A self-supporting and free-form laminated floor assembly monolithic reinforced concrete frame structure and construction method

Abstract

The application discloses a kind of free support free mould composite floor assembly monolithic reinforced concrete frame structure and construction method, it is related to the technical field of fabricated concrete building.The prestressed concrete multi-ribbed channel plate, ribbed single T frame beam or precast support beam, cast-in-place column, cast-in-place composite layer and special embedded part are composed;Component is all factory prefabricated and pre-embedded lifting hook and connecting embedded part, directly hoisted in place on site, without setting up temporary support and formwork;Plate-beam, plate-plate and beam-column joint are rigidly connected by embedded part welding, steel anchoring, grouting material or cast-in-place concrete, cast-in-place composite layer can be selected with main body synchronous construction or late with floor once forming.The application realizes large-span floor full-fabricated construction, has the advantages of reliable node connection, high overall stiffness, high construction efficiency, quality controllable, cost economical, etc., and is suitable for various residential, office, factory building and public building fabricated floor and frame structure.

Description

Technical Field

[0001] This invention belongs to the technical field of prefabricated prestressed concrete structure, specifically relating to a prestressed concrete multi-ribbed slab with a formwork-free, modular, assembled reinforced concrete frame structure and construction method, applicable to floor slab projects of various industrial and civil buildings with large spans of 6-15m. Background Technology

[0002] With the rapid development of industrialized construction, prefabricated reinforced concrete frame structures have been widely adopted due to their convenient construction and short construction period. As the core horizontal load-bearing component, the performance of the floor slab directly determines the overall quality of the structure. Traditional concrete floor slabs, such as solid slabs and ordinary ribbed slabs, have problems such as excessive self-weight, easy cracking of joints, and unreliable connections. In addition, they require dense support during construction, consuming a lot of labor and materials, and there is a lot of interference between different construction processes. Furthermore, deflection control is difficult in large-span scenarios.

[0003] The existing technologies have the following shortcomings: ordinary rectangular support beams are usually used, which have limited cross-sectional stiffness. In large-span buildings with spans of over 6m, beam deflection is difficult to control, affecting structural performance; the slab-beam connection is an end-lap joint, and temporary supports are still required for local positioning, failing to achieve completely formwork-free construction, and there is still room for improvement in construction efficiency; the reinforcement anchorage method at the connection node between the support beam and the trough slab is relatively simple, and the shear and tensile resistance under large-span loads needs to be further enhanced; the prefabrication degree of the interface between the beam and the trough slab is insufficient, resulting in a large amount of on-site reinforcement binding work and limiting the efficiency of industrial assembly.

[0004] In view of the above-mentioned defects and problems of existing technologies, there is an urgent need for a prefabricated prestressed concrete frame structure that can achieve complete support and formwork-free construction, adapt to larger spans, more reliable node connections, and higher assembly efficiency. This invention is proposed accordingly. Summary of the Invention

[0005] The purpose of this invention is to overcome the defects in the existing technology and provide a prestressed concrete multi-ribbed channel slab reinforced concrete frame structure and construction method that does not require support or formwork. On the basis of ensuring the core advantages of lightweight, durable joints and reliable connection, the innovative design of ribbed single T frame beams enables completely support-free and formwork-free construction, improves the overall rigidity of the structure, is suitable for large span buildings of 6~15m, and enhances the joint connection performance and improves the efficiency of industrial assembly.

[0006] In a first aspect, the present invention proposes a precast, integral reinforced concrete frame structure with a formwork-free, modular composite floor slab, comprising: A prestressed concrete multi-ribbed channel slab, the channel slab being composed of a panel and multiple trapezoidal ribs spaced apart along the length of the panel, the ribs being vertically connected to the lower surface of the panel to form a multi-ribbed channel structure, prestressing tendons being arranged along the length of the channel slab body, the sides of the channel slab body being provided with mutually cooperating first splicing parts and second splicing parts, and the ends being reserved with connecting steel bars and embedded parts, and hook-shaped hook embedded parts being embedded in the channel slab; The ribbed single-T frame beam is composed of a T-shaped beam body and an integrally formed rib plate at the top. The ribbed single-T frame beam is equipped with prestressed tendons, stirrups and waist reinforcement. The spacing of the rib plates matches the spacing of the rib plates of the channel plate. The rib plates are reserved with butt joints, rebar splicing positions and embedded parts that are compatible with the ends of the channel plate. The rib plates serve as the support surface of the channel plate to achieve support-free construction. The connection nodes include an integrated connection node between the channel plate and the ribbed single-T frame beam, and a beam-column node. The integrated connection node forms an integral load-bearing structure through welding of the channel plate and the embedded parts of the ribbed single-T frame beam, insertion of reinforcing bars, and pouring of concrete. The beam-column node includes embedded parts of steel plates with through holes and reinforcing bar anchors that are connected to the beam and column. The reinforcing bars in the channel plate pass through the through holes of the embedded parts of the steel plates and are welded and anchored.

[0007] Preferably, the first splicing part of the channel plate is a tenon structure, and the second splicing part is a groove structure adapted to the tenon structure. When splicing, the tenon structure is inserted into the groove structure, the gap is filled with high-strength grout, and additional reinforcing bars are provided on the side of the channel plate. The additional reinforcing bars are tied or welded to the reinforcing bars of the first splicing part and the second splicing part.

[0008] Preferably, the rib height of the ribbed single T-beam is 200mm~300mm, the cross-sectional dimensions of the T-beam body are adjusted according to the building span and load requirements, and the prestressing tendons in the beam body are low-relaxation steel strands, and prestress is applied by pre-tensioning.

[0009] Preferably, the supporting connection part is provided with an extended connecting steel bar, and the precast supporting beam is provided with a steel bar sleeve or reserved hole corresponding to the connecting steel bar for insertion. After insertion, concrete is poured to form an integral connection.

[0010] Preferably, the embedded parts of the channel plate and the ribbed single T frame beam include a first embedded part and a second embedded part that respectively enhance the shear and tensile properties of the connection node. The first embedded part is a steel plate embedded part with inclined connecting steel bars, and the second embedded part is a steel plate embedded part with stiffening ribs.

[0011] Preferably, the trapezoidal rib spacing of the channel plate is 300mm~500mm, the panel thickness is 80mm~120mm, and the hook embedded part is made of Q235B steel bar with a diameter of 20mm, and the length of the hook part is 100mm~150mm.

[0012] Preferably, the mating part of the ribbed single T frame beam is provided with stirrups, and the stirrups and the connecting steel bars of the channel plate are tied together and then concrete is poured together.

[0013] Preferably, the thickness of the steel plate embedded part of the beam-column joint is 8mm~12mm, and the steel plate embedded part is welded and fixed to the steel bars in the beam and column.

[0014] Preferably, the frame structure further includes a patch plate unit, which is connected to the standard channel plate through splicing construction, steel bar insertion and concrete pouring to adapt to irregular building floor plans.

[0015] Secondly, embodiments of the present invention provide a construction method for the above-mentioned precast reinforced concrete frame structure with a support-free and formwork-free composite floor slab, comprising the following steps: S1. Factory prefabrication: Prestressed concrete multi-ribbed channel slabs, ribbed single T-frame beams, and supplementary plate units are prefabricated separately. During prefabrication, the T-beam body and ribs are integrally formed, and embedded parts and reserving docking interfaces are prefabricated. The channel slab prefabrication retains the splicing structure of the tenon structure and the groove structure, and prefabricates various steel bars and embedded parts. S2. On-site hoisting and positioning: First, hoist the ribbed single T frame beam to the design position at the top of the column. After calibrating the plane coordinates and elevation, complete the preliminary anchoring of the beam-column node. Then, use the hook embedded part of the channel plate to hoist the channel plate onto the rib support surface of the ribbed single T frame beam so that the end of the channel plate and the rib plate docking interface are precisely fitted. S3. Construction of integrated connection node: Tie the connecting steel bars of the trough plate to the steel bar splice of the ribbed single T frame beam, weld and fix the first and second embedded parts of the two, and pour high-strength concrete at the plate-beam joint to form an integrated load-bearing structure of the trough plate and the ribbed single T frame beam. S4. Construction of grooved plate joints: Insert the tenon structure of adjacent grooved plates into the groove structure, fill the gap with C60 or higher high-strength grout, complete the binding and fixing of additional steel bars, and connect the patch plate unit with the standard grooved plate according to the same joint process. S5. Construction of beam-column joint: The steel bars in the channel plate are passed through the through holes of the steel plate embedded parts and welded and fixed. The stirrups and web bars in the joint area are tied, and high-strength concrete is poured to form a rigid beam-column joint. S6. Acceptance: Remove all temporary positioning devices. No temporary supports or formwork are required. Verify the rigidity, stability, and connection reliability of the frame structure to complete the construction.

