A prestressed concrete multi-ribbed channel plate free-supporting and free-forming reinforced concrete frame structure

Abstract

The utility model discloses a kind of pre-stressed concrete multi-rib channel type board's free support free mold reinforced concrete frame structure, belong to building component technical field, to solve the problem of traditional floor self weight too big, joint crack, unreliable connection and construction inconvenient. It includes channel type board body, is composed of panel and interval rib plate, prestressed tendon along length direction is equipped in body;Side is provided with tenon-groove joint structure, while filling high-strength grouting material, with additional reinforcement, end support connecting portion is connected with precast support beam sleeve or reserved hole by post-pouring concrete after inserting;Plate-beam-column anchoring is realized by hole steel plate embedded part at beam-column joint, body is also embedded with bent hook hook. The plate is lightweight and mechanical, joint durable, reliable connection, construction is convenient, and is suitable for various industrial and civil buildings.

Description

Technical Field

[0001] This utility model belongs to the field of building component technology, specifically relating to a prestressed concrete multi-ribbed channel plate with a support-free and formwork-free reinforced concrete frame structure. Background Technology

[0002] With the rapid development of industrialized construction, various prefabricated reinforced concrete structures have developed rapidly. Among them, prefabricated frame structures have been promoted in multi-story residential and public buildings due to their simple structure, convenient construction, and shortened construction period.

[0003] In building construction, floor slabs serve as the main horizontal load-bearing components. Traditional concrete floor slabs, such as solid slabs and ordinary ribbed slabs, have many shortcomings: Solid slabs are too heavy and have low material utilization, which is not conducive to the lightweighting of large-span buildings. Ordinary ribbed slabs have obvious defects in prestressing application, joint sealing and strength, and component connection reliability. They are prone to joint cracking and loosening of nodes, which not only affect the structural stability and durability, but also increase the difficulty and cost of construction. Moreover, traditional concrete floor slabs typically require dense bracing. The erection and dismantling of numerous supports consume a significant amount of labor and materials (such as steel pipes, fasteners, and scaffolding boards), extending the construction period. This is especially true in scenarios with high floor heights or large spans, where support installation is difficult and safety risks increase. Dense bracing occupies a large amount of space beneath the floor slab, causing interference between multiple processes such as civil engineering, mechanical and electrical engineering, and decoration, reducing on-site construction efficiency. Furthermore, excessive intermediate supports can easily lead to uneven stress distribution, causing localized stress concentration in the composite slab, which may result in cracks at the bottom of the slab and affect the structural performance in the later stages of use.

[0004] Therefore, there is an urgent need for a floor slab component that is lightweight, has excellent stress resistance, reliable connection, and is easy to construct. Utility Model Content

[0005] This utility model aims to overcome the defects of the existing technology and provide a prestressed concrete multi-ribbed channel plate reinforced concrete frame structure that is lightweight, has reasonable stress distribution, reliable connection and is easy to install. It reduces the amount of support work, optimizes the construction of joints, supporting beam connections and beam-column nodes, and improves the overall structure and construction efficiency.

[0006] This utility model proposes a prestressed concrete multi-ribbed channel slab with a formwork-free reinforced concrete frame structure. The structure comprises a channel slab body, which is composed of a panel and multiple ribs spaced apart along the length of the panel. The ribs are vertically connected to the lower surface of the panel, forming a multi-ribbed channel structure. Prestressed tendons are arranged along the length of the channel slab body. The sides of the channel slab body have splicing structures, including a first splicing part and a second splicing part that cooperate with each other. Adjacent channel slab bodies cooperate through the first splicing part and the second splicing part, and the splice is filled with connecting material. A connection structure is provided at the connection point between the channel slab body and the precast support beam. This connection structure includes a support connection part located at the end of the channel slab body, which is fixed to the corresponding mating part on the precast support beam by embedded parts, reinforcing bar insertion, and concrete pouring. A node structure is provided at the beam-column joint of the channel slab body, including embedded parts and reinforcing bar anchors for connection with the beam and column. This multi-ribbed channel plate significantly reduces the self-weight of the components while ensuring structural rigidity and strength, making it suitable for large-span buildings.

[0007] Preferably, the first splicing part of the splicing structure 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 between the two is filled with high-strength grout.

[0008] By adopting the above technical solution, adjacent panels are tightly spliced, shear force is effectively transferred, joint cracking is avoided, and sealing durability is improved.

