Detachable formwork-erecting-free assembly type reinforced concrete roof truss structure

Abstract

The detachable formwork-free assembly type reinforced concrete roof truss structure comprises a prefabricated cross beam and a prefabricated zigzag roof truss, oblique beam supporting blocks are arranged at the tops of the two ends of the prefabricated cross beam, the prefabricated zigzag roof truss comprises two oblique beams and oblique beam supporting columns, the tops of the two oblique beams are connected, the two oblique beams are distributed in a herringbone shape, and the tops of the oblique beam supporting columns are connected with the oblique beams. The bottoms of the cant beams are connected with the corresponding cant beam supporting blocks respectively, the cant beam supporting columns are supported and fixed to the prefabricated cross beams, the number of the prefabricated cross beams is the same as that of the prefabricated cross beams, roofs are laid between the cant beams of the adjacent prefabricated zigzag roof trusses, multiple rows of prefabricated secondary beams are arranged between the adjacent prefabricated cross beams, and the cant beam supporting columns are fixed to the cant beam supporting columns. Floor plates are arranged between the adjacent prefabricated secondary beams, and the invention further discloses a connecting mode of the prefabricated cross beams and the prefabricated zigzag roof truss and a connecting mode of the prefabricated cross beams and the prefabricated secondary beams. According to the invention, after factory prefabrication, on-site simple splicing and assembling construction can be realized, the construction period can be shortened, and the construction cost can be reduced.

Description

Technical Field

[0001] The present invention relates to the field of construction technology, and particularly relates to a disassemblable formwork-free prefabricated reinforced concrete roof truss structure. Background Art

[0002] In engineering structures, prestressed reinforced concrete roof trusses or ordinary cast-in-place reinforced concrete roof trusses are often used as shown in Figure 1 . Prestressed reinforced concrete roof trusses often have large overall dimensions, small and numerous sub-components (such as inclined beams, horizontal bars, web members, etc.), making them difficult to transport. If prefabricated on-site, the construction process is affected by many factors, and the quality of the finished product is not easily guaranteed. Fully cast-in-place reinforced concrete requires full hall scaffolding and high formwork support, which belongs to dangerous and major projects, has a long construction period, and sometimes needs to be cast in multiple times, greatly affecting the project duration. Summary of the Invention

[0003] The purpose of the present invention is to provide a disassemblable formwork-free prefabricated reinforced concrete roof truss structure for the above problems existing in the prior art.

[0004] The above object of the present invention is achieved by the following technical means:

[0005] A disassemblable formwork-free prefabricated reinforced concrete roof truss structure includes precast crossbeams and precast folded roof trusses. At both ends of the top of each precast crossbeam, inclined beam support blocks are provided. The precast folded roof trusses include two inclined beams connected at the top and distributed in a herringbone pattern. The precast folded roof trusses further include inclined beam support columns connected to the inclined beams at the top. The bottoms of the inclined beams are respectively connected to the corresponding inclined beam support blocks. The bottoms of the inclined beam support columns are supported and fixed on the precast crossbeams. Multiple precast crossbeams are arranged in parallel, and the number of precast folded roof trusses is the same as that of the precast crossbeams. A roofing is laid between the inclined beams of adjacent precast folded roof trusses.

[0006] Multiple rows of precast secondary beams are provided between adjacent precast crossbeams, and floor slabs are provided between adjacent precast secondary beams.

[0007] The steel bars embedded in the bottom end face of the inclined beam and the steel bars embedded in the support surface of the inclined beam support block are connected through a steel bar connecting device, and a slurry layer is filled between the bottom end face of the inclined beam and the support surface of the inclined beam support block.

[0008] The bottom end face of the inclined beam is a stepped end face, and the support surface of the inclined beam support block is a stepped end face adapted to the shape of the bottom end face of the inclined beam.

[0009] The bottom end face of the inclined beam is parallel to the support surface of the inclined beam support block, and both are perpendicular to the central axis of the inclined beam.

[0010] The bottom end face of the inclined beam and the supporting surface of the inclined beam support block are both embedded with I-beam connectors, and the I-beam connectors embedded in the bottom end face of the inclined beam and the supporting surface of the inclined beam support block are fixedly connected. A concrete connection layer is filled between the bottom end face of the inclined beam and the supporting surface of the inclined beam support block.