[0016] Preferably, in step S1, the prefabrication of the ribbed single-T frame beam uses a customized steel mold, strictly controlling the spacing, height, and dimensional accuracy of the joint between the ribs. The tension value of the prestressing tendons in the beam is determined according to the design span. In step S3, the concrete strength grade poured at the slab-beam joint is not lower than C40. In step S5, the high-strength concrete strength grade poured at the beam-column joint is not lower than C50. In step S2, the initial anchorage of the ribbed single-T frame beam to the column top uses temporary positioning parts, which are removed after the concrete of the integrated connection node and the beam-column joint reaches the design strength.

[0017] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) Significantly improved adaptability to large spans and structural stiffness: The integrated structure of the ribbed single T frame beam significantly increases the moment of inertia of the cross section. Combined with the design of prestressed tendons, it can be adapted to buildings with a span of 6~15m, and the deflection control is more stable, solving the problem of insufficient stiffness in large spans.

[0018] (2) Achieve completely support-free and formwork-free construction: The ribs of the ribbed single T frame beam directly serve as the support surface of the channel plate, eliminating the need for any temporary supports and formwork, greatly reducing labor and material consumption, shortening the construction period, and completely solving the defect of needing temporary support in some areas.

[0019] (3) Significantly enhanced reliability of node connection: The channel plate and the ribbed single T frame beam adopt an integrated connection method of pre-embedded part welding + steel bar insertion + concrete pouring to form an overall load-bearing structure. The shear and tensile performance of the node is improved, the beam and column nodes are more firmly anchored after optimization, and the overall stability of the structure is higher.

[0020] (4) The efficiency of industrial assembly is further improved: the interfaces of the ribbed single T frame beam and the channel plate are prefabricated in the factory, and the dimensional accuracy is controllable. Only welding, binding and pouring need to be completed on site, which greatly reduces the amount of on-site steel reinforcement binding work and improves assembly efficiency.

[0021] (5) Adaptability advantage: It can be adapted to regular / irregular building plans through the combination of standard channel plate + supplementary plate unit. The cross-sectional dimensions and rib height of the ribbed single T frame beam can be flexibly adjusted according to the building load and span. No need to re-form the mold, it is suitable for various industrial and civil buildings.

[0022] (6) Better overall economic efficiency: The complete absence of support and formwork reduces the cost of support materials and labor, the integrated connection node reduces the difficulty of on-site construction and rework rate, the large span adaptability reduces the number of beams, and the overall project cost is reduced. Attached Figure Description

[0023] The accompanying drawings are included to provide a further understanding of the embodiments and are incorporated in and constitute a part of this specification. The drawings illustrate embodiments and, together with the description, serve to explain the principles of the invention. Other embodiments and many anticipated advantages of the embodiments will be readily recognized as they become better understood through reference to the following detailed description. Elements in the drawings are not necessarily to scale. The same reference numerals refer to corresponding similar parts.

[0024] Figure 1 This is a schematic diagram of the overall structure of the prestressed concrete multi-ribbed slab precast monolithic reinforced concrete frame structure of the present invention, which uses standard slabs and single T-frame beams. Figure 2 This is an exploded structural diagram of a standard plate and a single T-frame beam according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the structure of a single T-frame beam according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the plan layout of a standard plate plus a single T-frame beam according to an embodiment of the present invention; Figure 5 This is a plan view of a standard plate and a single T-frame beam according to an embodiment of the present invention; Figure 6 A schematic diagram of the overall structure of a prestressed concrete multi-ribbed channel slab reinforced concrete frame structure without support or formwork according to an embodiment of the present invention is shown, using a standard slab. Figure 7 A schematic diagram of the overall structure of a prestressed concrete multi-ribbed slab reinforced concrete frame structure without support or formwork according to an embodiment of the present invention is shown, which includes a standard slab and a supplementary slab unit. Figure 8 A schematic diagram of the planar arrangement of a standard plate according to an embodiment of the present invention is shown; Figure 9 A schematic diagram of the planar arrangement of a standard plate plus supplementary plate unit according to an embodiment of the present invention is shown; Figure 10 A template diagram of a prestressed concrete multi-ribbed slab according to an embodiment of the present invention is shown; Figure 11 A schematic diagram of the structure of the prestressed concrete multi-ribbed grooved plate side plate according to an embodiment of the present invention is shown; Figure 12 A schematic diagram of the reinforcement of a multi-ribbed slab according to an embodiment of the present invention is shown; Figure 13 A schematic diagram of the structure of the intermediate plate according to an embodiment of the present invention is shown; Figure 14 A template diagram of a prestressed concrete ribbed single-T frame beam according to an embodiment of the present invention is shown; Figure 15 The reinforcement diagram of a prestressed concrete ribbed single-T frame beam according to an embodiment of the present invention is shown; Figure 16 A schematic diagram of the structure of the patch unit according to an embodiment of the present invention is shown; Figure 17 and Figure 18 Detailed drawing of the joint structure of prestressed concrete multi-ribbed slab; Figure 19 and Figure 20 Detailed structural drawings of prestressed concrete multi-ribbed slab combined frame beam joints; Figure 21 and Figure 22 Detailed structural drawing of a prestressed concrete ribbed single-T frame beam joint; Figure 23 and Figure 24 Detailed drawing of the transverse rib structure of a prestressed concrete multi-ribbed trough slab; Figure 25 A schematic diagram of the seam between the standard plate and the patch plate unit according to an embodiment of the present invention is shown; Figure 26 Detailed drawing of the joint structure of prestressed concrete multi-ribbed slab; Figure 27 An exploded view of a standard plate according to an embodiment of the present invention is shown; Figure 28 An exploded view of a standard plate plus supplementary plate unit according to an embodiment of the present invention is shown; Figure 29 This is a detailed node diagram for method one of connecting prestressed concrete multi-ribbed slabs to precast support beams. Figure 30 Detailed node diagram for method two of connecting prestressed concrete multi-ribbed slabs and precast support beams; Figure 31 Detailed node diagram for method three of connecting prestressed concrete multi-ribbed slabs and precast support beams; Figure 32 Detailed node diagram for method four of connecting prestressed concrete multi-ribbed slabs and precast support beams; Figure 33 This is a detailed node diagram for method five of connecting prestressed concrete multi-ribbed slabs with precast support beams. Figure 34 and Figure 35 Detailed node diagram for method six of connecting prestressed concrete multi-ribbed slabs and precast support beams; Figure 36 This is a detailed node diagram of a first embodiment of the connection between a prestressed concrete multi-ribbed slab and a precast support beam. Figure 37 Detailed node diagram of method two for connecting prestressed concrete multi-ribbed slab and precast support beam, according to another embodiment; Figure 38 Detailed node diagram of method three for connecting prestressed concrete multi-ribbed slab and precast support beam in another embodiment; Figure 39 Detailed node diagram of method four for connecting prestressed concrete multi-ribbed slabs and precast support beams in another embodiment; Figure 40 Detailed node diagram of method five for connecting prestressed concrete multi-ribbed slabs and precast support beams in another embodiment; Figure 41 and Figure 42 Detailed node diagram of method six for connecting prestressed concrete multi-ribbed slabs and precast support beams in another embodiment; Figure 43 This is a schematic diagram of the plan layout of the beam-column joint; Figure 44 For along Figure 43 A cross-sectional view of section 1-1; Figure 45 For along Figure 43 Schematic diagram of cross section 2-2; Figure 46 For along Figure 43 Cross-sectional view of section 3-3; Figure 47 For along Figure 43 Schematic diagram of cross section 4-4; Figure 48 Detailed drawing of a special hoisting hook for precast components; Figure 49 A schematic diagram of the structure of the first embedded part according to an embodiment of the present invention is shown; Figure 50 A schematic diagram of the structure of the second embedded part according to an embodiment of the present invention is shown; Figure 51 This is a schematic flowchart illustrating the construction method of a precast reinforced concrete frame structure with a formwork-free, modular composite floor slab, according to an embodiment of the present invention.

[0025] The meanings of the numbers in the diagram are as follows: 1. Channel slab body; 2. Panel; 3. Rib; 4. Prestressed tendon; 5. Joint construction; 6. First splice; 7. Second splice; 8. Beam; 9. Supporting connection; 10. Column; 11. Connecting reinforcement; 12. Additional reinforcement; 13. Stirrup; 14. Hook embedded part; 15. Ribbed single T frame beam; 16. Standard slab; 17. Supplementary slab unit. Detailed Implementation

[0026] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings.

[0027] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0028] In a first aspect, embodiments of the present invention disclose a precast, integral reinforced concrete frame structure with a formwork-free, modular composite floor slab, such as... Figures 1 to 5 As shown, it includes a prestressed concrete multi-ribbed trough slab, a ribbed single-T frame beam 15, and connection nodes.

