness of 1.5 mm and a longitudinal length of 200 mm. Steel plates of the same dimension may be selected for the first wall panel 1031 and the second wall panel 1032, or steel plates of different dimension in the required range may be selected as needed. The opposite faces of the first wall panel 1031 and the second wall panel 1032 are connected by steel rod-shaped components 201 in a form of screws vertically secured to the inner sides thereof. The steel plates of the first wall panel 1031 and / or the second wall panel 1032 may be formed by fixedly connecting a plurality of segments of steel plates longitudinally separated. The steel rod-shaped components 201 are arranged in multiple layers, preferably in an even number of layers; the present embodiment has eight layers, with each layer of steel rod-shaped components 201 comprising five coplanar steel rod-shaped components 201 arranged parallel to each other and spaced apart from each other. Preferably, to the outer side of the first wall panel 1031 and the second wall panel 1032 are covered and connected with reinforcing layers 3, and different reinforcing layer materials, or the same reinforcing layer materials may be selected. The first wall panel 1031 and / or the second wall panel 1032 are provided with pouring holes (not shown) that allow concrete to be poured from the outside into the cavity between the two panels; the cavity also includes structures for inserting and fixing longitudinal rebars (not shown). The prefabricated shear wall component for cast-in-place of this embodiment is prefabricated in a factory. On the construction site, the required longitudinal rebars for the shear wall component are directly inserted into the cavity between the first wall panel 1031 and the second wall panel 1032, and the longitudinal rebars are fixed to the steel plates of the first wall panel 1031 and / or the second wall panel 1032 and to the steel rod-shaped components 201 by welding to form a rebar cage, followed by casting concrete into the cavity to form a reinforced concrete structure. In this embodiment, the steel plates of the first wall panel 1031 and / or the second wall panel 1032 are fixed to the steel rod-shaped components 201 by a special connection. The outer side of the steel plates of the first wall panel 1031 and / or the second wall panel 1032 is recessed inwardly at positions corresponding to the two ends of the steel rod-shaped components 201 to form grooves 5, and the inner side surfaces of the steel plates of the first wall panel 1031 and / or the second wall panel 1032 are formed with protrusions 6 corresponding to the grooves 5. The grooves 5 are provided with through holes to allow two ends of the steel rod-shaped components 201 to pass freely through the grooves 5. Both ends of the steel rod-shaped components 201 are respectively connected with connecting fasteners which are located in the corresponding grooves 5 and fitted with the grooves 5 tightly. In this embodiment, as shown in FIG. 7, the connecting fasteners at the two ends of the steel rod-shaped components 201 are respectively an upset anchor head 7 and a nut 9. One end of the steel rod-shaped components 201 is provided with an upset anchor head 7 formed by integral upsetting, and the other end of the rod-shaped components 2 is machined with an external thread and connected with a nut 9. The upset anchor head 7 and the nut 9 respectively act as the connecting fasteners at the two ends of the steel rod-shaped components 201, so that a tight fit between the connecting fasteners at both ends and the grooves 5 can be achieved by tightening the nut 9. Both ends may also be fixed and connected by threaded nuts. The shear wall component of this embodiment may also refer to the upset anchor head as designed for the column component of Embodiment 1 or the beam component of Embodiment 2. As shown in FIG. 3, when the upset anchor head 7 is used, the upset anchor head 7 comprises an anchor head body 8 having a diameter larger than that of the steel rodshaped components 201; the anchor head body 8 has a protruding annular fitting portion 10, and achieves a tight fit with the grooves 5 by the fitting portion 10. The internal shape of the grooves 5 is conical or frustoconical, with the angle formed between the groove wall and the groove bottom being about 45°. In cases that the grooves 5 and the protrusions 6 are integrally formed by stamping, the shape of the protrusions 6 corresponding to the grooves 5 matches that of the grooves 5, and its inner diameter may be 2-3 times the diameter of the steel rod-shaped components 201 passing therethrough. When the fitting portion 10 is not integrally machined with the anchor head body 8, a washer 11 may be used instead of the fitting portion 10. In this way, during machining of the upset anchor head body 8, it is only necessary to ensure that the dimension of the upset anchor head 7 is larger than that of the corresponding steel rod-shaped components 201, and it is necessary not to machine a fitting portion 10 on the upset anchor head body 8; instead, a washer 11 of matching dimension is separately provided and sleeved over the steel rod-shaped components 201, and a tight fit with the grooves 5 is achieved through the washer 11. Preferably, the connecting fasteners and the ends of the steel rod-shaped components 201 are all located inside the grooves 5 and do not extend beyond the outer side surface of the steel plates of the first wall panel 1031 and / or the second wall panel 1032. Such design not only ensures a flat surface of the steel plates, facilitating the subsequent provision