[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] By adopting the above technical solution, reliable insertion and integral casting of the trough plate and precast support beam can be achieved, ensuring connection strength and coordinated stress.

[0011] Preferably, the embedded parts in the node structure include steel plate embedded parts, which are welded and fixed to the reinforcing bars in the beams and columns, and the reinforcing bars in the channel plate body are anchored to the steel plate embedded parts.

[0012] By adopting the above technical solutions, the reliability of beam-column joint connections is enhanced, enabling the channel plate to work in tandem with beams and columns, thereby improving the overall structural stability.

[0013] Preferably, the cross-section of the rib is trapezoidal, and the distance between adjacent ribs is 300 mm to 500 mm.

[0014] By adopting the above technical solutions, the stress on the ribs is optimized, the load is reasonably distributed, the self-weight is further reduced, and the load-bearing capacity is guaranteed.

[0015] Preferably, the side of the channel plate body is further provided with additional reinforcing bars to enhance the integrity of the splice, and the additional reinforcing bars are tied or welded to the reinforcing bars of the first splice and the second splice.

[0016] By adopting the above technical solutions, the integrity of the steel reinforcement skeleton at the joint is enhanced, and the crack resistance and force transmission performance of the joint are improved.

[0017] Preferably, the mating part on the precast support beam is further provided with stirrups, and the stirrups and the connecting steel bars are tied together and then poured with concrete.

[0018] By adopting the above technical solutions, the reinforcement of the supporting connection is strengthened, the bond between the concrete and the reinforcement is improved, and the reliability of the connection is guaranteed.

[0019] In a further preferred embodiment, the steel plate embedded part has a through hole for passing through the reinforcing bar, and the reinforcing bar in the channel plate body passes through the through hole and is then welded and fixed.

[0020] By adopting the above technical solutions, the connection process between the reinforcing bars and embedded parts of the channel plate is simplified, ensuring firm anchoring and improving the efficiency of node construction.

[0021] Preferably, the channel plate body is further provided with a hook embedded part, which is made of steel bars processed into a hook shape and embedded and fixed in the channel plate body.

[0022] By adopting the above technical solutions, reliable stress points are provided for component hoisting, simplifying construction hoisting operations and improving convenience.

[0023] More preferably, the diameter of the reinforcing bar in the hook pre-embedded part is 20 mm, and the length of the hook part is 100 mm to 150 mm.

[0024] By adopting the above technical solutions, the strength and pre-embedded stability of the hook are guaranteed, thus meeting the load requirements for component hoisting.

[0025] Compared with the prior art, the beneficial results of this utility model are as follows: (1) Lightweight and mechanically superior: Multi-ribbed groove structure + prestressed tendons, which greatly reduces weight while improving crack resistance and stiffness, making it suitable for large-span buildings.

[0026] (2) Durable and crack-resistant joints: The tenon-groove joints, combined with high-strength grouting material and additional steel bars, prevent joint cracking and leakage.

[0027] (3) Reliable connection of the supporting beam: the connecting steel bars are inserted, the stirrups are tied, and the concrete is poured to achieve the same force as the supporting beam and avoid loosening.

[0028] (4) Stable beam-column joints: The perforated steel plate embedded parts ensure reliable anchoring of the plate-beam-column joints, improving the overall structural safety.

[0029] (5) Convenient and low-cost construction: Pre-embedded special hooks save temporary lifting points, and prefabricated structure reduces on-site operations and lowers costs.

[0030] (6) High adaptability: Modular parameters are adjustable, no need to re-open the mold, suitable for various industrial and civil buildings. Attached Figure Description

[0031] 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 present 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.