[0029] Specifically, the channel plate is composed of a panel 2 and multiple trapezoidal ribs 3 spaced apart along the length of the panel 2. The ribs 3 are vertically connected to the lower surface of the panel 2 to form a multi-ribbed channel structure. The channel plate body 1 is equipped with prestressed tendons 4 arranged along the length. The sides of the channel plate body 1 are provided with a first splice 6 and a second splice 7 that cooperate with each other, and the ends are reserved with connecting steel bars 11 and embedded parts. The channel plate is pre-embedded with hook-shaped hook embedded parts 14.

[0030] The ribbed single-T frame beam 15 is composed of a T-shaped beam body and a top integrally formed rib plate 3. The ribbed single-T frame beam 15 is equipped with prestressed tendons 4, stirrups 13 and web reinforcement. The spacing of the rib plate 3 matches the spacing of the rib plate 3 of the channel plate. The rib plate 3 is reserved with a butt joint, rebar splice position and embedded parts that are compatible with the end of the channel plate. The rib plate 3 serves as the support surface of the channel plate to achieve support-free construction.

[0031] The connection nodes include an integrated connection node between the channel plate and the ribbed single-T frame beam 15, and a beam-column node. The integrated connection node forms an integral load-bearing structure through the welding of the embedded parts of the channel plate and the ribbed single-T frame beam 15, the insertion of reinforcing bars, and the pouring of concrete. The beam-column node includes embedded parts of steel plates with through holes and reinforcing bar anchors that are connected to beam 8 and column 10. The reinforcing bars in the channel plate pass through the through holes of the embedded parts of the steel plate and are welded and anchored.

[0032] In this embodiment, the implementation process of the prestressed concrete multi-ribbed channel slab of the present invention is divided into a component prefabrication stage and an on-site installation stage, which will be described in detail below with reference to the accompanying drawings.

[0033] The prestressed concrete channel slab is precast using custom steel molds to form a multi-ribbed channel structure consisting of a panel 2 with a thickness of 80mm~120mm and trapezoidal ribs 3 with a height of 200mm~300mm and a spacing of 300mm~500mm. The ribs 3 are perpendicularly connected to the panel 2, and the mold precision ensures verticality and spacing uniformity. Low-relaxation steel strand prestressing tendons 4 are threaded along the length of the channel slab at the leading edge of the casting (refer to...). Figure 15 Panel 2 is reinforced with ordinary steel bars / prestressed steel bars, and the transverse ribs are reinforced with ordinary steel bars or prestressed steel bars. A steel mesh is arranged above the transverse ribs to improve crack and shear resistance. Prestressing is applied using the pre-tensioning method, and distributed steel bars are laid to form a grid-like reinforcement system. Tenon and groove structures are prefabricated on the sides of the channel slab, and additional steel bars 12 are tied (refer to...). Figure 17 ) and welded with the splicing reinforcement; reserve the connecting reinforcement 11 and the installation position of the embedded part at the end of the channel plate; the embedded part 14 of the hook is made of Q235B steel bar with a diameter of 20mm and a hook length of 120mm, and is firmly tied to the reinforcement in the plate.

[0034] The prefabrication of the patch plate unit includes: the size of the patch plate unit 17 is determined according to the irregular building plan. During prefabrication, the tenon / groove joint structure 5 and the connecting steel bar 11 that are compatible with the standard channel plate are retained to ensure the reliability of splicing with the standard channel plate.

[0035] The prefabrication of the ribbed single-T frame beam 15 is the core process in this embodiment. Using customized steel molds matching the design dimensions, the T-beam body and top ribs are cast simultaneously, achieving integrated molding without on-site splicing. The rib 3 is designed with a height of 250mm, and the spacing is consistent with the spacing of the trapezoidal ribs 3 in the channel plate, which is 400mm. Strict control is maintained over the flatness of the top surface of the ribs and the dimensions of the joint. Low-relaxation steel strand prestressing tendons 4 are threaded inside the ribbed single-T frame beam 15, along with stirrups 13 and web reinforcement. The stirrups 13 are spaced 200mm apart, and prestressing is applied using the pre-tensioning method. The stress and tension values ​​are determined according to the design requirements of a 12m large span. A butt joint and rebar splicing position adapted to the end of the channel plate are reserved on rib plate 3, and a first and second embedded part are pre-embedded. The first embedded part is a 10mm×120mm×120mm steel plate with two 8mm diameter inclined connecting rebars, and the second embedded part is a 120mm×200mm×10mm steel plate and four 8mm diameter stiffening ribs. A tying position for stirrups 13 is reserved at the beam body mating section to ensure the reliability of subsequent tying of the rebars 11 connected to the channel plate. All embedded parts are firmly welded to the rebars inside the beam to prevent displacement during prefabrication and construction.

[0036] Prefabrication of embedded parts: The first embedded part, the second embedded part and the steel plate embedded parts of the beam-column joint are prefabricated according to the preset size. The steel plate embedded parts are made of Q345 material with a thickness of 10mm. Through holes with a diameter slightly larger than that of the channel plate reinforcement are opened to facilitate the installation and welding of the reinforcement.

[0037] In one specific embodiment, the present invention also discloses a prestressed concrete multi-ribbed channel slab reinforced concrete frame structure that requires no support or formwork, such as... Figures 6-10 As shown, the multi-ribbed channel slab includes a channel slab body 1, which is composed of a panel 2 and multiple ribs 3 spaced apart along the length of the panel 2. The ribs 3 are vertically connected to the lower surface of the panel 2 to form a multi-ribbed channel structure. Prestressed tendons 4 are arranged along the length of the channel slab body 1. The side of the channel slab body 1 is provided with a splicing structure 5, which includes a first splicing part 6 and a second splicing part 7 that cooperate with each other. Adjacent channel slab bodies 1 cooperate through the first splicing part 6 and the second splicing part 7, and the splicing is filled with connecting material. The connection structure is provided at the part where the channel slab body 1 is connected to the precast support beam 8. The connection structure includes a support connection part 9 provided at the end of the channel slab body 1. The support connection part 9 and the corresponding mating part on the precast support beam 8 are fixed by embedded parts, steel bar insertion and concrete pouring. The beam-column joint of the channel slab body 1 is provided with a node structure, which includes embedded parts and steel bar anchors for connecting with the beam 8 and the column 10.

[0038] like Figure 10 and Figure 11 As shown, the channel-shaped panel body is formed by casting concrete using a custom steel mold, creating a multi-ribbed channel structure consisting of a panel 2 and multiple trapezoidal ribs 3. The thickness of the panel 2 is designed to be 80mm~120mm, which can be adjusted according to the building load requirements; the height of the ribs 3 is 200mm~300mm, and the spacing between adjacent ribs 3 is 300mm~500mm. The ribs 3 are vertically connected to the lower surface of the panel 2. The mold precision ensures the perpendicularity and spacing uniformity between the ribs 3 and the panel 2, significantly reducing the self-weight of the component while enhancing the bending stiffness of the panel 2 through the supporting effect of the ribs 3.

[0039] like Figure 12 and Figure 13 As shown, before pouring concrete, low-relaxation steel strands are threaded along the length of the channel slab body 1 as prestressing tendons 4, with the reinforcement configuration as shown in the figure. Figure 12 The trough slab is prestressed by laying distributed steel bars to form a grid-like reinforcement system. Prestressing is applied to the trough slab using either pre-tensioning or post-tensioning methods, giving the trough slab excellent crack resistance and stiffness during use, effectively reducing deformation, and making it suitable for large-span building scenarios of 6m to 12m.

[0040] Figures 10 to 12 The design visually demonstrates the integration of the reinforcing steel bars with the concrete ribs 3 and panel 2—the prestressed tendons 4 provide the slab with crack resistance and stiffness, while the distribution bars enhance the overall integrity of the concrete, together forming the load-bearing framework of the trough-shaped slab. During prefabrication, prestressing is applied to the prestressed tendons 4 using either pre-tensioning or post-tensioning methods, ensuring the slab possesses excellent mechanical properties during use.

[0041] Figure 14 This is a template drawing for a prestressed concrete ribbed single-T frame beam, showing the plan and cross-sectional structure of the beam.

[0042] Planar structure: The total length of the beam is arranged in segments (including a 600mm end segment + a 3000mm standard segment), and the beam width is 700mm. The ends are equipped with 100mm wide tenon / groove splicing structures for precise connection between adjacent beam segments. Multiple sets of embedded parts are symmetrically arranged along the beam length, specifically V-shaped anchoring structures, spaced 3000mm apart, for subsequent connection with multi-ribbed slabs. A pre-reserved cast-in-place node area (blue filled area) is reserved in the middle to provide operational space for on-site casting of composite layers and slab-beam connections, ensuring the integrity of the structure.