of the reinforcing layer 3 and other functional or decorative layers on the outer side, but also allows the steel plates of the first wall panel 1031 and / or the second wall panel 1032 acting as formwork to be closer to the cast concrete in terms of load-bearing, helping to better confine the internal concrete. When threaded nuts are used as the connecting fasteners, a washer 11 may also be added on the nut 9 to achieve a tight fit with the grooves 5 through the threads, which will not be shown separately. The reinforcing layer materials on the outer side of the first wall panel 1031 and / or the second wall panel 1032 may be the same or may be different. As shown in FIG. 6, the reinforcing layer 3 on the outer side of the first wall panel 1031 used in this embodiment is a rebar mesh layer and a concrete layer, while the reinforcing layer 3 on the outer side of the second wall panel 1032 is a magnesium phosphate-based polymer material layer. The use of such materials can better enhance the bonding force between this layer structure and the steel plates of the shear wall component of the present invention, further helping to effectively confine the internal concrete. The reinforcing layer 3 covered and connected to the outer side of the first wall panel 1031 and / or the second wall panel 1032 can effectively protect the outer side of the shear wall component, and after the reinforced concrete wall is formed by cast-in-place, the reinforcing layer 3 can tightly fit with the steel plates, assisting the steel plates in withstanding the lateral stress of the concrete, thereby helping to better confine the internal concrete. Additional concrete layers, decorative layers, thermal insulation layers, sound insulation layers, fireproof layers, wallpaper, etc. may also be covered outside the reinforcing layer 3 as actually needed. In the present invention, the reinforcing layer 3 may also be formed by any material known in the prior art that has good adhesion to steel plates. The shear wall component of this embodiment is respectively provided with corresponding mating portions at both longitudinal ends (along the direction of insertion of the longitudinal rebars). One longitudinal end of the shear wall component is provided with a plug-in portion extending longitudinally outward, and the other longitudinal end of the shear wall component is provided with a socket portion, and its inner side of the side wall is shaped to correspondingly match the shape of the plug-in portion, such that the plug-in portion of the shear wall component can tightly fit with the socket portion of another shear wall component, making the outer side of the joined shear wall components aligned with each other. Other mating structures known in the art, such as slot connections, may also be used, as long as shear wall components can be tightly joined together and their outer surfaces are aligned with each other. These mating structures are well known to those skilled in the art, for example, the connecting slot structure disclosed in Chinese Patent Publication No. CN216196563U. During on-site installation, the plug-in portion of the shear wall component is inserted into a corresponding socket portion of another shear wall component of the same type, and, if necessary, a third shear wall component may be further inserted into the latter, until the dimension meets the requirements of the building wall structure. After the required dimension is achieved, the shear wall components at the two ends of the assembled wall structure without the mating portions can be used. In the present invention, utility and decoration accessories such as conduit tubes and junction boxes may also be provided between the first wall panel 1031 and the second wall panel 1032, all of which can be pre-installed and fixed in the wall with the steel rod-shaped components or steel plates acting as supports, thereby further improving construction efficiency. After concrete pouring, no subsequent utility and decoration accessory is required, facilitating application and promotion. Embodiment 4: Prefabricated Floor Slab Component for Cast-in-Place In this embodiment, a steel plate 1 is used to form a floor slab bodies 104, and rodshaped components 2 is used to form connecting portions 202, by which the floor slab bodies 104 and rebars 15 are connected, with a pouring cavity formed therebetween. The specific solution is as follows: A prefabricated floor slab component for cast-in-place, as shown in FIGS. 8 and 9, comprises a floor slab body 104 made of a 1.5 mm thick steel plate 1, having a longitudinal length of 200 mm. A plurality of rod-shaped connecting portions 202 protrudes from one side of the floor slab body 104 (defined as the inner side). One end of the connecting portions 202 is vertically fixed to the floor slab body 104, and the other end is provided with rebars 15, which are parallel to the floor slab body 104 and form a pouring cavity therebetween. The floor slab component is provided with pouring holes (not shown) that allow concrete to be poured from the outside into the pouring cavity. The rebars 15 of the present invention are bi-directional rebars, comprising transverse load-bearing rebars and longitudinal loadbearing rebars arranged crisscross, facilitating force transmission and distribution and improving the load-bearing capacity of relatively larger-sized floor slabs. The prefabricated floor slab component for cast-in-place of this embodiment is prefabricated in a factory. On the construction site, concrete is cast into the pouring cavity to form a reinforced concrete floor slab