Novel floor precast concrete laminated slab
By pouring concrete vertical and cross ribs and steel mesh on the floor panels to form grid-type support, the problems of low stiffness and complex construction of existing stacked floor panels are solved, and high bending and torsion resistance and cost reduction are achieved.
Patent Information
- Application Number
- CN202420941615.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-30
- Publication Date
- 2024-12-31
- Estimated Expiration
- 2034-04-30
AI Technical Summary
The existing floor panels have low stiffness, insufficient load capacity during construction, easy to break, and complex construction and high cost, requiring temporary support.
Concrete longitudinal and transverse ribs are set on the cast-formed bottom plate to form grid-type support, and a reinforced mesh and concrete overlap layer are poured on it, traditional reinforced bar trusses are eliminated, the thickness of concrete longitudinal and transverse ribs is increased, and the use of temporary support is reduced.
The bending and torsion resistance of the floor panel is improved, the use of temporary support during construction is significantly reduced, and the cost is reduced, and the shear and seismic performance is improved through the embedding effect. The overall thickness is reduced by 20-25mm, and the cost reduction effect is significant.
Smart Images
Figure CN222275897U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of assembled buildings, in particular to a novel prefabricated concrete composite slab for a floor. Background Art
[0002] Composite slabs are assembled integral slabs made of prefabricated floor panels and cast-in-place reinforced concrete layers, and are an important component of prefabricated buildings. Under existing technical conditions, the prefabricated floor panels in composite slabs include reinforced truss concrete slabs, reinforced truss floor decks, etc. Figures 19 to 21 As shown. These prefabricated floor panels all first make steel trusses, and use steel trusses arranged at a certain interval to improve the bending bearing capacity of the floor panels and reduce the mid-span deflection. However, because the prefabricated reinforced concrete slabs on the bottom of the floor panels are thin, and the height of the steel trusses is small and the rigidity is small, the overall rigidity of the floor panels is small, and it will still produce a large mid-span deflection. During the construction process, problems such as insufficient bearing capacity and fragility of the panels will be reflected. Therefore, a certain amount of temporary support is still required on the bottom of the floor panels during construction, but this will make the construction complicated and the cost high. Utility Model Content
[0003] The technical problem to be solved by the utility model is to provide a new type of precast concrete composite floor panel with good rigidity, good overall bearing capacity, reduced use of temporary supports during construction, not easy to break, and conducive to reducing costs. The composite panel has a small overall thickness, good integrity, and good shear and seismic resistance.
[0004] In order to solve the above technical problems, the technical solution of the utility model is: a new type of precast concrete composite floor slab, assembled on the beam body of the building, including a precast part and a composite part, the precast part includes a cast base plate, a plurality of concrete longitudinal ribs arranged along the length direction are integrally cast on the base plate, and concrete transverse ribs are integrally cast between adjacent concrete longitudinal ribs; the composite part includes a steel mesh on the upper surface of the concrete longitudinal ribs and the concrete transverse ribs, and a concrete composite layer higher than the steel mesh is cast above the base plate.
[0005] As a preferred technical solution, laminated layer tie bars are tied to the steel mesh in the space enclosed by the concrete longitudinal ribs and the concrete transverse ribs, and the laminated layer tie bars are extended to the top surface of the bottom plate.
[0006] As a preferred technical solution, support connection nodes are respectively provided between at least two ends of the bottom plate and the corresponding beam bodies.
[0007] As a preferred technical solution, the support connection node includes a support platform arranged on the beam body and used to support the corresponding end of the base plate. A connecting boss lower than the steel mesh is prefabricated on the middle of the top surface of the beam body, and a support lap tie rod is provided between the connecting boss and the corresponding end of the base plate; the steel mesh is extended to the top of the beam body.
[0008] As a preferred technical solution, the beam body includes main beam reinforcements arranged along the length direction, beam stirrups are arranged between the main beam reinforcements, and the top surface of the connecting boss is arranged in the middle of the top main beam reinforcements.
[0009] As a preferred technical solution, the support connection node includes plate lap steel bars embedded in the bottom plate and extending to the top surface of the beam body, the end of the bottom plate rests on the top surface of the beam body, and the beam body is pre-embedded with beam side tie bars that are higher than the top surface of the beam body; the steel mesh is extended to the top of the beam body.
[0010] As a preferred technical solution, at least one side of the base plate is provided with a splicing node for splicing with an adjacent base plate.