[0043] Sectional structure: The total height of the beam in section 1-1 is 900mm. The top is a T-shaped flange (matching the ribs of the multi-ribbed plate). Below the flange is the web. Three sets of shear grooves are reserved in the web (each set is 120mm wide and 300mm high, with a groove spacing of 3000mm) to improve the shear resistance of the beam-slab connection. The total width of the flange in section 2-2 is 900mm (including 100mm overhangs on both sides), the flange thickness is 150mm, the web height is 690mm, the bottom width of the web is 360mm, and there are 30mm chamfers on both sides, forming a stable T-shaped section stress system.

[0044] This template is the core basis for the factory prefabrication of the prestressed concrete ribbed single T frame beam 15. Through the precise connection between the T-shaped flange and the rib of the multi-ribbed slab, combined with the embedded parts and shear-resistant toothed groove structure, the integrated stress of the slab-beam-composite layer is realized. It is compatible with the efficient construction system that does not require support or formwork and can be widely used in large-span industrial plants, public buildings and other scenarios.

[0045] Figure 15 The diagram shows the reinforcement details of a prestressed concrete ribbed single-T frame beam, illustrating the planar and cross-sectional reinforcement structure of the beam.

[0046] Planar reinforcement structure: The beam adopts a segmented arrangement (600mm end segment + 3000mm standard segment), with prestressed steel bars concentrated at the ends for anchoring and tensioning. Stirrups 13, web bars, and tie bars are evenly arranged along the beam length to form a complete shear-resistant skeleton. A V-shaped structure with multiple sets of embedded reinforcement is symmetrically arranged for subsequent welding connection with the prestressed concrete multi-ribbed slab. Three sets of shear-resistant toothed grooves are reserved in the web, with 4Φ20 steel bars placed in the toothed grooves to improve the shear and pull-out resistance of the beam-slab connection. A cast-in-place joint area is reserved in the middle to provide operating space for on-site binding of stirrup caps and longitudinal reinforcement of the beam surface.

[0047] Sectional reinforcement details: The beam in section 1-1 has a total height of 900mm. The top T-shaped flange is equipped with cantilever top reinforcement, which is tied and fixed to the bottom reinforcement of the slab to ensure the integrity of the flange and the floor slab. The web is equipped with 4 longitudinal prestressing tendons and 13 stirrups. The shear grooves are reinforced with 4Φ20 bars with a groove spacing of 3000mm, corresponding to the planar reinforcement. The flanges in sections 2-2 / 3-3 have a total width of 900mm (100mm overhang on each side), a flange thickness of 150mm, a web height of 690mm, and a bottom width of 360mm.

[0048] Core reinforcement: Stirrups 13 are closed / open type, tied on site to form stirrup caps; web reinforcement and tie bars are arranged along the height of the web to restrain the core concrete and improve torsional resistance; Prestressed tendons 4: Longitudinal prestressed tendons 4 are configured at the bottom of the beam (to provide bending bearing capacity), and balanced prestressed tendons 4 are configured at the top of the beam (set according to span requirements); Connecting bars: Prestressed steel bars and ordinary steel bars are configured in the flange for anchorage connection with the multi-ribbed slab; End structure: The prestressed steel bars adopt an anchorage end design to ensure effective transfer of prestress.

[0049] This reinforcement drawing serves as the core basis for the factory prefabrication of the prestressed concrete ribbed single-T frame beam 15. The prestressed tendons 4 meet the bending resistance requirements of large spans, and together with the stirrups 13, web reinforcement and shear-resistant toothed reinforcement, a reliable shear and torsional resistance system is formed. The embedded parts and connecting reinforcement structure ensures the rigid connection between the beam and the slab, which is fully compatible with the efficient construction system that requires no support or formwork. It can be widely used in 6~15m large-span industrial plants, public buildings and other scenarios.

[0050] Prefabrication of seam construction: Refer to Figures 16-26 On the side of the channel plate body 1, a tenon structure and a groove structure that matches the size of the tenon structure are prefabricated. The tenon structure is the first splicing part 6, and the groove structure is the second splicing part 7. The splicing interface form is referenced. Figure 6 and Figure 8 Meanwhile, additional reinforcing bars 12 are tied to the sides of the joint. The additional reinforcing bars 12 are tied or welded to the reinforcing bars in the first splice 6 and the second splice 7 to enhance the integrity of the reinforcing bar skeleton at the joint and provide protection against cracking after subsequent splice construction.

[0051] Specifically, Figure 16 and Figure 17 For single-panel splicing, multiple grooved panels are aligned in a planar layout so that the tenons of adjacent panels are inserted into the grooves; then, high-strength grout is filled into the gaps between the panels, and the integrity is enhanced by using crack-resistant steel bars and steel mesh at the joints to complete the splicing between the panels and form a continuous horizontal load-bearing layer.

[0052] Figure 17 and Figure 18The detailed drawings show the splicing methods between two standard multi-ribbed slabs and between a multi-ribbed slab and a supportless composite slab unit. The splice is equipped with Φ8@200 shear bars, Φ6@200 additional steel bars, and a steel mesh that runs through the splice. Welded connections can be made by setting pre-embedded parts at the slab ends according to design requirements. The gap between the splices is filled with high-strength non-shrink grout and treated with anti-seepage measures. No additional formwork or support is required throughout the process. The cast-in-place composite layer can be constructed simultaneously with the main building to ensure structural integrity, or it can be formed in one piece with the finishing floor to save on construction and protection costs. Ultimately, this achieves continuous stress and efficient supportless assembly for large-span floors.

[0053] Figure 19 and Figure 20 This document provides detailed structural drawings of a prestressed concrete multi-ribbed slab combined frame beam joint, showcasing two methods for slab-beam connection under the cast-in-place composite layer construction process: At the joint, the frame beam is reinforced with web reinforcement, tie bars, stirrups 13, and prestressed tendons 4 / ordinary continuous longitudinal reinforcement. Stirrup caps are tied to the beam top on-site, connecting to the longitudinal reinforcement. The multi-ribbed slabs on both sides are reinforced with prestressed tendons 4 and ordinary / prestressed steel bars. The slab end and the cast-in-place joint area at the beam top are reliably anchored by additional steel bars 12, factory-tied protruding steel bars, and on-site tied steel bars. Method 1 is suitable for simultaneous construction of the cast-in-place composite layer with the main building, ensuring structural integrity and crack resistance. Method 2 is suitable for the later stages of casting the composite layer and the finishing floor, forming a single layer, saving on composite layer protection costs during main construction. Both methods achieve integrated load-bearing capacity of the slab-beam-composite layer and efficient assembly without support or formwork.

[0054] Figure 21 and Figure 22 This is a detailed structural drawing of a prestressed concrete ribbed single-T frame beam joint, showcasing two construction methods for the cast-in-place composite layer at the top of the beam: Method 1 involves simultaneous construction of the composite layer with the main building; Method 2 involves the composite layer being formed in one step with the finished floor. The beam in the joint area is equipped with 4 prestressed tendons / ordinary longitudinal reinforcement, web reinforcement, tie bars, and 13 stirrups. Prestressed and ordinary steel reinforcement are arranged at the connection points between the joint area and the multi-ribbed channel slabs on both sides. Stirrup caps are tied to the longitudinal reinforcement on the beam surface at the top of the joint, and closed joints are created. / Open stirrups 13 and stirrup caps, and set beam top balancing prestressing tendons 4 according to the span. The joint area and the channel plate form a reliable force transmission system through steel reinforcement anchorage and cast-in-place concrete. Method 1 ensures the integrity and crack resistance of the structure, while method 2 saves the cost of composite layer protection during the main construction and realizes the one-time molding of the floor. Both methods use the rib plate 3 of the ribbed single T frame beam 15 to connect with the channel plate, coordinate reinforcement and pouring, to realize the slab-beam-composite layer integral force assembly without support or formwork.

[0055] Figure 23 and Figure 24This is a detailed drawing of the transverse rib construction of a prestressed concrete multi-ribbed channel slab, showing the construction methods for the intermediate and end transverse ribs: In the intermediate transverse rib construction, the total slab height is 210mm, the bottom dimensions of the trapezoidal transverse rib are 40mm + 120mm + 40mm, panel 2 is reinforced with prestressed steel bars, and ordinary steel bars or prestressed steel bars are placed inside the transverse rib with a steel mesh anchored to the ordinary / prestressed steel bars of panel 2. In the end transverse rib construction, the total slab height is 200mm, panel 2 is 40mm thick, the rib height is 160mm, the bottom dimensions of the end trapezoidal transverse rib are 50mm + 100mm, panel 2 is reinforced with prestressed steel bars, and a steel mesh is placed inside the transverse rib and anchored to the panel reinforcement. The end transverse ribs can be set according to design requirements or replaced with flat plates. Both types of transverse ribs are prefabricated integrally with the channel slab. The reinforcement and steel mesh enhance the lateral stiffness, shear resistance, and crack resistance of the slab. The end transverse ribs can also be flexibly adapted to different slab end connection requirements.