[0011] The bottom end face of the inclined beam and the supporting surface of the inclined beam support block are both embedded with welding parts. The welding parts include an embedded part and a welding part, and the embedded part and the welding part are connected. The welding parts of the welding parts embedded in the bottom end face of the inclined beam and the supporting surface of the inclined beam support block are welded and connected.

[0012] The end of the precast secondary beam is provided with a lapping platform. Lapping grooves are opened on both sides of the top surface of the precast main beam. The lapping platforms at the ends of the precast secondary beams on both sides of the precast main beam are placed in the corresponding lapping grooves. A plurality of end embedded steel bars are embedded in the end of the precast secondary beam. Each end embedded steel bar is fixed by an embedded stirrup. The top of each end embedded steel bar exposes the top surface of the end of the precast secondary beam and is fixed to the precast secondary beam reinforcement. A concrete filling layer is laid at the joint between the end of the precast secondary beam and the top surface of the precast main beam. The top of the end embedded steel bar exposing the top surface of the precast secondary beam and the precast secondary beam reinforcement are both embedded in the concrete filling layer.

[0013] The precast secondary beam is an I-shaped steel beam. Side embedded steel plates are embedded on the side surface of the precast main beam. The part of the side embedded steel plate exposing the side surface of the precast main beam is connected to the end of the precast secondary beam. A top embedded steel plate is arranged on the top surface of the precast main beam, and the top embedded steel plate is connected to the embedded steel bars on the floor slab.

[0014] The side surface of the precast main beam is provided with a pressure-bearing convex part. The two opposite sides of the floor slab are respectively erected and fixed on the pressure-bearing convex parts on the side surfaces of adjacent precast main beams. The beam-slab gap between the slab side of the floor slab arranged on the pressure-bearing convex part and the side surface of the precast main beam is filled with caulking glue. The beam-slab gap filled with caulking glue and the precast main beam and the floor slab around the beam-slab gap filled with caulking glue are both coated with sealing paint. The contact part between the floor slab and the pressure-bearing convex part is coated with sealing paint.

[0015] The present invention has the following beneficial effects compared with the prior art:

[0016] On the premise of facilitating transportation, the present invention minimizes the number of prefabricated components as much as possible. After prefabrication in the factory, simple on-site splicing and assembly construction can be carried out, which can effectively solve problems such as the quality of on-site construction not being guaranteed, the difficulty of overall hoisting being relatively large, and the difficulty of formwork support for cast-in-place concrete, shorten the construction period, and reduce the construction cost. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 It is a schematic diagram of a prestressed reinforced concrete roof truss structure;

[0018] Figure 2It is a schematic side-sectional structure diagram of the present invention;

[0019] Figure 3 It is a schematic explosion structure diagram of the present invention;

[0020] Figure 4 It is a schematic diagram of the first connection method between the inclined beam support block and the corresponding roof truss inclined beam;

[0021] Figure 5 It is a schematic diagram of the second connection method between the inclined beam support block and the corresponding roof truss inclined beam;

[0022] Figure 6 It is a schematic diagram of the third connection method between the inclined beam support block and the corresponding roof truss inclined beam;

[0023] Figure 7 It is a schematic diagram of the fourth connection method between the inclined beam support block and the corresponding roof truss inclined beam;

[0024] Figure 8 It is a schematic connection diagram of the precast cross beam and the bent column;

[0025] Figure 9 It is a schematic diagram of the first connection method between the precast cross beam and the precast secondary beam;

[0026] Figure 10 It is a schematic diagram of the second connection method between the precast cross beam and the precast secondary beam;

[0027] Figure 11 It is a schematic diagram of the local construction joint treatment structure;

[0028] Among them, 1 - precast cross beam, 2 - precast folded roof truss, 3 - bent column, 4 - roof, 5 - precast secondary beam, 6 - floor slab, 7 - steel bar connecting device, 8 - slurry layer, 9 - concrete connecting layer, 10 - concrete filling layer, 11 - caulking rubber, 12 - sealing coating, 101 - inclined beam support block, 102 - lapping groove, 103 - side embedded steel plate, 104 - top embedded steel plate, 105 - pressure-bearing convex part, 201 - inclined beam, 202 - inclined beam support column, 203 - I-beam connecting piece, 204 - welding piece, 501 - lapping platform, 502 - end embedded bar, 503 - embedded stirrup, 504 - precast secondary beam reinforcement. Specific embodiments

[0029] For the convenience of those of ordinary skill in the art to understand and implement the present invention, the present invention will be further described in detail below in conjunction with embodiments. It should be understood that the embodiments described herein are only used to illustrate and explain the present invention and are not used to limit the present invention.