structure. In this embodiment, the floor slab body 104 and the connecting portions 202 are fixed by a special connection. The outer side of the floor slab body 104 is recessed inwardly to form grooves 5, while the pouring cavity is formed with protrusions 6 corresponding to the grooves 5. One end of the connecting portions 202 passing through the grooves 5 from the outer side of the slab body 104 has an upset anchor head 7 formed by upsetting, with the upset anchor head 7 being located in the grooves 5 and fitting therewith as an outer-side connecting fastener. The connecting portions 202 are provided with an external thread at the junction between the connecting portions 202 and the inner side of the floor slab body 104, and a nut 9, acting as an inner-side connecting fastener, fits with the inner side on the inner side of the slab body 104. As shown in FIG. 9, when the upset anchor head 7 is used, the upset anchor head 7 comprises an anchor head body 8 having a diameter larger than that of the connecting portions 202; the anchor head body 8 has a protruding annular fitting portion 10, and achieves a tight fit with the grooves 5 by the fitting portion 10. The internal shape of the grooves 5 is conical or frustoconical, with the angle formed between the groove wall and the groove bottom being about 45°. In cases that the grooves 5 and the protrusion 6 are integrally formed by stamping, the shape of the protrusion 6 corresponding to the grooves 5 matches that of the grooves 5, and its inner diameter may be 2-3 times the diameter of the connecting portions 202 passing therethrough. When the fitting portion 10 is not integrally machined with the anchor head body 8, a washer 11 may be used instead of the fitting portion 10. In this way, during machining of the upset anchor head body 8, it is only necessary to ensure that the dimension of the upset anchor head 7 is larger than that of the corresponding connecting portions 202, and it is necessary not to machine a fitting portion 10 on the upset anchor head body 8; instead, a washer 11 of matching dimension is separately provided and sleeved over the connecting portions 202, and a tight fit with the grooves 5 is achieved through the washer 11. Preferably, the end of the connecting portions 202 on the outer side of the floor slab body 104 is located inside the grooves 5 and does not extend beyond the outer side surface of the floor slab body 104. Such design not only ensures a flat surface of the slab body 104, facilitating the subsequent provision of the reinforcing layer 3 and other functional or decorative layers on the outer side, but also allows the steel plates acting as formwork to be closer to the cast concrete in terms of load-bearing, helping to better confine the internal concrete. Considering the difficulty of processing technology for the upset anchor head, threaded connection may be used as the connecting fasteners instead for both inner sides or outer side, thereby reducing processing difficulty, lowering processing costs, increasing product yield, and facilitating large-scale production. The reinforcing layer 3 used in this embodiment is a magnesium phosphate-based polymer material layer. The use of such a material can better enhance the bonding force between this layer structure and the floor slab body 104 of the floor slab component of the present invention, further helping to effectively confine the internal concrete. The reinforcing layer 3 covered and connected to the outer side of the floor slab body 104 can effectively protect the outer side of the floor slab component, and after the reinforced concrete floor slab is cast in place, the reinforcing layer 3 can tightly fit with the floor slab body 104, assisting the floor slab body 104 in withstanding the lateral stress of the concrete and helping to better confine the internal concrete. Additional concrete layers, decorative layers, thermal insulation layers, sound insulation layers, fireproof layers, wallpaper, or other surface finishes or pre-embedded fittings for decoration and installation, such as cable trays, lamp mounting openings, or other pre-embedded parts, may also be provided as actually needed. In this way, no subsequent finishing or decoration is needed after the floor slab installation is completed, further improving the degree of prefabrication of the building. In the present invention, the reinforcing layer 3 may also be formed of any material known in the prior art that has good adhesion to steel plates, for example a rebar mesh layer and a concrete layer, with the rebar mesh layer fixedly connected to the anchor head body 8 by spot welding, where the rebar mesh layer is compressed and fixed by the anchor head body 8. The floor slab component of this embodiment is respectively provided with corresponding mating portions at both ends. One end is provided with a plug-in portion extending longitudinally outward, and the other end in longitudinal direction is provided with a socket portion, and its inner side of the side wall is shaped to correspondingly match the shape of the plug-in portion, such that the plug-in portion can tightly fit with the socket portion of another floor slab component, making the outer side of the joined floor slab components aligned with each other. Other mating structures known in the art, such as slot connections, may also be used, as long as multiple floor slab component can be tightly joined together and their outer surfaces are aligned with each other. During on-site installation, the plug-in portion of the floor slab component is inserted into a corresponding socket portion of another