[0056] Figure 18 and Figure 25 For splicing with patch plate unit 17. When the building plan has non-standard dimensions, patch plate unit 17 is spliced ​​with standard channel plate: the connecting steel bar 11 of patch plate unit 17 is inserted into the reserved steel bar of standard plate 16, such as... Figure 18 The jointing method is used, and crack-resistant steel bars and steel mesh are arranged. After pouring concrete, it forms a whole; the final result is as follows: Figure 25 The three-dimensional schematic diagram shows that multiple standard slabs 16 and supplementary slab units 17 are laid together on beam 8 to form a complete floor slab system.

[0057] Figure 26 This is a detailed drawing of the joint construction of a prestressed concrete multi-ribbed channel slab, showing the joint connection method between two multi-ribbed channel slabs: embedded parts 1 are pre-embedded at both ends of the slabs on both sides of the joint, and an 8mm thick and 90mm wide steel plate is laid on top, forming a rigid load-bearing skeleton by full welding with the embedded parts 1 on both sides using C6 steel; the gap between the joints is filled with C20 fine aggregate concrete (or 1:2 cement mortar) to ensure compactness, and the bottom is filled with polyurethane foam to achieve seepage prevention; the AA section shows that the embedded parts 1 are steel plates with anchored steel bars, and the anchored steel bars with full welding of C6 steel bars on both sides are spaced at 80mm intervals, which can reliably transfer the shear force and bending moment at the joint. The overall structure does not require additional formwork and support, and can achieve shear resistance, seepage prevention and structural integrity of the joint.

[0058] Further reference Figure 27 , Figures 28 to 42 The supporting connection part 9 is prefabricated in conjunction with the precast supporting beam 8: the supporting connection part 9 is reserved at the end of the channel plate body 1, and HRB400 grade connecting steel bars 11 are pre-embedded (the extension length of the connecting steel bars 11 is determined according to the mating part size of the precast supporting beam 8, so as to meet the insertion requirements, and the structural form is referenced). Figure 11 and Figure 12When prefabricating the support beam 8, steel sleeves or reserved holes are pre-embedded in the corresponding mating parts, and stirrups 13 are tied at the same time. The position of stirrups 13 corresponds one-to-one with the connecting steel bars 11 of the channel plate, which facilitates the binding and fixing of stirrups 13 and connecting steel bars 11 in subsequent construction.

[0059] Specifically, Figure 29 This is a detailed node drawing for method one of connecting prestressed concrete multi-ribbed slabs and precast support beams, applicable to the case where cast-in-place composite layers are constructed together with the main building: the precast support beam at the node has a cross-sectional height of 960mm, internally configured with 4 prestressed tendons, 13 stirrups, web reinforcement, and tie bars to form a shear-resistant skeleton. The longitudinal reinforcement of the beam surface is tied on-site at the top of the beam, and embedded parts 2 (horizontal steel plate + anchor bar) and 3 (L-shaped steel plate + anchor bar) are pre-embedded on the sides and bottom of the beam, respectively; the total height of the adjacent prestressed concrete multi-ribbed slabs is 2. 50mm thick (40mm thick panel, 210mm high rib), panel 2 is equipped with prestressed steel bars and ordinary / prestressed steel bars. After the end of the panel is attached to the side of the supporting beam, it is welded to the embedded part 2 on the side of the beam through the embedded part at the end of the panel. The embedded part 3 assists in anchoring and improves the pull-out resistance of the node. A 60mm thick composite layer is cast in place on the top, which is tied to the longitudinal reinforcement of the beam and the reinforcement in the panel to form a whole and is poured and cured at the same time, finally forming a rigid stress node integrating the panel-beam-composite layer, ensuring the integrity of the structure and the reliability of force transmission.

[0060] Figure 30 This is a detailed node drawing for method two of connecting prestressed concrete multi-ribbed slabs and precast support beams, applicable to the case where the cast-in-place composite layer is constructed together with the main building: the precast support beam at the node has a cross-sectional height of 760mm, internally configured with 4 prestressed tendons, 13 stirrups, web reinforcement, and tie bars to form a complete shear-resistant skeleton. The longitudinal reinforcement of the beam surface is tied on-site at the top of the beam. Embedded parts 2 (horizontal steel plate + anchor bar) and 3 (L-shaped steel plate + anchor bar) are symmetrically embedded on both sides and the bottom of the beam, respectively; the total height of the symmetrically arranged prestressed concrete multi-ribbed slabs on both sides is 25mm. 0mm (panel 2 is 40mm thick and rib height is 210mm). Panel 2 is equipped with prestressed steel bars and ordinary / prestressed steel bars. After the end of the panel is attached to the two sides of the supporting beam, it is welded to the embedded parts 2 on the beam side through the embedded parts at the end of the panel. The embedded parts 3 are double-sided auxiliary anchoring to improve the pull-out resistance of the node. The top is cast in place with a 60mm thick composite layer, which is tied to the longitudinal reinforcement of the beam and the reinforcement in the two side panels to form a whole and is poured and cured at the same time. Finally, a symmetrical rigid force-bearing node integrating the double side panel-beam-composite layer is formed to ensure uniform bidirectional force transmission and structural integrity.

[0061] Figure 31This is a detailed drawing of the connection method three for prestressed concrete multi-ribbed slabs and precast support beams, applicable to the case where the cast-in-place composite layer is constructed together with the main building: The support beam has a cross-sectional height of 680mm, and is internally configured with 4 prestressed tendons, 13 stirrups, web reinforcement, and tie bars to form a complete shear-resistant skeleton. The longitudinal reinforcement of the beam surface is tied on-site at the top of the beam. Embedded parts 2 (horizontal steel plate + anchor bar) and 3 (L-shaped steel plate + anchor bar) are pre-embedded on the sides and bottom of the beam, respectively. The multi-ribbed slab with a total height of 250mm (panel 2 is 40mm thick and rib height is 210mm) is arranged on one side. Panel 2 is configured with prestressed steel bars and ordinary / prestressed steel bars. After the end of the panel is attached to the side of the support beam, it is welded to the embedded parts 2 on the beam side through the embedded parts at the end of the panel. Embedded parts 3 assist in anchoring and improve the pull-out resistance of the joint. A 60mm thick composite layer is cast in place at the top, tied to the longitudinal reinforcement of the beam surface and the reinforcement of the slab to form an integral whole and poured and cured simultaneously, forming an integrated rigid stress joint of slab-beam-composite layer on one side.

[0062] Figure 32 This is a detailed node diagram for method four of connecting prestressed concrete multi-ribbed slabs and precast support beams, applicable to the case where the cast-in-place composite layer is constructed together with the main building: the support beam has a cross-sectional height of 760mm, and its internal reinforcement system is consistent with method three. Embedded parts 2 and 3 are symmetrically embedded on both sides and at the bottom of beam 8, respectively; the multi-ribbed slabs arranged symmetrically on both sides have the same structure as method three. After the slab ends are attached to the two sides of the support beam, they are welded to the embedded parts 2 on the beam side through the embedded parts at the slab ends, and the embedded parts 3 are anchored on both sides; a 60mm thick composite layer is cast in place at the top, forming an integrated symmetrical rigid node of slab-beam-composite layer on both sides, ensuring uniform bidirectional force transmission and structural integrity.

[0063] Figure 33 This is a detailed node drawing for Method 5, which connects the prestressed concrete multi-ribbed slab to the precast support beam. It is applicable to the case where the cast-in-place composite layer is constructed together with the main building: the support beam has a cross-sectional height of 960mm and a notch at the beam end. Non-prestressed tendons that are interrupted at the notch are added for local reinforcement to avoid stress concentration caused by abrupt changes in cross-section. The arrangement of other reinforcements and embedded parts in the beam is consistent with Method 3. The connection structure of the single-sided multi-ribbed slab is consistent with Method 3. The precise positioning dimensions of the slab-beam connection are adapted to the complex case of the beam end notch. The top 60mm thick cast-in-place composite layer is constructed simultaneously with the main building, ensuring structural reliability while taking into account structural flexibility.

[0064] Figure 34 and Figure 35This is a detailed drawing of the sixth method for connecting prestressed concrete multi-ribbed trough slabs and precast support beams. It is applicable to the case where the cast-in-place composite layer is constructed together with the main building: the support beam has a cross-sectional height of 760mm, with gaps on both sides of the beam end. Non-prestressed tendons that are interrupted at the gaps are added for local reinforcement. Embedded parts 2 and 3 are symmetrically embedded on both sides of the beam. After installation, the gaps are filled with No. 50 grout to improve the joint's compactness and seepage prevention performance. The connection structure of the symmetrically arranged multi-ribbed trough slabs on both sides is consistent with the fourth method. Through the positioning dimensions of the slab-beam connection and the arrangement of embedded parts, it is adapted to the case of gaps at both beam ends. The top is a 60mm thick cast-in-place composite layer, constructed simultaneously with the main building, which further improves seepage prevention and durability while ensuring the reliability of the joint.