[0032] Figure 1 A schematic diagram of the overall structure of the 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 2 A schematic diagram of the overall structure of the prestressed concrete multi-ribbed channel slab without support or formwork, according to an embodiment of the present invention, is shown, including a standard slab and a supplementary slab unit. Figure 3 A schematic diagram of the planar arrangement of a standard plate according to an embodiment of the present invention is shown; Figure 4 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 5 A diagram of a prestressed concrete multi-ribbed groove slab template according to an embodiment of the present invention is shown; Figure 6 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 7 A schematic diagram of the reinforcement of a multi-ribbed grooved plate according to an embodiment of the present invention is shown; Figure 8 A schematic diagram of the structure of the intermediate plate according to an embodiment of the present invention is shown; Figure 9 A structural schematic diagram of the splicing method of the multi-ribbed groove plate according to an embodiment of the present invention is shown; Figure 10 A schematic diagram of the structure of the patch unit according to an embodiment of the present invention is shown; Figure 11 A schematic diagram of the combined connection between the present invention and the frame beam is shown according to an embodiment of the present invention; Figure 12 A structural schematic diagram of the transverse rib construction according to an embodiment of the present invention is shown; Figure 13 A schematic diagram showing the splicing method of the patch unit according to an embodiment of the present invention is shown; Figure 14 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 15 A schematic diagram of the seam structure according to an embodiment of the present invention is shown; Figure 16 An exploded view of a standard plate according to an embodiment of the present invention is shown. Figure 17 An exploded view of the standard plate plus supplementary plate unit according to an embodiment of the present invention is shown; Figure 18 This illustrates one method of connecting to a precast support beam according to an embodiment of the present invention; Figure 19 This illustrates a second method for connecting to a precast support beam according to an embodiment of the present invention; Figure 20 This illustrates method three for connecting the precast support beam according to an embodiment of the present invention; Figure 21 This illustrates method four for connecting to the precast support beam according to an embodiment of the present invention; Figure 22 This illustrates method five for connecting to the precast support beam according to an embodiment of the present invention; Figure 23 A sixth method for connecting to a precast support beam according to an embodiment of the present invention is shown; Figure 24 for Figure 23 A top view of the sixth method for connecting precast support beams; Figure 25 A schematic diagram of the plan layout of a beam-column joint according to an embodiment of the present utility model is shown; Figure 26 For along Figure 25 A cross-sectional view of section 1-1; Figure 27 For along Figure 25 Schematic diagram of cross section 2-2; Figure 28 For along Figure 26Cross-sectional view of section 3-3; Figure 29 For along Figure 26 Schematic diagram of cross section 4-4; Figure 30 A schematic diagram of the structure of the first embedded part according to an embodiment of the present utility model is shown; Figure 31 A schematic diagram of the structure of the second embedded part according to an embodiment of the present invention is shown.

[0033] The meanings of the numbers in the diagram are as follows: 1. Channel plate body; 2. Panel; 3. Rib; 4. Prestressed tendon; 5. Joint structure; 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; 16. Standard plate; 17. Supplementary plate unit. Detailed Implementation

[0034] 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 relevant utility model and not intended to limit the scope of the utility model. Furthermore, it should be noted that, for ease of description, only the parts relevant to the utility model are shown in the accompanying drawings.

[0035] It should be noted that, where there is no conflict, the embodiments and features in the embodiments of this utility model can be combined with each other. The present utility model will now be described in detail with reference to the accompanying drawings and embodiments.

[0036] This utility model proposes a prestressed concrete multi-ribbed channel slab reinforced concrete frame structure that requires no support or formwork, such as... Figure 1-4 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.

[0037] like Figure 1-5The plan layout and structural design of the channel plate are carried out by customizing steel molds in the factory and casting to form a multi-ribbed channel body composed of panel 2 (thickness 80mm~120mm) and trapezoidal ribs 3 (height 200mm~300mm, spacing 300mm~500mm); low relaxation steel strands are threaded along the length as prestressing tendons 4, and prestressing is applied by pre-tensioning / post-tensioning method; at the same time, the protruding tenons on the side, i.e. the first splice part 6, and the groove, i.e. the second splice part 7, are prefabricated, and additional steel bars 12 are tied at the splice joints. The connecting steel bars 11 of the supporting connection part 9, the steel plate embedded parts of the beam and column nodes, and the hook embedded parts 14 are pre-embedded.

[0038] Figure 1 This is a schematic diagram of the overall structure of a prestressed concrete multi-ribbed slab using a standard slab, as shown below. Figure 1 As shown, after the channel plate is lifted to the design position by the hook embedded part 14, multiple channel plates are tightly spliced ​​together by the side splicing structure 5, and together with the precast supporting beam and beam-column node, they form a complete floor slab system, jointly bearing the upper load and showing the overall stress form of the structure.

[0039] Figure 2 This is a schematic diagram of the overall structure of a prestressed concrete multi-ribbed slab, including the standard slab and supplementary slab units, as shown below. Figure 2 At the joint of adjacent channel plates, additional steel bars 12 are tied / welded to the steel bars in the first splice 6 and the second splice 7 of the joint structure 5 to enhance the integrity of the steel bar skeleton at the joint, provide a structural foundation for subsequent filling of high-strength grout and prevention of cracking, and ensure the reliability of the joint connection.