[0011] As a preferred technical solution, the splicing node includes plate splicing steel bars embedded in the base plate, and the portion of the plate splicing steel bars extending out of the side of the base plate is bent upward; transverse auxiliary steel bars are provided between the base plate and the adjacent base plate, and longitudinal auxiliary steel bars are tied between the transverse auxiliary steel bars; the steel mesh is extended to the top of the transverse auxiliary steel bars.
[0012] As a preferred technical solution, the splicing node includes plate splicing steel bars embedded in the base plate, and the portion of the plate splicing steel bars extending out of the base plate includes a horizontal section and an inclined section, and the inclined section is arranged toward the upper side of the adjacent base plate; transverse auxiliary steel bars are arranged between the base plate and the adjacent base plates, and longitudinal auxiliary steel bars are tied between the horizontal sections and / or between the transverse auxiliary steel bars; the steel mesh is arranged to extend above the transverse auxiliary steel bars.
[0013] As a preferred technical solution, the splicing node includes plate splicing steel bars embedded in the base plate, the portion of the plate splicing steel bars extending out of the base plate extends toward the adjacent base plate; longitudinal auxiliary steel bars are tied to the plate splicing steel bars; and the steel mesh extends to the top of the plate splicing steel bars.
[0014] Due to the adoption of the above technical solution, a new type of precast concrete composite floor slab is assembled on the beam body of the building, including a precast part and a composite part. The precast part includes a cast bottom plate, and the bottom plate has multiple concrete longitudinal ribs integrally cast along the length direction, and concrete transverse ribs are integrally cast between adjacent concrete longitudinal ribs; the composite part includes a steel mesh on the upper surface of the concrete longitudinal ribs and the concrete transverse ribs, and a concrete composite layer higher than the steel mesh is cast above the bottom plate. The utility model achieves the following technical effects: (1) The traditional steel truss is eliminated, and the concrete longitudinal ribs and concrete transverse ribs are added to form a grid-type support. The concrete longitudinal ribs and concrete transverse ribs are integrally cast with the bottom plate to form a strong bending and torsion resistance, which makes the precast part have good rigidity and overall bearing capacity, which can significantly reduce the use of temporary supports during construction, and the precast part has good integrity and is not easy to break, which is conducive to reducing costs; (2) Compared with the 60mm thickness of the precast floor panel and the non-overlapping layer in the traditional composite slab, the precast floor panel has a good ...3) Compared with the 60mm thickness of the precast floor panel and the non-overlapping layer in the traditional composite slab, the precast floor panel has a good overall bearing capacity, which can significantly reduce the use of temporary supports during construction, and the precast part has good integrity and is not easy to break, which is conducive to reducing costs; (4) Compared with the 60mm thickness of The thickness is less than 70mm. The thickness of the bottom plate supported by the longitudinal and transverse ribs of the utility model can be reduced to 35-40mm, and the total thickness of the composite board can be reduced by 20-25mm, which is further conducive to reducing costs. When the span of the floor slab is small, the reduction in the thickness of the composite board is more obvious, and the cost reduction effect is more significant; (3) The concrete longitudinal ribs and the concrete transverse ribs form a plurality of lattice grooves. After the concrete composite layer is poured, the concrete composite layer and the prefabricated part form an embedded effect, and the tensile and shear resistance and seismic resistance are excellent. BRIEF DESCRIPTION OF THE DRAWINGS
[0015] The following drawings are only intended to illustrate and explain the present invention, and do not limit the scope of the present invention.