[0065] Figure 36 This is a detailed node drawing of a prestressed concrete multi-ribbed slab and precast support beam connection method 1, applicable to the later construction of cast-in-place composite floors (one-time molding of the floor and floor for finishing): The precast support beam at the node has a section height of 960mm, internally configured with prestressed tendons 4, stirrups 13, web reinforcement and tie bars to form a complete shear-resistant skeleton. Stirrup caps 13 and longitudinal reinforcement on the beam top are tied on site. Embedded parts 2 (horizontal steel plate + anchor bar) and 3 (L-shaped steel plate + anchor bar) are pre-embedded on the side and bottom of the beam, respectively; the total height of adjacent prestressed concrete multi-ribbed slabs is 250mm (panel 2 is 40mm thick and rib height is 210mm), panel 2... Prestressed steel bars and ordinary / prestressed steel bars are configured. After the slab end is attached to the side of the supporting beam, it is welded to the beam side embedded part 2 through the slab end embedded part. The embedded part 3 assists in anchoring and improves the pull-out resistance of the node. The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage. It is formed in one step with the floor surface layer, which can save the protection cost of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through the welding of embedded parts + steel bar anchoring + later composite layer pouring, an integrated rigid stress node of slab-beam-composite layer is formed, which takes into account both structural reliability and construction economy.

[0066] Figure 37This is a detailed node diagram of a second embodiment of the connection between a prestressed concrete multi-ribbed slab and a precast support beam, applicable to the later construction of cast-in-place composite layers (one-time molding of the floor and ground in the finishing stage): The precast support beam at the node has a cross-sectional height of 760mm, and is internally configured with prestressed tendons 4, stirrups 13, web reinforcement and tie bars to form a complete shear-resistant skeleton. The stirrup caps 13 and longitudinal reinforcement of the beam surface are tied on the top of the beam in the field. Embedded parts 2 (horizontal steel plate + anchor bar) and embedded parts 3 (L-shaped steel plate + anchor bar) are symmetrically embedded on both sides and bottom of the beam, respectively. The prestressed concrete multi-ribbed slabs arranged symmetrically on both sides have a total height of 250mm (panel 2 is 40mm thick and rib height is 210mm). Panel 2 is configured with prestressed steel bars and ordinary / prestressed steel bars. After the plate end is attached to the two sides of the support beam, it is welded to the embedded parts 2 on the beam side through the embedded parts at the plate end. The embedded parts 3 are double-sided auxiliary anchoring to improve the pull-out resistance of the node.

[0067] The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage, forming a single layer with the floor surface. This saves on the protection costs of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through the welding of embedded parts, reinforcement anchoring, and subsequent casting of the composite layer, an integrated symmetrical rigid stress node of double-sided slab-beam-composite layer is formed, ensuring uniform bidirectional force transmission and structural reliability, while taking into account both construction economy and quality.

[0068] Figure 38 This is a detailed node diagram of a third method for connecting a prestressed concrete multi-ribbed slab to a precast support beam, applicable to the later construction phase of a cast-in-place composite layer (one-time molding of the floor and ground in the finishing stage): The precast support beam at the node has a cross-sectional height of 680mm, and is internally configured with prestressed tendons 4, stirrups 13, web reinforcement, and tie bars to form a complete shear-resistant skeleton. The stirrup caps 13 and longitudinal reinforcement of the beam surface are tied on the top of the beam in the field. Embedded parts 2 (horizontal steel plate + anchor bar) and 3 (L-shaped steel plate + anchor bar) are pre-embedded on the side and bottom of the beam, respectively. The prestressed concrete multi-ribbed slab arranged on one side has a total height of 250mm (panel 2 is 40mm thick and rib height is 210mm). The panel 2 is configured with prestressed steel bars and ordinary / prestressed steel bars. After the end of the panel is attached to the side of the support beam, it is welded to the embedded parts 2 on the side of the beam through the embedded parts at the end of the panel. The embedded parts 3 assist in anchoring and improve the pull-out resistance of the node.

[0069] The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage, forming a single layer with the floor surface. This saves the protection costs of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through the welding of embedded parts, reinforcement anchoring, and subsequent casting of the composite layer, an integrated rigid stress node of single-side slab-beam-composite layer is formed, balancing structural reliability and construction economy.

[0070] Figure 39This is a detailed node diagram of a fourth embodiment of the connection between a prestressed concrete multi-ribbed slab and a precast support beam, applicable to the later construction of cast-in-place composite layers (one-time molding of the floor and floor for finishing). The precast support beam at the node has a cross-sectional height of 760mm and is internally configured with prestressed tendons 4, stirrups 13, web reinforcement, and tie bars to form a complete shear-resistant skeleton. The stirrup caps 13 and longitudinal reinforcement of the beam surface are tied on the top of the beam in place. Embedded parts 2 (horizontal steel plate + anchor bar) and embedded parts 3 (L-shaped steel plate + anchor bar) are symmetrically embedded on both sides and bottom of the beam. The prestressed concrete multi-ribbed slabs arranged symmetrically on both sides have a total height of 250mm (panel 2 is 40mm thick and ribs are 210mm high). Panel 2 is configured with prestressed steel bars and ordinary / prestressed steel bars. After the plate ends are attached to the two sides of the support beam, they are welded to the embedded parts 2 on the beam side through the embedded parts at the plate ends. The embedded parts 3 are double-sided auxiliary anchors to improve the pull-out resistance of the node.

[0071] The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage, forming a single layer with the floor surface. This saves on the protection costs of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through the welding of embedded parts, reinforcement anchoring, and subsequent casting of the composite layer, an integrated symmetrical rigid stress node of double-sided slab-beam-composite layer is formed, ensuring uniform bidirectional force transmission and structural reliability, while taking into account both construction economy and quality.

[0072] Figure 40 This is a detailed node diagram of method five for connecting the prestressed concrete multi-ribbed slab and the precast support beam 8, applicable to the later construction of cast-in-place composite layers (one-time molding of the floor and floor for finishing). The precast support beam at the node has a cross-sectional height of 960mm and a notch at the beam end. It is internally configured with prestressed tendons 4, stirrups 13, and web reinforcement to form a load-bearing skeleton. Stirrup caps 13 are tied to the longitudinal reinforcement on the beam top in situ. Non-prestressed tendons interrupted at the notch are added for local reinforcement to avoid stress concentration caused by abrupt changes in cross-section. The prestressed concrete multi-ribbed slab, arranged on one side, has a total height of 250mm (panel 2 is 40mm thick, rib height 210mm). Panel 2 is configured with prestressed steel bars and ordinary / prestressed steel bars. After the slab end is attached to the side of the support beam, reliable force transfer is achieved through steel bar anchoring and cast-in-place concrete in the node area. The slab-beam connection includes precise positioning dimensions such as 20mm, 150mm, and 10mm to adapt to complex conditions with beam end notches.

[0073] The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage, forming a single layer with the floor surface. This saves the protection costs of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through notch reinforcement reinforcement + reinforcement anchoring + subsequent composite layer pouring, an integrated rigid stress node of single-side slab-beam-composite layer is formed, which takes into account both structural reliability and construction economy, and adapts to the special working conditions of beam end notches.

[0074] Figure 41 and Figure 42 This is a detailed node diagram of method six for connecting prestressed concrete multi-ribbed slabs and precast support beams, applicable to the later stages of cast-in-place composite layer construction (one-time molding of the floor and floor for finishing). The precast support beam at the node has a section height of 960mm, with notches on both sides of the beam end. It is internally configured with prestressed tendons 4, stirrups 13, and web reinforcement to form a load-bearing skeleton. Stirrup caps 13 are tied to the longitudinal reinforcement on the beam top in situ. Simultaneously, non-prestressed tendons interrupted at the notches are added for local reinforcement to avoid stress concentration caused by abrupt changes in the cross-section. The two sides are symmetrical. The prestressed concrete multi-ribbed channel slab has a total height of 250mm (panel 2 is 40mm thick and ribs are 210mm high). Panel 2 is equipped with prestressed steel bars and ordinary / prestressed steel bars. After the slab ends are attached to the two sides of the supporting beam, reliable force transmission is formed by steel bar anchoring and cast-in-place concrete in the joint area. After installation, the gaps are filled with No. 50 grout to improve the joint density and seepage prevention performance. The slab-beam connection adopts precise positioning dimensions of 170mm, 60mm, 150mm, etc. to adapt to the complex working conditions of notches at both beam ends.