[0040] like Figure 3 As described above, for areas where the building space is the width of a standard slab 16, prestressed concrete multi-ribbed trough slabs are arranged according to a predetermined plan. The trough slabs extend along the length direction, and by utilizing the multi-ribbed trough structure and prestressing tendons 4, the self-weight is reduced while meeting the span requirements, demonstrating the application advantages of the standard slab 16 in regular spaces.

[0041] like Figure 4 As shown, when the building plan needs to accommodate irregular dimensions, in addition to arranging the standard plate 16, a supplementary plate unit 17 is set in the corresponding area. The supplementary plate unit 17 and the standard plate 16 work together through the splicing structure 5 and the connection structure to make up for the insufficient adaptability of the standard plate 16, achieve coverage of the complex plan, and ensure the integrity and stress rationality of the floor system.

[0042] Specifically, the implementation process of the prestressed concrete multi-ribbed channel slab of this utility model 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.

[0043] The component prefabrication stage includes the forming of the channel plate body 1, the prefabrication of the joint structure 5, the coordinated prefabrication of the supporting connection part 9 and the prefabricated supporting beam 8, the installation of the embedded parts of the beam and column 1 node, and the installation of the hook embedded parts 14.

[0044] like Figure 5 and Figure 6 As shown, the channel-shaped panel body 1 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.

[0045] As shown in Figure 7 and Figure 8 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 7 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.

[0046] Figure 5 and Figure 7 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.

[0047] Prefabrication of seam construction: Refer to Figures 9-15 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 1 and Figure 3 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.

[0048] Specifically, Figure 9 and Figure 10For 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.

[0049] Figure 11 For the joint connection with the frame beam, when the end of the trough plate is connected to the frame beam 8, the steel bars reserved at the top of the beam 8 and the prestressed tendons 4 or ordinary steel bars of the trough plate are tied or welded together to form an integral whole; concrete is poured in the joint area so that the trough plate and the frame beam 8 form a whole that works together to bear the load through "steel bar connection + concrete pouring", as shown in the cross-sectional structure of Figure 11, to ensure the transmission of vertical loads and structural stability.

[0050] Figure 12 Construction of the transverse ribs: A steel mesh is laid at the transverse ribs, and ordinary steel bars or prestressed steel bars are installed (marked in Figure 3). After being tied together with the longitudinal ribs of the channel slab and the steel bars of panel 2, concrete is poured. The transverse ribs enhance the lateral stiffness of the channel slab, making the load more evenly distributed on panel 2 and improving the load-bearing capacity of the slab.

[0051] Figure 13 and Figure 14 For splicing with the supplementary plate unit 17. When there are non-standard dimensions in the building plan, the supplementary plate unit 17 is spliced ​​with the standard channel plate: the connecting steel bar 11 of the supplementary plate unit 17 is inserted with the reserved steel bar of the standard plate 16, as shown in the splicing method of Figure 13, and anti-crack steel bars and steel mesh are arranged. After pouring concrete, it forms a whole; finally, as shown in the three-dimensional schematic diagram of Figure 14, multiple standard plates 16 and supplementary plate units 17 are laid together on the beam 8 to form a complete floor slab system.

[0052] Figure 15 For sealing and durability treatment of the joints, embedded parts are used to enhance the connection strength at the joints, and the surface is filled with C20 fine aggregate concrete (or EPDM rubber strips). This ensures the joints are sealed to prevent leakage, while also accommodating minor structural deformations and improving joint durability.

[0053] The supporting connection part 9 is prefabricated together with the precast supporting beam 8, for reference. Figure 16 , Figures 17 to 24 A support 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 support beam 8, so as to meet the insertion requirements, and the structural form is referenced). Figure 6 and Figure 7 When 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.

[0054] Specifically, Figure 18 Method 1 for connecting prestressed concrete multi-ribbed channel slabs to precast support beams. The channel slab is hoisted above the support beam 8, aligning the ends of the channel slab with the first and second embedded parts of the support beam 8. On-site binding of longitudinal reinforcement bars is performed, strengthening the connection between the steel structure and the concrete component with the help of embedded parts. Subsequently, concrete is poured in the joint area, allowing the channel slab and support beam 8 to form a unified whole through "embedded part connection + reinforcement binding + concrete pouring," reliably transferring vertical loads.