[0030] Embodiment 1:

[0031] As Figure 2As shown in the figure, a disassemblable formwork-free precast reinforced concrete roof truss structure includes a precast cross beam 1 and a precast folded roof truss 2. The precast cross beam 1 and the precast folded roof truss 2 can be precast in the factory first. The bottom ends of both sides of the precast cross beam 1 are supported on the ground by bent frames 3. At the top ends of both sides of the precast cross beam 1, inclined beam support blocks 101 are provided. The inclined beam support blocks 101 are used to support the inclined beams of the precast folded roof truss 2, playing a role of reaction support. The precast folded roof truss 2 includes two inclined beams 201 that are connected at the top and distributed in a herringbone shape. The precast folded roof truss 2 also includes inclined beam support columns 202 whose tops are connected to the inclined beams 201. The bottom ends of the inclined beams 201 are respectively connected to the corresponding inclined beam support blocks 101. The bottom ends of the inclined beam support columns 202 are supported and fixed on the precast cross beam 1. Under the combined action of fixedly connecting the bottom ends of the two inclined beams 201 of the precast folded roof truss 2 to the inclined beam support blocks 101 on the precast cross beam 1 and supporting the inclined beams 201 on the precast cross beam 1 through the inclined beam support columns 202, the precast folded roof truss 2 is stably and reliably installed and fixed on the precast cross beam 1.

[0032] There are multiple precast cross beams 1, and the number of precast folded roof trusses 2 is the same as that of the precast cross beams 1. A roofing 4 is laid between the inclined beams 201 of adjacent precast folded roof trusses 2. The roofing 4 adopts a common metal roofing or other lightweight roofing structures. The multiple precast cross beams 1 are arranged in parallel.

[0033] Embodiment 2:

[0034] As Figure 3 shown, multiple rows of precast secondary beams 5 are arranged between adjacent precast cross beams 1. As a preferred solution, the precast secondary beams 5 are arranged horizontally and perpendicularly to the precast cross beams 1. A floor slab 6 is arranged between adjacent precast secondary beams 5. A ventilation channel is formed between the roofing 4 and the floor slab 6 to achieve good ventilation. The spacing between the precast secondary beams 5 can be calculated and adjusted according to the span of the precast secondary beams and the load of the floor slab. Also, according to the load of the floor slab and the span of the precast secondary beams, the pre-tensioning construction method can be adopted. The floor slab 6 can preferably be a steel truss floor slab or a reinforced concrete composite slab, which can be hoisted on site without formwork, and has a certain thickness of the cast-in-place layer to ensure the airtightness of the structure.

[0035] Others are the same as those in Embodiment 1.

[0036] Embodiment 3:

[0037] As Figure 4 shown, the steel bars embedded in the bottom end face of the inclined beam 201 are fixedly connected to the steel bars embedded in the support surface of the inclined beam support block 101.

[0038] As a preferred solution, the steel bars embedded in the bottom end face of the inclined beam 201 are connected to the steel bars embedded in the supporting surface of the inclined beam support block 101 through a steel bar connecting device 7 (the steel bar connecting device 7 is an existing device, and the steel bar connecting device described in the patent number 202022055035.9 can be used, and no detailed description will be made here).

[0039] A slurry layer 8 is filled between the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. In this embodiment, the material of the slurry layer 8 is high-strength cement-based grouting material.

[0040] As a preferred solution, the bottom end face of the inclined beam 201 is parallel to the supporting surface of the inclined beam support block 101 and is perpendicular to the central axis of the inclined beam 201.

[0041] Others are the same as in Embodiment 2.

[0042] Embodiment 4:

[0043] As Figure 5 shown, the steel bars embedded in the bottom end face of the inclined beam 201 are fixedly connected to the steel bars embedded between the supporting surfaces of the inclined beam support block 101.

[0044] As a preferred solution, the steel bars embedded in the bottom end face of the inclined beam 201 are connected to the steel bars embedded in the supporting surface of the inclined beam support block 101 through a steel bar connecting device 7.