[0075] The composite layer adopts differentiated construction: the cast-in-place composite layer of the frame beam is constructed simultaneously with the main building, while the cast-in-place composite layer of the floor slab is delayed until the decoration stage, forming a single layer with the floor surface. This saves on the protection costs of the cast-in-place composite layer during the main construction, while improving the flatness and integrity of the floor. Finally, through double-sided notch reinforcement, joint filling material, and subsequent composite layer pouring, an integrated symmetrical rigid stress node of double-sided slab-beam-composite layer is formed, ensuring uniform bidirectional force transmission and structural reliability, while taking into account construction economy and waterproof durability.

[0076] Installation of embedded parts for beam-column joints, refer to Figures 43-47 At the corresponding positions of the beam-column joint, pre-embed Q345 steel plate embedded parts with a thickness of 8mm~12mm. Refer to the design drawings for the size and opening form. Make through holes in the steel plate for passing through the reinforcing bars (the diameter of the through holes is slightly larger than the diameter of the reinforcing bars in the channel plate to facilitate the passing of the reinforcing bars). Process the reinforcing bars in the channel plate body 1 into suitable anchoring ends so as to reliably connect with the steel plate embedded parts later.

[0077] Specifically, Figure 43 This is a schematic diagram of the plan layout of the beam-column joint. The precast beam 8 is hoisted to the corresponding position of the central column 10, so that the reserved reinforcing bars of beam 8 and column 10 (such as the connecting reinforcing bars of prestressed concrete multi-ribbed slabs) are initially aligned; the planar coordinates of the joint are calibrated using measuring tools such as a total station to ensure the accurate horizontal position of beam 8 and column 10.

[0078] Figure 44 For along Figure 43The cross-sectional diagram in section 1-1 illustrates the vertical stress and joint casting. The vertical reinforcement of column 10 and the longitudinal reinforcement of beam 8 intersect in the joint area; the stirrups 13 and web reinforcement of the joint area are tied on site, and the reserved reinforcement of beam 8 and column 10 are connected into a whole by welding or tying; then, high-strength concrete is poured from the reserved casting port at the top of the joint, so that beam 8 and column 10 form an integral stress joint through the wrapping and bonding of concrete, which can reliably transfer the vertical load.

[0079] Figure 45 For along Figure 43 The cross-sectional diagram in section 2-2 illustrates the horizontal stiffness and node anchorage. It shows the horizontal connection structure between beam 8 and column 10: the transverse reinforcement of beam 8 and the side reinforcement of column 10 are mutually anchored, and the stirrups 13 are tied simultaneously in the node area to form a complete steel reinforcement skeleton; after the concrete is poured, beam 8 and column 10 form a rigid connection in the horizontal direction, which improves the lateral stiffness and stress stability of the node.

[0080] Figure 46 For along Figure 43 Section 3-3 illustrates the reinforcement of the steel reinforcement cage in the joint area. It clearly shows the internal steel reinforcement layout of the joint area, including structures such as "cast-in-place corbels," "cast-in-place column longitudinal reinforcement," and "longitudinal reinforcement positioning hoops." These steel bars are tied on-site according to the diagram, forming a dense and regular steel reinforcement mesh, strengthening the steel reinforcement constraint in the joint area and ensuring the strength and ductility of the concrete after pouring.

[0081] Figure 47 For along Figure 43 Section 4-4 illustrates the interface fitting and system formation. It showcases the spatial structure of the node area and the details of the connection between precast components: the reserved interfaces (grooves, tenons, etc.) of beam 8 and column 10 fit precisely, and the reinforcement in the node area is connected to form a complete load-bearing system; finally, through concrete pouring, the beam-column node becomes a whole, realizing reliable force transmission.

[0082] Figure 48 Detailed drawing of the special hoisting hook for precast components: It is made of Q235B carbon structural steel with a diameter of Φ20mm and is formed by one-time cold bending to avoid stress concentration.

[0083] The specific structural details are as follows: the overall structure is an integrated structure with double hooks and a top bend. Two horizontal hooks are symmetrically arranged at the bottom (hook radius R25, horizontal section length between hooks 60mm, total width 200mm), vertical section height X (customizable according to the height of the precast component), top bend section length 80mm, with a 5mm straight section reserved at the end. The top bend is the location for sling attachment. Embedded and functional: it is embedded in prestressed concrete multi-ribbed slabs or precast support beams and other precast components. The bottom hooks are tied and fixed to the main reinforcement / steel mesh inside the component, and the top bend section is flush with the top surface of the component. During hoisting, the slings are directly attached to the top bend, achieving safe lifting and precise positioning of the component. After hoisting, it does not participate in structural stress, adapting to a high-efficiency construction system that requires no supports or formwork.

[0084] Installation of embedded hooks: Q235B steel bars with a diameter of 20mm are used, processed into hook shapes. The length of the hook portion is controlled between 100mm and 150mm. The embedded hook 14 is tied or welded to the steel bars within the channel slab body 1 to ensure its secure embedding and provide a reliable load-bearing point for subsequent component hoisting. The embedded hook 14 is made of Q235B steel bars with a diameter of 20mm and features a special shape with double hooks. The horizontal section is 200mm long, and the dimensions of the hook and other parts are strictly controlled according to the drawings. During the prefabrication of the prestressed concrete multi-ribbed channel slab, this hook is embedded and fixed within the channel slab body 1, ensuring that the hook is securely tied or welded to the steel bars within the slab. This provides a reliable load-bearing point for subsequent channel slab hoisting operations, simplifies the hoisting process, and improves construction safety.

[0085] Figure 49 This is a detailed drawing of the first embedded part, which consists of a steel plate and connecting reinforcing bars 11, such as two 8mm diameter reinforcing bars, tied to the mesh. When precasting prestressed concrete multi-ribbed channel slabs or matching connecting components, the first embedded part is pre-embedded at the designated connection point of the component, so that the steel plate and connecting reinforcing bars 11 form an integral load-bearing unit. Subsequently, the reliability of the connection between the channel slab and beams 8, columns 10, or adjacent slab nodes can be enhanced through methods such as steel plate welding and reinforcing bar tying.

[0086] Figure 50 This is a detailed drawing of the second embedded part, which includes a 120mm×200mm×10mm steel plate and multiple stiffening ribs or connecting steel bars 11, such as four 8mm steel bars. The stiffening ribs are arranged on the steel plate at 50mm intervals, as shown in section aa. When precasting prestressed concrete multi-ribbed slabs, supporting beams 8, and other components, the second embedded part is pre-embedded at the connection interface of the components. Utilizing the surface contact characteristics of the steel plate and the anchoring effect of the stiffening ribs, it provides a reliable foundation for welding, bolting, or concrete bonding between components, ensuring the mechanical properties of the connection joint and the overall structural stability.

[0087] The on-site installation phase includes component hoisting, joint connection, support beam connection, and beam-column node connection.

[0088] Component hoisting, refer to Figure 2 , Figure 27 and Figure 28 The trough plate body 1 is pre-embedded with a hook 14, and the trough plate is lifted to the design position by a lifting device (such as a tower crane). The hook structure can stably bear the weight of the component, and there is no need to set up additional temporary lifting points, which simplifies the lifting process and improves the convenience of construction.

[0089] For seam connections, refer to Figures 16-26 Insert the tenon structure of the adjacent channel plate body 1 into the groove structure, and carefully check the uniformity and sealing of the splicing gap; after confirming that there are no problems, fill the gap between the tenon and the groove with high-strength grout with a strength of C60 or above, so that the adjacent channel plates are tightly connected through the splicing structure 5; the additional steel bar 12 at the splicing joint further enhances the integrity of the splicing joint and effectively prevents the splicing joint from cracking.

[0090] Support beam connection, see reference Figure 27 , Figures 28 to 35 Insert the connecting steel bar 11 of the channel plate support connection part 9 into the steel bar sleeve or reserved hole of the precast support beam 8, and then tie the stirrups 13 on the precast support beam 8 to the connecting steel bar 11 to form a strong steel reinforcement skeleton. The tying method is as follows: Figure 12 and Figure 15 Subsequently, fine aggregate concrete of C40 or higher strength is poured to form an integral connection structure between the trough slab and the precast support beam 8 through concrete pouring, ensuring the connection strength and cooperative load-bearing capacity between the two.

[0091] Beam-column joint connection, refer to Figures 43-47 The reinforcing bars inside the channel plate body 1 are passed through the through holes on the steel plate embedded parts, and the reinforcing bars are fixed to the steel plate embedded parts by welding. This ensures that the reinforcing bars inside the channel plate and the reinforcing bars inside the beam 8 and column 10 are reliably anchored through the steel plate embedded parts. This connection method makes the channel plate and the beam 8 and column 10 form a stable beam-column node, which improves the overall stability of the structure.