[0055] Figure 19 Method 2 for connecting prestressed concrete multi-ribbed trough slabs to precast support beams. For scenarios where support beam 8 is the intermediate node, the two trough slabs are hoisted to both sides of support beam 8, connecting the reinforcing bars of the trough slabs with the prestressing tendons 4 and stirrups 13 within support beam 8, forming an integral reinforcing steel skeleton through binding or welding. Concrete is poured in the node area to enhance the collaborative load-bearing capacity between support beam 8 and the two trough slabs, adapting to the connection requirements of multi-slab span beams.

[0056] Figure 20 Method 3 for connecting prestressed concrete multi-ribbed channel slabs to precast support beams. When connecting a single-sided channel slab to support beam 8, after the channel slab is hoisted, its end reinforcement is tied / welded to the prestressing tendons 4, stirrups 13, and embedded parts of support beam 8; then concrete is poured, and the embedded parts are used to strengthen the reliability of the connection between the steel structure and the concrete, meeting the connection requirements of the edge area.

[0057] Figure 21 Method 4 for connecting prestressed concrete multi-ribbed trough slabs to precast support beams. Support beam 8 serves as the central main node, with trough slabs on both sides being symmetrically hoisted; the reinforcing bars of the trough slabs are precisely connected and tied to the densely arranged prestressed tendons 4, stirrups 13, and web reinforcements within the support beam 8, forming a stable reinforcement system; concrete is poured in the node area, so that the support beam 8 and the trough slabs on both sides form an integral load-bearing structure, improving lateral stiffness.

[0058] Figure 22 Method 5 for connecting prestressed concrete multi-ribbed trough slabs to precast support beams. For connection scenarios with local gaps, after the trough slab is hoisted, the "non-prestressed tendons with gaps" are disconnected according to the drawings. Prestressed tendons 4, stirrups 13, etc. are normally connected to the reinforcement of support beam 8. Subsequently, the joint concrete is poured to adapt to the connection requirements of special structures and ensure reasonable stress distribution.

[0059] Figure 23 and 24Method 6 for connecting prestressed concrete multi-ribbed trough slabs to precast support beams. A gap of approximately 20mm is left between the trough slab and support beam 8 during installation. After the trough slab is positioned, C50 grout is injected into the gap to make it dense. Simultaneously, the "non-prestressed tendons that break at the notch" are treated. Through the synergistic effect of the grout and the reinforcing steel, the trough slab and support beam 8 remain integrated even with the gap, balancing installation convenience and connection strength.

[0060] Installation of embedded parts for beam-column joints, refer to Figures 25-29 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 dimensions 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.

[0061] Specifically, Figure 25 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.

[0062] Figure 26 For along Figure 25 The 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 at 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, reliably transferring the vertical load.

[0063] Figure 27 For along Figure 25 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.

[0064] Figure 28 For along Figure 26Section 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.

[0065] Figure 29 For along Figure 26 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.

[0066] Installation of hook embedded parts: Q235B steel bars with a diameter of 20mm are used and processed into hook shapes. The length of the hook part is controlled between 100mm and 150mm. The hook embedded parts 14 are tied or welded to the steel bars in the channel plate body 1 to ensure that the hook embedded parts 14 are firmly embedded and to provide a reliable force point for subsequent component hoisting.

[0067] Hook embedded part 14 (e.g.) Figure 7 (As shown) It is made of Q235B steel bars with a diameter of 20mm, and has a special shape with double hooks. The horizontal section is 200mm long, and the dimensions of the hooks and other parts are strictly controlled according to the markings in the drawing. During the prefabrication of the prestressed concrete multi-ribbed channel slab, the hook is pre-embedded and fixed in the channel slab body 1 to ensure that the hook is firmly tied or welded to the steel bars in the slab. This provides a reliable stress point for the subsequent hoisting operation of the channel slab, simplifies the hoisting process, and improves construction safety.

[0068] Figure 30 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.

[0069] Figure 31This is a detailed drawing of the second embedded part, which includes a 120×200×10 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 a-a. 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, a reliable embedded foundation is provided for welding, bolting, or concrete bonding between components, ensuring the mechanical properties of the connection joint and the overall structural stability.

[0070] The on-site installation phase includes component hoisting, joint connection, support beam connection, and beam-column node connection.