[0045] A slurry layer 8 is filled between the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. In this embodiment, the material of the slurry layer 8 is high-strength cement-based grouting material.

[0046] The bottom end face of the inclined beam 201 is a stepped end face, and the supporting surface of the inclined beam support block 101 is a stepped end face adapted to the shape of the bottom end face of the inclined beam 201, so that the inclined beam 201 can bear the downward acting force perpendicular to the inclined beam 201 and increase the bearing capacity of the precast folded roof truss 2.

[0047] As a preferred solution, a convex platform is provided on the bottom end face of the inclined beam 201, and a placement groove is provided on the supporting surface of the inclined beam support block 101, and the convex platform is inserted into the placement groove. When the inclined beam 201 bears the downward acting force perpendicular to the inclined beam 201, the bearing capacity of the inclined beam 201 is enhanced under the limiting action of the placement groove on the convex platform.

[0048] Others are the same as in Embodiment 2.

[0049] Embodiment 5:

[0050] As Figure 6As shown in the figure, I-beam connectors 203 are embedded in both the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. The I-beam connectors 203 embedded in the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101 are fixedly connected. As a preferred solution, a connecting piece is provided between the I-beam connectors 203 embedded in the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. The connecting piece is riveted to the I-beam connectors 203 embedded in the bottom end face of the inclined beam 201 and the I-beam connectors 203 embedded in the supporting surface of the inclined beam support block 101 respectively. A concrete connection layer 9 is filled between the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. The fixed connection between the bottom end of the inclined beam 201 and the inclined beam support block 101 is realized through the I-beam connector 203, and at the same time, the connection strength between the bottom end of the inclined beam 201 and the inclined beam support block 101 is further increased by filling the concrete connection layer 9.

[0051] As a preferred solution, the bottom end face of the inclined beam 201 is parallel to the supporting surface of the inclined beam support block 101, and both are perpendicular to the central axis of the inclined beam 201.

[0052] Others are the same as those in Embodiment 2.

[0053] Embodiment 6:

[0054] As Figure 7 shown in the figure, welding parts 204 are embedded in both the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101. The welding part 204 includes an embedded part and a welding part, and the embedded part and the welding part are connected. The welding parts 204 embedded in the bottom end face of the inclined beam 201 and the supporting surface of the inclined beam support block 101 are welded together. As a preferred solution, the welding part is strip-shaped, and the length of the welding part is slightly longer than the length of the bottom end face of the inclined beam 201, so as to facilitate welding of the part of the welding part exposed from the bottom end face of the inclined beam 201. Others are the same as those in Embodiment 2.

[0055] Embodiment 7:

[0056] As Figure 8 shown in the figure, the steel bars embedded at the bottom of the end of the precast cross beam 1 are fixedly connected to the steel bars embedded in the top supporting surface of the bent column 3. As a preferred method, the steel bars embedded at the bottom of the end of the precast cross beam 1 and the steel bars embedded in the top supporting surface of the bent column 3 are fixedly connected through a steel bar connecting device 7. A slurry layer 8 is filled between the bottom of the end of the precast cross beam 1 and the top of the bent column 3. In this embodiment, the material of the slurry layer 8 is high-strength cement-based grouting material; others are the same as those in Embodiment 2.

[0057] Embodiment 8:

[0058] As Figure 9As shown in the figure, a lapping platform 501 is provided at the end of the precast secondary beam 5, and a lapping groove 102 is provided on the side of the precast cross beam 1. The lapping platform 501 is placed in the corresponding lapping groove 102. Lapping grooves 102 are provided on both sides of the top surface of the precast cross beam 1, which are respectively used to connect with the lapping platforms 501 at the ends of the precast secondary beams 5 on both sides. The provision of the lapping grooves 102 can better position the connection positions of the precast secondary beam 5 and the precast cross beam 1. Multiple end embedded steel bars 502 are embedded in the end of the precast secondary beam 5, and each end embedded steel bar 502 is fixed by embedded stirrups 503 in the precast secondary beam 5. The top of each end embedded steel bar 502 exposes the top surface of the end of the precast secondary beam 5 and is fixed to the precast secondary beam reinforcement 504. A concrete filling layer 10 is laid at the connection between the end of the precast secondary beam 5 and the top surface of the precast cross beam 1. The end embedded steel bars 502 and the precast secondary beam reinforcement 504 that expose the top surface of the precast secondary beam 5 are both embedded in the concrete filling layer 10, thereby realizing the stable connection of the ends of the precast cross beam 1 and the precast secondary beam 5.