[0016] Figure 1 It is a schematic diagram of the top view of the structure of the first embodiment of the utility model;
[0017] Figure 2 yes Figure 1 Schematic diagram of AA structure;
[0018] Figure 3 yes Figure 2 An enlarged structural schematic diagram of one of the prefabricated parts;
[0019] Figure 4 yes Figure 3 Schematic diagram of BB structure;
[0020] Figure 5 yes Figure 4 Schematic diagram of the structure where the concrete transverse ribs do not extend to the sides of the bottom plate;
[0021] Figure 6 yes Figure 2An enlarged structural diagram of one of the support connection nodes;
[0022] Figure 7 yes Figure 2 Schematic diagram of the principle of the middle support lap reinforcement bending from vertical to horizontal;
[0023] Figure 8 This is a schematic diagram of the structure of the support overlap reinforcement pre-buried on the bottom plate and extending to the connecting boss in the first embodiment of the utility model;
[0024] Fig. 9 It is a schematic diagram of the structure of the support overlap reinforcement correspondingly laid on the connecting boss and the bottom plate in the embodiment of the utility model;
[0025] Fig.10 This is a schematic diagram of the structure of the support connection node of the second embodiment of the utility model;
[0026] Fig.11 This is a schematic diagram of the structure of the second embodiment of the utility model, in which the tie bars on the side of the beam are embedded with steel bars;
[0027] Fig.12 This is a schematic diagram of the top view of the structure of the third embodiment of the utility model;
[0028] Fig.13 yes Fig.12 A magnified schematic diagram of the CC structure;
[0029] Fig.14 yes Fig.13 An enlarged structural diagram of one of the prefabricated parts;
[0030] Fig.15 This is a schematic diagram of the structure of the splicing node of the fourth embodiment of the utility model;
[0031] Fig.16 yes Fig.15 An enlarged structural diagram of one of the prefabricated parts;
[0032] Fig.17 This is a schematic diagram of the structure of the splicing node of the fifth embodiment of the utility model;
[0033] Fig.18 yes Fig.17 An enlarged structural diagram of one of the prefabricated parts;
[0034] Fig.19 It is a schematic diagram of the structure of the existing prefabricated floor panel;
[0035] Fig. 20 It is a schematic diagram of the cross-sectional structure of a reinforced truss concrete slab in an existing prefabricated floor panel;
[0036] Fig.21It is a schematic diagram of the cross-sectional structure of the steel truss floor deck in the existing prefabricated floor panel.
[0037] In the figure: 1-precast part; 11-bottom plate; 12-bottom longitudinal reinforcement; 13-bottom transverse reinforcement; 14-concrete longitudinal rib; 15-concrete transverse rib; 16-rib force reinforcement; 17-rib stirrups; 18-grid; 2-overlapping part; 21-steel mesh; 22-concrete overlapping layer; 23-overlapping layer tie bars; 3-support connection node; 31-support platform; 32-connecting boss; 33-support lap reinforcement; 34-plate lap reinforcement; 4-splicing node; 41-plate splicing reinforcement; 42-horizontal section; 43-inclined section; 44-transverse auxiliary reinforcement; 45-longitudinal auxiliary reinforcement; 46-temporary bottom formwork; 5-beam body; 51-beam force main reinforcement; 52-beam stirrups; 53-beam side tie bars; 9-precast floor panel; 91-reinforced truss. DETAILED DESCRIPTION
[0038] The present invention is further described below in conjunction with the accompanying drawings and examples. In the following detailed description, only certain exemplary embodiments of the present invention are described by way of illustration. Needless to say, those skilled in the art will recognize that the described embodiments may be modified in various ways without departing from the spirit and scope of the present invention. Therefore, the drawings and descriptions are illustrative in nature and are not intended to limit the scope of protection of the claims.
[0039] The ends of the bottom plate 11 mentioned in the description refer to the edges along the length direction. The sides of the bottom plate 11, if not explicitly described as the upper side, lower side, above or below, refer to the edges along the width direction. The longitudinal direction refers to the length direction of the bottom plate 11, and the transverse direction refers to the width direction of the bottom plate 11. The above definitions are all adapted to the common understanding of various positions and directions of building components such as floor slabs, and are intended to make the description clearer, not to limit the scope of protection.
[0040] Embodiment 1: Figures 1 to 9 As shown together, a novel precast concrete composite floor slab is assembled on a beam body 5 of a building, and comprises a precast part 1 and a composite part 2.
[0041] The prefabricated part 1 is a floor panel part that is transported to the construction site after factory production. The prefabricated part 1 in this embodiment includes a cast bottom plate 11, on which a plurality of concrete longitudinal ribs 14 arranged along the length direction are integrally cast, and concrete transverse ribs 15 are integrally cast between adjacent concrete longitudinal ribs 14. The concrete longitudinal ribs 14 and the concrete transverse ribs 15 form a grid-type support, so that the prefabricated part 1 has good rigidity.