floor slab component of the same type, and, if necessary, a third floor slab component may be further inserted into the latter, until the dimensions meet the requirements of the floor slab structure. After the required dimensions are achieved, the floor slab components at the two ends of the assembled floor slab structure without the mating portions can be used. Embodiment 5: Prefabricated Floor Slab Component for Cast-in-Place The prefabricated floor slab component for cast-in-place differs from Embodiment 4 in that the connecting portions 202 is an L-shaped structure, with the bottom horizontal segment being directly fitted and fixedly connected to the inner side of the slab body 104 to act as a connecting fastener, and the vertical segment being connected to the rebars 15. That is, a direct fixing method is used, eliminating the need for grooves 5 and connection and fixation on both inner and outer side, which can further reduce processing difficulty, lower processing costs, increase product yield, and facilitate large-scale production. Embodiment 6: Mechanical Tests on Column Components A formwork component was first prepared according to the prefabricated column formwork component for cast-in-place of Embodiment 1, wherein the thickness of steel plate was 1.2 mm, the column height was 960 mm, and both the width and height of the column cross-section was 290 mm (with a 290 mm load-bearing cross-section width and height and a 30 mm non-load-bearing decorative layer thickness on the outer side). Then, longitudinal rebars was added at a longitudinal reinforcement ratio of 1.8%, and concrete was cast in place on site to obtain a test prefabricated formwork column component for cast-in-place. As a comparison, a traditional reinforced concrete column was prepared using removable formwork, with tied rebars and cast concrete, to obtain a control reinforced concrete column component after removing the formwork for test having the same dimension, with a height and width of the column cross-section both being 320 mm. The applicant commissioned Chongqing University to conduct relevant mechanical tests on the above prefabricated formwork column component for cast-in-place and the traditional reinforced concrete column component as a control, respectively, and obtained the following test data. 1. Axial Compression Test The axial compression test is a test used to study the mechanical properties of vertical compression components such as columns under axial compression force. Under ideal conditions, the axial compression force passes through the axis of the component, and the component is subjected only to axial compression force without bending moments or shear forces. The basic principle is to apply a gradually increasing axial compression force and observe and record the deformation, strain, and failure modes of the component during compression. The test loading was carried out using a 1000-ton long-column compression testing machine produced by Changchun Testing Machine Research Institute. Strain data were collected using electrical resistance strain gauges, and displacement was measured using electrical resistance displacement transducers with a measurement accuracy of 0.001 mm. Load, strain, and displacement data were collected using a DH5922D dynamic strain acquisition system produced by Donghua Testing Co., Ltd. The test kept components centered geometrically to ensure that the load center passed through the centroid of the component. Before the formal test, preloading method was used to eliminate the gap between the testing machine platens and the component. Subsequently, formal loading began. Before the load reached 70% of the calculated bearing capacity, a load-controlled stepwise loading method was used, with each step applying a load increment of 50 KN. Each step loading was performed and maintained for 5 minutes, and the next loading step was performed only after both strain and displacement had stabilized. After the load reached 70% of the calculated bearing capacity, a displacement-controlled loading method was used, with each displacement increment being 0.01 mm. The next loading was performed only after load, displacement, and strain data had all stabilized. When the load dropped to 85% of the ultimate load, the component was considered to be failed, and the test could be stopped. During the entire loading process, data such as displacement, strain, and load were monitored and recorded in real time. The results are shown in Table 1 below. FIG. 12 shows a comparison of loaddisplacement curves of axially loaded compression components between the traditional reinforced concrete column and the prefabricated formwork column component for cast-in-place of the present invention. Table 1 Axial compression test results of the traditional reinforced concrete column component and the prefabricated formwork column component for cast-in-place of the present invention Yield strength of longitudinal rebar (MPa) Concrete cube compressive strength (MPa) Ultimate bearing capacity (code, kN) Measured ultimate bearing capacity (KN) traditional reinforced 456 45.1 4342.1 4390 concrete column component prefabricated building formwork column component for cast-in-place 456 45.1 3599.3 4326 From the test results, it can be seen that after the traditional reinforced concrete column component reached its ultimate bearing capacity, the concrete on the column surface exhibited obvious spalling, the bearing capacity dropped rapidly, and the displacement increased sharply, showing a typical brittle failure. In contrast, for the prefabricated formwork column component for cast-in-place of the present invention, after reaching the ultimate bearing capacity, as the displacement increased, the bearing capacity of the component decreased slowly, and the component exhibited a very pronounced ductile failure. The tests show that using the same design method, the axial compression bearing capacity of the prefabricated formwork column component for cast-in-place is about 20% higher than that of the traditional reinforced concrete column component. Under axial compression, the prefabricated formwork column component for cast-in-place has better performance in both bearing capacity and ductility performance than the traditional reinforced concrete column component. 