[0059] As a preferred solution, the precast secondary beam reinforcements 504 above the top surfaces of the ends of the precast secondary beams 5 on both sides of the precast cross beam 1 are connected, realizing a more stable connection between the ends of the precast cross beam 1 and the precast secondary beams 5 on both sides.

[0060] Others are the same as those in Embodiment 2.

[0061] As another implementation method, according to the spacing of the precast folded roof trusses 2, the precast secondary beam 5 is cancelled, and there is no need to provide the precast secondary beam 5. The floor slab 6 is directly erected on the adjacent precast cross beams 1.

[0062] Embodiment 9:

[0063] As Figure 10 shown in the figure, side embedded steel plates 103 are embedded on the side surface of the precast cross beam 1. The precast secondary beam 5 is an I-shaped steel beam. The part of the side embedded steel plate 103 that exposes the side surface of the precast cross beam 1 is riveted or welded to the end of the precast secondary beam 5, thereby realizing the fixed connection between the precast cross beam 1 and the precast secondary plate.

[0064] The top surface of the precast cross beam 1 is provided with a top embedded steel plate 104, and the top embedded steel plate 104 is welded to the embedded steel bars on the floor slab 6, thereby realizing the connection between the precast cross beam 1 and the floor slab 6.

[0065] Others are the same as those in Embodiment 2.

[0066] As another implementation method, according to the spacing of the precast folded roof trusses 2, the precast secondary beam 5 is cancelled, and there is no need to provide the precast secondary beam 5. The floor slab 6 is directly erected on the adjacent precast cross beams 1.

[0067] Embodiment 10:

[0068] As Figure 11As shown, a bearing convex part 105 is provided on the side surface of the precast cross beam 1. The two opposite sides of the floor slab 6 are respectively erected and fixed on the bearing convex parts 105 on the side surfaces of adjacent precast cross beams 1. In the solution of this embodiment, according to the spacing of the precast folded roof trusses 2, the precast secondary beam 5 is cancelled, and there is no need to provide the precast secondary beam 5. Only the bearing convex parts 105 on the side surfaces of the precast cross beams 1 are used to install and fix the floor slab 6.

[0069] As a preferred solution, a caulking adhesive 11 is filled in the beam-slab gap between the plate side of the floor slab 6 provided on the bearing convex part 105 and the side surface of the precast cross beam 1. In this embodiment, the material of the caulking adhesive 11 is silicone sealant. The beam-slab gap filled with the caulking adhesive 11, the precast cross beam 1 and the floor slab 6 around the beam-slab gap filled with the caulking adhesive 11 are all coated with a sealing coating 12, and the contact part between the floor slab 6 and the bearing convex part 105 is coated with the sealing coating 12. In this implementation, the material of the sealing coating 12 is polysulfide sealing coating. The caulking adhesive 11 plays a role in deformation buffering, and the sealing coating 12 plays a role in sealing the connection part.

[0070] It should be noted that the embodiments described in the present invention are only examples of the spirit of the present invention. Those skilled in the technical field to which the present invention belongs can make various modifications or supplements to the described embodiments or use similar ways to replace them, but will not deviate from the spirit of the present invention or exceed the scope defined by the appended claims.

Claims

1. A detachable formwork-free prefabricated reinforced concrete roof truss structure, comprising a precast cross beam (1) and a precast folded roof truss (2), characterized in that, At both top ends of the precast cross beam (1), there are provided inclined beam support blocks (101). The precast folded roof truss (2) includes two inclined beams (201) that are connected at the top and distributed in a herringbone pattern. The precast folded roof truss (2) further includes inclined beam support columns (202) whose tops are connected to the inclined beams (201). The bottoms of the inclined beams (201) are respectively connected to the corresponding inclined beam support blocks (101). The bottoms of the inclined beam support columns (202) are supported and fixed on the precast cross beam (1). There are multiple precast cross beams (1) arranged in parallel. The number of precast folded roof trusses (2) is the same as that of the precast cross beams (1). A roofing (4) is laid between the inclined beams (201) of adjacent precast folded roof trusses (2).