[0092] Secondly, embodiments of the present invention also disclose a construction method for the above-mentioned precast reinforced concrete frame structure with a formwork-free, modular composite floor slab, such as... Figure 51 As shown, it includes the following steps: S1. Factory prefabrication: Prestressed concrete multi-ribbed channel slabs, ribbed single T-frame beams, and supplementary plate units are prefabricated separately. During prefabrication, the T-beam body and ribs are integrally formed, and embedded parts and reserving docking interfaces are prefabricated. The channel slab prefabrication retains the splicing structure of the tenon structure and the groove structure, and prefabricates various steel bars and embedded parts. S2. On-site hoisting and positioning: First, hoist the ribbed single T frame beam to the design position at the top of the column. After calibrating the plane coordinates and elevation, complete the preliminary anchoring of the beam-column node. Then, use the hook embedded part of the channel plate to hoist the channel plate onto the rib support surface of the ribbed single T frame beam so that the end of the channel plate and the rib plate docking interface are precisely fitted. S3. Construction of integrated connection node: Tie the connecting steel bars of the trough plate to the steel bar splice of the ribbed single T frame beam, weld and fix the first and second embedded parts of the two, and pour high-strength concrete at the plate-beam joint to form an integrated load-bearing structure of the trough plate and the ribbed single T frame beam. S4. Construction of grooved plate joints: Insert the tenon structure of adjacent grooved plates into the groove structure, fill the gap with C60 or higher high-strength grout, complete the binding and fixing of additional steel bars, and connect the patch plate unit with the standard grooved plate according to the same joint process. S5. Construction of beam-column joint: The steel bars in the channel plate are passed through the through holes of the steel plate embedded parts and welded and fixed. The stirrups and web bars in the joint area are tied, and high-strength concrete is poured to form a rigid beam-column joint. S6. Acceptance: Remove all temporary positioning devices. No temporary supports or formwork are required. Verify the rigidity, stability, and connection reliability of the frame structure to complete the construction.

[0093] Preferably, in step S1, the prefabrication of the ribbed single-T frame beam is carried out using a customized steel mold, and the spacing, height and dimensional accuracy of the joint of the ribs are strictly controlled. The tension value of the prestressing tendons in the beam is determined according to the design span.

[0094] In step S3, the concrete strength grade of the slab-beam joint is not lower than C40. In step S5, the high-strength concrete strength grade of the beam-column joint is not lower than C50.

[0095] In step S2, the initial anchoring of the ribbed single T frame beam to the column top uses temporary positioning parts, which are removed after the concrete of the integrated connection node and the beam-column node reaches the design strength.

[0096] The specific implementation of this invention fully covers the entire process of factory prefabrication, on-site hoisting, node connection, application of embedded parts, and construction of composite layers. All structures and processes strictly match the design requirements of the drawings, realizing the core objectives of this invention: no support or formwork required, high efficiency and reliability, and flexible adaptation.

[0097] The above description is merely a preferred embodiment of the present invention and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention is not limited to the specific combination of the above-described technical features, but also includes other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above-described features with (but not limited to) technical features with similar functions disclosed in this invention.

Claims

1. A prefabricated, integral reinforced concrete frame structure with a no-support, no-formwork composite floor slab, characterized in that, include: A prestressed concrete multi-ribbed channel slab, the channel slab being composed of a panel and multiple trapezoidal ribs spaced apart along the length of the panel, the ribs being vertically connected to the lower surface of the panel to form a multi-ribbed channel structure, prestressing tendons being arranged along the length of the channel slab body, the sides of the channel slab body being provided with mutually cooperating first splicing parts and second splicing parts, and the ends being reserved with connecting steel bars and embedded parts, and hook-shaped hook embedded parts being embedded in the channel slab; The ribbed single-T frame beam is composed of a T-shaped beam body and an integrally formed rib plate at the top. The ribbed single-T frame beam is equipped with prestressed tendons, stirrups and waist reinforcement. The spacing of the rib plates matches the spacing of the rib plates of the channel plate. The rib plates are reserved with butt joints, rebar splicing positions and embedded parts that are compatible with the ends of the channel plate. The rib plates serve as the support surface of the channel plate to achieve support-free construction. The connection nodes include an integrated connection node between the channel plate and the ribbed single-T frame beam, and a beam-column node. The integrated connection node forms an integral load-bearing structure through welding of the channel plate and the embedded parts of the ribbed single-T frame beam, insertion of reinforcing bars, and pouring of concrete. The beam-column node includes embedded parts of steel plates with through holes and reinforcing bar anchors that are connected to the beam and column. The reinforcing bars in the channel plate pass through the through holes of the embedded parts of the steel plates and are welded and anchored.

2. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The first splicing part of the channel plate is a tenon structure, and the second splicing part is a groove structure adapted to the tenon structure. When splicing, the tenon structure is inserted into the groove structure, and the gap is filled with high-strength grout. Additional steel bars are provided on the side of the channel plate, and the additional steel bars are tied or welded to the steel bars of the first splicing part and the second splicing part.

3. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The rib height of the ribbed single T-beam is 200mm~300mm. The cross-sectional dimensions of the T-beam body are adjusted according to the building span and load requirements. The prestressing tendons in the beam body are low-relaxation steel strands, and prestressing is applied by pre-tensioning.

4. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The embedded parts of the channel plate and the ribbed single T frame beam include a first embedded part and a second embedded part that respectively enhance the shear and tensile properties of the connection node. The first embedded part is a steel plate embedded part with inclined connecting steel bars, and the second embedded part is a steel plate embedded part with stiffening ribs.

5. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The trapezoidal ribs of the channel plate are spaced 300mm to 500mm apart, and the panel thickness is 80mm to 120mm. The hook embedded part is made of Q235B steel bar with a diameter of 20mm, and the hook part is 100mm to 150mm long.

6. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The ribbed single T-frame beam is provided with stirrups at the joint, and the stirrups and the connecting steel bars of the channel plate are tied together and then concrete is poured together.

7. The precast reinforced concrete frame structure with no support or formwork required as described in claim 1, characterized in that, The thickness of the steel plate embedded part of the beam-column joint is 8mm~12mm, and the steel plate embedded part is welded and fixed to the steel bars in the beam and column.

8. The precast reinforced concrete frame structure with no formwork or support required as described in claim 1, characterized in that, The frame structure also includes a patch plate unit, which is connected to the standard channel plate through splicing construction, steel bar insertion and concrete pouring to adapt to irregular building floor plans.

9. A construction method for a precast, formwork-free, composite floor slab prefabricated reinforced concrete frame structure as described in any one of claims 1-8, characterized in that, Includes the following steps: S1. Factory prefabrication: Prestressed concrete multi-ribbed channel slabs, ribbed single T-frame beams, and supplementary plate units are prefabricated separately. During prefabrication, the T-beam body and ribs are integrally formed, and embedded parts and reserving docking interfaces are prefabricated. The channel slab prefabrication retains the splicing structure of the tenon structure and the groove structure, and prefabricates various steel bars and embedded parts. S2. On-site hoisting and positioning: First, hoist the ribbed single T frame beam to the design position at the top of the column. After calibrating the plane coordinates and elevation, complete the preliminary anchoring of the beam-column node. Then, use the hook embedded part of the channel plate to hoist the channel plate onto the rib support surface of the ribbed single T frame beam so that the end of the channel plate and the rib plate docking interface are precisely fitted. S3. Construction of integrated connection node: Tie the connecting steel bars of the trough plate to the steel bar splice of the ribbed single T frame beam, weld and fix the first and second embedded parts of the two, and pour high-strength concrete at the plate-beam joint to form an integrated load-bearing structure of the trough plate and the ribbed single T frame beam. S4. Construction of grooved plate joints: Insert the tenon structure of adjacent grooved plates into the groove structure, fill the gap with C60 or higher high-strength grout, complete the binding and fixing of additional steel bars, and connect the patch plate unit with the standard grooved plate according to the same joint process. S5. Construction of beam-column joint: The steel bars in the channel plate are passed through the through holes of the steel plate embedded parts and welded and fixed. The stirrups and web bars in the joint area are tied, and high-strength concrete is poured to form a rigid beam-column joint. S6. Acceptance: Remove all temporary positioning devices. No temporary supports or formwork are required. Verify the rigidity, stability, and connection reliability of the frame structure to complete the construction.

10. The construction method according to claim 9, characterized in that, In step S1, the prefabrication of the ribbed single T frame beam adopts a customized steel mold, and the spacing, height and dimensional accuracy of the joint interface of the ribs are strictly controlled. The tension value of the prestressing tendons in the beam is determined according to the design span. In step S3, the concrete strength grade of the slab-beam joint is not lower than C40. In step S5, the high-strength concrete strength grade of the beam-column joint is not lower than C50. In step S2, the initial anchoring of the ribbed single T frame beam to the column top uses temporary positioning parts, which are removed after the concrete of the integrated connection node and the beam-column node reaches the design strength.

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