2. Column Low-Cycle Reverse Loading Test The column low-cycle reverse loading test is mainly used to study the mechanical properties of columns under cyclic horizontal loads such as those induced by earthquakes. During an earthquake, the columns of a building are subjected to cyclic tension-compression and bending deformations, and this low-cycle reverse loading test can simulate the stressed state of columns under seismic action. Through the test, the hysteresis curves of the columns can be obtained, which reflect important mechanical performance indicators such as energy dissipation capacity, strength, and stiffness. The horizontal loading was applied using a JSF-II high-precision static servo hydraulic console produced by Chengdu Servo Hydraulic Equipment Co., Ltd. The vertical loading was applied using a ZB4-500 electric oil pump produced by Liuzhou Ruike Machinery Co., Ltd., together with a QF-200T hydraulic jack produced by Dezhou Junda Hydraulic Apparatus Co., Ltd., applying the vertical loading in a single step. After the vertical loading was applied, a small-tonnage horizontal loading was used to verify the centering of the component. After confirming correct centering, horizontal displacement was applied in a displacement-controlled manner according to the predetermined loading protocol. The displacement loading protocol is shown in the figure below. During the test, a DH5922D dynamic strain acquisition system produced by Donghua Testing Co., Ltd. was used to monitor and record the vertical loading, horizontal loading, and horizontal displacement of the component in real time. The relevant mechanical data of the prefabricated formwork column component for cast-in-place of the present invention and the existing traditional reinforced concrete column component used as a control were respectively measured in the low-cycle reverse loading tests, including the yield strength of longitudinal rebars, the concrete cube compressive strength, and the horizontal ultimate bearing capacity. The results are shown in Table 2 below. FIG. 13 shows a comparison of hysteresis curves between the traditional reinforced concrete column and the prefabricated formwork column component for cast-in-place of the present invention from low-cycle reverse loading tests. Table 2 Low-cycle reverse loading test results of the traditional reinforced concrete column and the prefabricated formwork column component for cast-in-place of the present invention Yield strength of longitudinal rebar (MPa) Concrete cube compressive strength (MPa) design axial compression ratio (vertical loading) Measured ultimate bearing capacity (KN) traditional reinforced concrete column component 439 43.1 0.235(788KN) 403 prefabricated building formwork column component for cast-in-place 456 43.0 0.235(660KN) 421 From the above results, it can be seen that under the same axial compression, the ultimate horizontal force of the prefabricated formwork column component for cast-in-place of the present invention is greater than that of the traditional reinforced concrete column, indicating that the prefabricated formwork component for cast-in-place has stronger shearbearing capacity. In terms of hysteresis curve shape, the hysteresis curves of the prefabricated formwork column component for cast-in-place are fuller, with stronger energy dissipation capacity, indicating that under seismic action, the prefabricated formwork component for cast-in-place of the present invention exhibits better performance in energy dissipation and superior anti-seismic performance. In summary, under seismic action, the prefabricated formwork column component for cast-in-place has better performance in both bearing capacity and energy dissipation capacity than the traditional reinforced concrete component. Embodiment 7: Mechanical Tests on Beam Components A formwork component was first prepared according to the prefabricated beam formwork component for cast-in-place of Embodiment 2, wherein the steel plate thickness was 1.2 mm, the beam width and height of the cross-section were 160*380 mm, three rebars HRB400 of 25 mm diameter were placed at the beam bottom, and two rebars HRB400 of 12 mm diameter were placed at the beam top. After the rebars were placed in the formwork, casting concrete in place on site to obtain the test prefabricated formwork beam component for cast-in-place. As a comparison, a traditional reinforced concrete beam was prepared by using removable formwork, with rebars tied and concrete cast, and the formwork was removed after casting, to obtain a reinforced concrete beam component as a control having the same dimensions, with beam cross-sectional dimensions of 200*400, two rebars HRB400 of 12 mm diameter at the beam top, three rebars HRB400 of 25 mm diameter at the beam bottom, and two-leg stirrups of 10 mm diameter at a spacing of 150 mm. The applicant commissioned Chongqing University to conduct