2. The disassemblable formwork-free prefabricated reinforced concrete roof truss structure according to claim 1, characterized in that, There are multiple rows of precast secondary beams (5) arranged between adjacent precast cross beams (1), and a floor slab (6) is arranged between adjacent precast secondary beams (5).

3. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 2, characterized in that, The steel bars embedded in the bottom end face of the inclined beam (201) and the steel bars embedded in the support surface of the inclined beam support block (101) are connected by a steel bar connecting device (7), and a slurry layer 8 is filled between the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101).

4. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 3, characterized in that, The bottom end face of the inclined beam (201) is a stepped end face, and the support surface of the inclined beam support block (101) is a stepped end face adapted to the shape of the bottom end face of the inclined beam (201).

5. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 4, characterized in that, The bottom end face of the inclined beam (201) is parallel to the support surface of the inclined beam support block (101), and both are perpendicular to the central axis of the inclined beam (201).

6. The disassemblable formwork-free prefabricated reinforced concrete roof truss structure according to claim 2, wherein, I-shaped steel connectors (203) are embedded in both the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101). The I-shaped steel connectors (203) embedded in the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101) are fixedly connected, and a concrete connection layer (9) is filled between the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101).

7. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 2, characterized in that, Welding parts (204) are embedded in both the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101). The welding parts (204) include embedded parts and welding parts, and the embedded parts and the welding parts are connected. The welding parts of the welding parts (204) embedded in the bottom end face of the inclined beam (201) and the support surface of the inclined beam support block (101) are welded together.

8. The prefabricated reinforced concrete roof truss structure that can be disassembled and is free of formwork support according to claim 2, characterized in that, A la terminación del viga secundaria prefabricada (5), se dispone de una plataforma de empalme (501). En los dos lados superiores de la superficie de la viga principal prefabricada (1), se abren ranuras de empalme (102). Las plataformas de empalme (501) en las terminaciones de las vigas secundarias prefabricadas (5) en los dos lados de la viga principal prefabricada (1) se colocan en las ranuras de empalme (102) correspondientes. Dentro de la terminación de la viga secundaria prefabricada (5), se inyectan múltiples armaduras de terminación (502). Cada una de las armaduras de terminación (502) se fija mediante una estribadilla inyectada (503). La parte superior de cada una de las armaduras de terminación (502) sobresale de la superficie superior de la terminación de la viga secundaria prefabricada (5) y se fija a la armadura de refuerzo de la viga secundaria prefabricada (504). En la conexión entre la terminación de la viga secundaria prefabricada (5) y la superficie superior de la viga principal prefabricada (1), se dispone una capa de relleno de hormigón (10). La parte superior de la armadura de terminación (502) que sobresale de la superficie superior de la viga secundaria prefabricada (5) y la armadura de refuerzo de la viga secundaria prefabricada (504) se inyectan en la capa de relleno de hormigón (10).

9. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 2, characterized in that, La viga secundaria prefabricada (5) es una viga de acero I. En el lado lateral de la viga principal prefabricada (1), se inyecta una placa de acero lateral inyectada (103). La parte de la placa de acero lateral inyectada (103) que sobresale del lado lateral de la viga principal prefabricada (1) se conecta con la terminación de la viga secundaria prefabricada (5). En la superficie superior de la viga principal prefabricada (1), se dispone una placa de acero superior inyectada (104). La placa de acero superior inyectada (104) se conecta con las armaduras inyectadas en la placa de piso (6).

10. A detachable formwork-free prefabricated reinforced concrete roof truss structure according to claim 1, characterized in that, En el lado lateral de la viga principal prefabricada (1), se dispone una protuberancia de soporte (105). En los dos lados opuestos de la placa de piso (6), se colocan y fijan sobre las protuberancias de soporte (105) en los lados laterales de las vigas principales prefabricadas (1) adyacentes. En la ranura entre la placa lateral de la placa de piso (6) que se coloca sobre la protuberancia de soporte (105) y el lado lateral de la viga principal prefabricada (1), se rellena con un adhesivo de juntura (11). En la ranura entre la placa y la viga donde se ha rellenado con el adhesivo de juntura (11), así como en la viga principal prefabricada (1) y la placa de piso (6) alrededor de la ranura donde se ha rellenado con el adhesivo de juntura (11), se aplica un revestimiento sellador (12). En el contacto entre la placa de piso (6) y la protuberancia de soporte (105), se aplica un revestimiento sellador (12).

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