[0042] Among them, the bottom plate 11 is provided with longitudinal and transverse steel bars, which are respectively defined as bottom longitudinal steel bars 12 and bottom transverse steel bars 13 in this embodiment. The bottom longitudinal steel bars 12 and bottom transverse steel bars 13 can be prestressed steel bars or ordinary steel bars, which are not limited here; the concrete longitudinal ribs 14 and the concrete transverse ribs 15 are both provided with rib stress-bearing steel bars 16 arranged along their respective length directions, and rib stirrups 17 are added between the rib stress-bearing steel bars 16. Preferably, the rib stress-bearing steel bars 16 at the bottom of the concrete longitudinal ribs 14 and the concrete transverse ribs 15 are tied with the bottom transverse steel bars 13 or the bottom longitudinal steel bars 12. After tying, the bottom plate 11, the concrete longitudinal ribs 14 and the concrete transverse ribs 15 are cast as a whole to form a better overall structure.
[0043] Preferably, pipeline casings are pre-buried at the bottom of the concrete longitudinal ribs 14 and the concrete transverse ribs 15 to facilitate the layout of water, electricity, heating and other pipelines. The concrete longitudinal ribs 14 and the concrete transverse ribs 15 are arranged at the same height to further promote the formation of overall rigidity and facilitate the tying of the steel mesh 21 during on-site pouring. The concrete transverse ribs 15 can be extended to the side of the bottom plate 11 according to the actual area of the prefabricated part 1 and the building strength requirements. Figure 4 and Figure 5 As shown respectively, no limitation is made in this embodiment.
[0044] The prefabricated part 1 of this embodiment no longer uses the steel truss 91, and does not involve the processing and manufacturing of the steel truss 91. Instead, the concrete longitudinal ribs 14 and the concrete transverse ribs 15 are used to form a grid-type support. The concrete longitudinal ribs 14 and the concrete transverse ribs 15 are integrally cast with the bottom plate 11 to form a strong bending and torsion resistance. This makes the prefabricated part 1 have good rigidity and overall bearing capacity, which can significantly reduce the use of temporary supports during construction. The prefabricated part 1 has good integrity and is not easy to break during transportation and construction, which is conducive to reducing costs. Under this better rigidity and bearing capacity, the thickness of the bottom plate 11 can be reduced to 35-40 mm, which can be reduced by 20-25 mm compared to the thickness of the existing prefabricated floor panel of 60 mm, and the thickness reduction is more obvious when the floor span is small.
[0045] The superimposed part 2 is formed by pouring concrete on the prefabricated part 1 after the prefabricated part 1 is built on site. The superimposed part 2 of this embodiment includes a steel mesh 21 on the upper surface of the concrete longitudinal ribs 14 and the concrete transverse ribs 15, and a concrete superimposed layer 22 higher than the steel mesh 21 is cast on the top of the bottom plate 11. The concrete longitudinal ribs 14 and the concrete transverse ribs 15 form a plurality of lattice grooves 18. After the concrete superimposed layer 22 is cast, the concrete superimposed layer 22 forms an embedding effect with the prefabricated part 1, and has good tensioning performance, good integrity of the superimposed part 2, and excellent shear and seismic performance. When the thickness of the bottom plate 11 in the prefabricated part 1 can be reduced by 20 to 25 mm, the final overall thickness of the composite plate can also be reduced by 20 to 25 mm, which is further beneficial to reducing costs; at the same time, the reduction in the overall height of the prefabricated part 1 is also beneficial to leaving space for arranging the steel mesh 21 above the concrete longitudinal ribs 14 and the concrete transverse ribs 15, ensuring that the upper part of the final composite plate is stressed and preventing cracks.
[0046] Among them, the steel mesh 21 is also formed by binding horizontal and vertical steel bars. This embodiment is only partially illustrated in the figure to avoid affecting the structural diagram of the prefabricated part 1. Preferably, the steel mesh 21 is tied with a laminated layer tie bar 23 in the space enclosed by the concrete longitudinal ribs 14 and the concrete transverse ribs 15, and the laminated layer tie bar 23 extends to the top surface of the base plate 11. After the concrete laminated layer 22 is poured, the laminated layer tie bar 23 can be used with the help of the steel mesh 21 to tie the part of the concrete laminated layer 22 embedded in the grid groove 18, so as to improve the integrity of the concrete laminated layer 22 and further ensure the overall tie performance and shear and seismic performance of the final laminated plate. The laminated layer tie bars 23 should be evenly arranged in the grid groove 18, and the spacing is preferably 500 to 800 mm.