relevant mechanical tests on the above prefabricated formwork beam component for cast-in-place and the control component, respectively, and obtained the following test data. 1. Beam Flexural Test In building structures, beams are the primary flexural components. The beam flexural test aims to study the mechanical properties of beams under bending loads, including flexural bearing capacity, deformation characteristics, crack development patterns, and failure modes of the beam. The test loading was carried out using a ZB4-500 electric oil pump produced by Liuzhou Ruike Machinery Co., Ltd., together with a QF-200T hydraulic jack produced by Dezhou Junda Hydraulic Apparatus Co., Ltd. The jack applied vertical load to a rigid beam, through which the load was then transmitted to the test component. Strain was measured using electrical resistance strain gauges, and displacement was measured using electrical resistance displacement transducers. Strain data, displacement data, and load data were all dynamically collected in real time using a DH5922D dynamic strain acquisition system produced by Donghua Testing Co., Ltd. The test procedure was as follows: the above test beam component was correctly installed on the testing machine supports, ensuring the beam axis was horizontal and the loading points were accurately positioned. Then preloading was performed to eliminate any horizontal clearance, ensuring the load to be passed through the center of the beam. After preloading, formal loading began. The test used a stepwise loading method. Before the load reached 70% of the estimated load, a load-controlled step loading method was used, with each step applying a load increment of 10 KN. Each step loading is performed and maintained for 5 minutes, and the next loading step was performed only after both strain and displacement had stabilized. After the load reached 70% of the estimated load, a displacement-controlled loading method was used, with each displacement step being 0.01 mm before reaching the ultimate load, and each displacement step being 0.05 mm after reaching the ultimate displacement. The test can be stopped until the load dropped to 85% of the ultimate load. Data such as load, displacement, and strain were recorded during the entire test. The results are shown in Table 3 below. FIG. 14 shows a comparison of flexural beam test results between the traditional reinforced concrete beam and the prefabricated formwork beam component for cast-in-place of the present invention. Table 3 Flexural test results of the traditional reinforced concrete beam and the prefabricated formwork beam component for cast-in-place Yield strength of longitudinal rebar (MPa) Concrete cube compressive strength (MPa) Ultimate bending moment (code, KN.m) Measured ultimate bending moment traditional reinforced concrete beam 445 29.1 197.42 102.96 prefabricated formwork beam for cast-in-place 456 35 199.84 273.40 From the test results, it can be seen that the deflection corresponding to the ultimate load of the prefabricated formwork beam component for cast-in-place is 22 mm, which is 1 / 140 of the span, while the deflection corresponding to the ultimate load of the traditional reinforced concrete beam is 16 mm, which is 1 / 180 of the span. After the prefabricated formwork beam component for cast-in-place reaches its ultimate bearing capacity, it can still maintain a certain bearing capacity as the deflection continues to increase; when the midspan deflection reaches 37 mm, i.e., 1 / 83 of the span, its bearing capacity remains at 89% of the ultimate bearing capacity. It can be seen that under bending moment, the ductility and bearing capacity of the prefabricated formwork beam component for cast-in-place are superior to those of the traditional reinforced concrete beam component. 2. Torsion Component Test The cross-section and reinforcement arrangement of the torsion test components were the same as those of the flexural components. The loading for the torsion components was applied using a JSF-II high-precision static servo hydraulic control system produced by Chengdu Servo Hydraulic Equipment Co., Ltd. Strain was measured by using an electrical resistance strain gauge, and displacement was measured by using an electrical resistance displacement transducer. Strain data, displacement data, and load data were all dynamically collected in real time using a DH5922D dynamic strain acquisition system produced by Donghua Testing Co., Ltd. After the prefabricated formwork component for cast-in-place of the present invention in test was properly installed, a preloading was first performed to eliminate installation clearances, after which the load was reset and formal loading began. The loading was divided into two stages. Before reaching 70% of the estimated torque, load-controlled loading was used, with each step applying a torque increment of 1 KN^m. After each loading step, the load was maintained for 5 minutes, and a next loading step was performed only after displacement and strain data had stabilized. After reaching 70% of the estimated torque, displacement-controlled loading was used, with each step being a torsional displacement angle of 0.05°. When the torque is 85% of the ultimate torque, the component was considered to be failed, and the test could be stopped. Data such as load, displacement, and strain of the beam component were recorded throughout the test. The test results are shown in Table 4 below. FIG. 15 shows the torque-rotation curve of the cast-in-place prefabricated formwork beam component of the present invention. Table 4 Torsion test results of the prefabricated