[0071] Component hoisting, refer to Figure 16 and Figure 17 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.

[0072] For seam connections, refer to Figures 9-15 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 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.

[0073] Support beam 8 connection, see reference Figure 16 , Figures 17 to 24 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 6 and Figure 7 Subsequently, fine aggregate concrete of C40 strength or above 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.

[0074] Beam-column joint connection, refer to Figures 25-29 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.

[0075] Through the above-described "component preparation + construction and installation" implementation method, the prestressed concrete multi-ribbed channel slab of this utility model achieves the technical effects of "light weight, reliable connection, and convenient construction", effectively solving many shortcomings of traditional floor slabs, and can be widely used in floor slab projects of various industrial and civil buildings.

[0076] The specific embodiments of this utility model have been described above, but the scope of protection of this utility model is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in this utility model should be included within the scope of protection of this utility model. Therefore, the scope of protection of this utility model should be determined by the scope of the claims.

[0077] In the description of this utility model, it should be understood that the terms "upper," "lower," "inner," "outer," etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model. The word "comprising" does not exclude the presence of elements or steps not listed in the claims. The word "a" or "an" preceding an element does not exclude the presence of a plurality of such elements. The simple fact that certain measures are recited in mutually different dependent claims does not indicate that a combination of these measures cannot be used for improvement. Any reference signs in the claims should not be construed as limiting the scope.

Claims

1. A prestressed concrete multi-ribbed channel slab reinforced concrete frame structure that requires no support or formwork, characterized in that, The material includes a channel plate body, which is composed of a panel and a plurality of ribs spaced apart along the length of the panel. The ribs are vertically connected to the lower surface of the panel to form a multi-rib channel structure. The channel-shaped plate body is provided with prestressed tendons arranged along its length. The side of the channel plate body is provided with a splicing structure, which includes a first splicing part and a second splicing part that cooperate with each other. Adjacent channel plate bodies cooperate with the first splicing part and the second splicing part, and the splicing part is filled with connecting material. The connection between the trough-shaped slab body and the precast support beam is provided with a connection structure. The connection structure includes a support connection part provided at the end of the trough-shaped slab body. The support connection part and the corresponding mating part on the precast support beam are fixed by embedded parts, steel bar insertion and concrete pouring. The beam-column joint of the trough-shaped slab body is provided with a node structure, which includes embedded parts and steel bar anchors for connection with beams and columns.

2. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The first joint of the splicing structure is a tenon structure, and the second joint is a groove structure adapted to the tenon structure. When splicing, the tenon structure is inserted into the groove structure, and the gap between the two is filled with high-strength grout.

3. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The supporting connection part is provided with protruding connecting steel bars, and the precast supporting beam is provided with steel bar sleeves or reserved holes that are inserted into the corresponding connecting steel bars. After insertion, concrete is poured to form an integral connection.

4. The prestressed concrete multi-ribbed channel slab with support-free and formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The embedded parts in the node structure include steel plate embedded parts, which are welded and fixed to the reinforcing bars in the beams and columns, and the reinforcing bars in the channel plate body are anchored to the steel plate embedded parts.

5. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The cross-section of the rib is trapezoidal, and the distance between adjacent ribs is 300 mm to 500 mm.

6. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The side of the channel plate body is also provided with additional reinforcing bars to enhance the integrity of the splice. The additional reinforcing bars are tied or welded to the reinforcing bars of the first splice and the second splice.

7. The prestressed concrete multi-ribbed channel slab with support-free and formwork-free reinforced concrete frame structure according to claim 3, characterized in that, The precast support beam is also provided with stirrups, which are tied together with the connecting steel bars and then poured with concrete.

8. The prestressed concrete multi-ribbed channel slab with support-free and formwork-free reinforced concrete frame structure according to claim 4, characterized in that, The steel plate embedded part has through holes for passing through reinforcing bars. The reinforcing bars in the channel plate body pass through the through holes and are then welded and fixed.

9. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 1, characterized in that, The channel plate body is also provided with a hook embedded part, which is made of steel bars processed into a hook shape and embedded and fixed in the channel plate body.

10. The prestressed concrete multi-ribbed channel slab with formwork-free reinforced concrete frame structure according to claim 9, characterized in that, The diameter of the steel bar in the hook embedded part is 20 mm, and the length of the hook part is 100 mm to 150 mm.

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