formwork beam component for cast-in-place of the present invention Yield strength of longitudinal rebar (MPa) Concrete cube compressive strength (MPa) Ultimate torque (code, KN.m) Measured ultimate torque (KN.m) prefabricated formwork beam for cast-in-place 456 29.4 34.2 45.8 From the above results, it can be seen that the component reaches its elastic limit when the component rotation angle reaches 1.5°, with a corresponding torque of approximately 25 KN^m. When the component rotation angle reaches about 9°, the prefabricated formwork component for cast-in-place reaches its ultimate torque of 45.8 KN^m. According to the code, the calculated ultimate torsional bearing capacity of the component is 34.2 KN^m, and the ultimate bearing capacity measured from test is about 30% higher than the calculated value. As the component rotation angle continues to increase, the component can still maintain the ultimate torque with almost no reduction. Even when the loading actuator reaches its maximum stroke and the displacement transducers reach their maximum range, the bearing capacity of the component still shows no significant decrease. It can be seen that the ductility and bearing capacity of the prefabricated building formwork component for cast-in-place under torque are superior to those of traditional reinforced concrete torsion components. In summary, the above loading test results demonstrate that the structures such as columns and beams formed by the prefabricated formwork component for cast-in-place of the present invention can better confine the cast concrete, particularly by enlarging the confined region, thereby improving the overall shear resistance and load-bearing capacity of the building, which is of great significance for seismic performance under earthquake conditions. The above described are merely embodiments of the present invention. Well-known specific structures, characteristics, and other common general knowledge in the embodiments have not been described in detail herein. A person of ordinary skill in the art is deemed to know all common general knowledge in the technical field to which the invention pertains before the filing date, is capable of accessing all prior art in the field, and possesses the ability to apply conventional experimental means before that date. Such a person can, under the inspiration provided by the present invention, complete and implement the present solutions in combination with his or her own capabilities, and some typical well-known structures or well-known methods should not constitute an obstacle to implementation of the present invention by a person of ordinary skill in the art. It should be noted that for those skilled in the art, various modifications and improvements can be made without departing from the structure of the present invention, and these should also be regarded as falling within the protection scope of the present invention, and these will not affect the effect of implementation of the present invention or the practicality of the patent. The protection scope of the present invention shall be defined by the content of the appended claims, and the detailed embodiments and other records in the description may be used to interpret the content of the claims.
Claims
1. A prefabricated building formwork component for cast-in-place applicable to columns or beams, comprising a tubular form shell and stirrups fixed to the form shell, wherein an upper end and a lower end of the form shell are provided with mating portions adapted to mate with adjacent form shells; characterized in that, the form shell is formed by enclosing steel plates (1), and the stirrups are jointly comprised of the steel plates (1) and rod-shaped components (2) fixedly connected to inner sides of the steel plates (1).
2. A prefabricated building shear wall component for cast-in-place, comprising a first wall panel (1031) and a second wall panel (1032) arranged opposite to each other, wherein the first and second wall panels (1031,1032) are connected by a plurality of tie components, forming a cavity between the first and second wall panels (1031, 1032); characterized in that, both the first wall panel (1031) and the second wall panel (1032) are made of steel plates (1), and the tie components are steel rod-shaped components (201) fixedly connected between inner sides of the first and second wall panels (1031, 1032).
3. A prefabricated building floor slab component for cast-in-place, comprising floor slab bodies (104) and a plurality of rod-shaped connecting portions (202) protruding from an inner side of the floor slab bodies(104), wherein opposite slab floor bodies (104) are connected by the connecting portions (202), and both ends of the floor slab component are provided with mating portions adapted to mate with adjacent floor slab component; characterized in that, the slab bodies (104) are made of steel plates (1), and the connecting portions (202) are provided with rebars (15) being parallel to the floor slab bodies (104) and forming a pouring cavity therebetween.
4. The prefabricated building formwork component of claim 1, characterized in that, the form shell is formed by fixed connection between a plurality of segments of steel plates (1) that is longitudinally separated from each other along an enclosing center of the form shell.
5. The prefabricated building shear wall component of claim 2, characterized in that, the first wall panel (1031) and / or the second wall panel (1032) is formed by fixed connection of a plurality of segments of steel plates (1) that are longitudinally separated from each other.
6. The prefabricated building floor slab component of claim 3, characterized in that, the floor slab bodies (104) are formed by fixed connection of a plurality of segments of steel plates (1) that are separated from each other in the width direction of the floor slab bodies.
7. The prefabricated formwork component of claim 4 or the prefabricated building shear wall component of claim 5 or the prefabricated building floor slab component of claim 6, characterized in that, the fixed connection is formed by spot welding.
8. The prefabricated building formwork component of claim 1 or 4 or 7, or the prefabricated building shear wall component of claim 2 or 5 or 7, or the prefabricated building floor slab component of claim 3 or 6 or 7, characterized in that, outer side of the form shell and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab bodies (104) are further provided with a reinforcing layer being a magnesium phosphatebased material layer fixedly connected to the outer side of the form shell and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab bodies (104).
9. The prefabricated building formwork component of claim 1 or 4 or 7, or the prefabricated building shear wall component of claim 2 or 5 or 7, or the prefabricated building floor slab component of claim 3 or 6 or 7, characterized in that, opposite outer sides of the form shell and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab body (104) are respectively recessed inwardly to form grooves (5); internal hollow region or cavity therebetween are provided with protrusions (6) corresponding to the grooves (5); both ends of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) respectively extend through the protrusions (6) into the grooves (5); both ends of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) are provided with connecting fasteners respectively, wherein the connecting fasteners is located in and fitted in the corresponding grooves (5); the connecting fasteners and the ends of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) are all located within the grooves (5) and are disposed inward of the outer side surface of the form shell and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the slab bodies (104).
10. The prefabricated building formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of claim 9, characterized in that, one end of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) is provided with an upset anchor head (7), and an opposite end thereof is provided with an external thread adapted to be connected with a nut (9), wherein the upset anchor head (7) and the nut (9) respectively act as the connecting fasteners at both ends of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202).
11. The prefabricated building formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of claim 9, characterized in that, both ends of the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) are provided with external threads adapted to be connected with a nut (9), respectively acting as the connecting fasteners at the both ends of the rodshaped components (2) or steel rod-shaped components (201) or connecting portions (202).
12. The prefabricated building floor slab component of anyone of claims 9 to 11, characterized in that, the connecting portions (202) are an L-shaped structure, with a bottom horizontal segment being directly fitted and fixedly connected to an inner side of the floor slab bodies as a connecting fastener, and a vertical segment being connected to the rebars (15).
13. The prefabricated building formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of claim 10, characterized in that, the upset anchor head comprises an anchor head body (8) having a diameter larger than that of the rod-shaped component, and protruding outwardly to form an annular fitting portion (10) being capable of fitting with the grooves (5); or the anchor head body (8) fitting with the groove (5) through a washer (11) is provided on the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202), wherein the washer (11) has a diameter larger than that of the anchor head body (8).
14. The prefabricated building formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of claim 9, characterized in that, a side wall and a bottom of the grooves (5) form an angle in a range of 30° to 60°; the diameter of the protrusions (6) is 2 to 5 times the diameter of the rod components (2) or steel rod-shaped components (201) or connecting portions (202).
15. The prefabricated building formwork component of claim 1 or the prefabricated building shear wall component of claim 2 or the prefabricated building floor slab component of claim 3, characterized in that, the mating portions at one end of the component are tightly fitted with corresponding mating portions of adjacent components, so that two components are joined and their outer sides are aligned with each other.
16. The prefabricated formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of claim 15, characterized in that, the mating portions are in a form of slot connection or plug-in connection.
17. The prefabricated building formwork component or the prefabricated building shear wall component or the prefabricated building floor slab component of anyone of claims 1 to 16, characterized in that, the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) are arranged in multiple layers along the longitudinal direction of the form shell and / or the first wall panel (1031) and / or the second wall panel (1032) and / or the floor slab bodies (104), with the rod-shaped components (2) or steel rodshaped components (201) or connecting portions (202) within the same layer being coplanar and parallel to each other, and the rod-shaped components (2) or steel rod-shaped components (201) or connecting portions (202) of adjacent layers being arranged to crosseach other in a perpendicular direction or to cross each other in parallel directions at different positions.
18. The prefabricated formwork component of anyone of claims 1, 4, and 7 to 17, characterized in that, the form shell is made of seamless steel pipes or is formed by laterally bending and enclosing steel plates.
19. The prefabricated floor slab component of anyone of claims 3 or 6 to 18, characterized in that, the rebars (15) are a rebar mesh formed by a plurality of crossing rebars.