[0047] like Figure 2 As shown, at least the two ends of the bottom plate 11 are provided with support connection nodes 3 between the corresponding beam bodies 5, and the support connection nodes 3 are used to make all the superimposed plates on the beam bodies 5 form a floor slab of the same layer after pouring the concrete superimposed layer 22. The four sides of the bottom plate 11 in this embodiment are all seated on the beam bodies 5, so the two ends and two sides of the bottom plate 11 in this embodiment are provided with support connection nodes 3 between the corresponding beam bodies 5. The following is a structural description of the support connection nodes 3 between the ends of the bottom plate 11 and the beam bodies 5.
[0048] like Figures 6 to 9As shown, the support connection node 3 includes a support platform 31 arranged on the beam body 5 and used to support the corresponding end of the bottom plate 11. A connection boss 32 lower than the steel mesh 21 is prefabricated on the middle of the top surface of the beam body 5, and a support overlap tie bar 33 is arranged between the connection boss 32 and the corresponding end of the bottom plate 11. Through the support overlap tie bar 33, a good connection strength is formed between adjacent composite plates after the concrete is poured, and the protruding connection boss 32 can be used to make the floor plate as a whole have a good tensile performance.
[0049] The support lap reinforcement 33 may be a steel bar with one end embedded and the other end only lapped, or may be a steel bar simply laid between the corresponding ends of the connecting boss 32 and the bottom plate 11. This embodiment does not limit this, and various configurations are as follows. Figure 6 and Figure 7 As shown, the support overlap reinforcement 33 is pre-embedded on the connecting boss 32 and extends to the corresponding end of the bottom plate 11 to form an overlap. When pre-embedded, the part extending from the connecting boss 32 is bent upward, and after the bottom plate 11 rests on the support 31, it is bent to a horizontal state to achieve the overlap at the corresponding end of the bottom plate 11; if necessary, reinforcing steel bars can be tied to the support overlap reinforcement 33 to further improve the overlap effect. Figure 8 As shown, the support lap reinforcement 33 is pre-embedded on the bottom plate 11 and extends to the top surface of the connecting boss 32 to form a lap. For this structure, the support lap reinforcement 33 can directly use the bottom longitudinal steel bar 12 in the bottom plate 11, that is, the bottom longitudinal steel bar 12 extends out of the end of the bottom plate 11 and forms the support lap reinforcement 33. It can also be realized by using a separate pre-embedded steel bar. This embodiment illustrates the latter. Fig. 9 As shown, the support lap reinforcement 33 is laid between the connecting boss 32 and the corresponding end of the base plate 11 after the base plate 11 is seated on the support platform 31; if necessary, reinforcing steel bars can also be tied to the support lap reinforcement 33 to further improve the lap effect.
[0050] Preferably, the steel mesh 21 is extended to the top of the beam 5, that is, when the steel mesh 21 is laid, it covers all the prefabricated parts 1 and the beam 5 of the floor, so that the entire floor slab can form a better upper force together, further avoiding the occurrence of cracks.
[0051] Preferably, the beam body 5 includes beam stress main reinforcements 51 arranged along the length direction, beam stirrups 52 are arranged between the beam stress main reinforcements 51, and the top surface of the connecting boss 32 is arranged in the middle of the beam stress main reinforcements 51 at the top. Therefore, the top surface of the connecting boss 32 exposes the beam stress main reinforcements 51 and beam stirrups 52 and other steel bars, and after the concrete is poured, the concrete laminated layer 22 can also form a good tie effect with the beam body 5, the floor slab has better integrity, and the tensile performance is further improved.
[0052] The support connection node 3 between the side of the bottom plate 11 and the beam body 5 is the same as the end portion, and will not be described in detail here.
[0053] Embodiment 2: Fig.10 and Fig.11 As shown, the difference between this embodiment and the first embodiment is that: the support connection node 3 includes a plate lap steel bar 34 pre-embedded in the bottom plate 11 and extending to the top surface of the beam body 5, and the end of the bottom plate 11 is seated on the top surface of the beam body 5. This embodiment directly forms a lap with the adjacent bottom plates 11 through the plate lap steel bar 34, so that after the concrete is poured, the adjacent composite plates form an integral floor slab together. The plate lap steel bar 34 can also be directly realized by using the bottom longitudinal steel bar 12 in the bottom plate 11, that is, the bottom longitudinal steel bar 12 extends out of the end of the bottom plate 11 to form the plate lap steel bar 34.
[0054] Preferably, the beam body 5 is pre-embedded with beam side tie bars 53 that are higher than the top surface of the beam body 5. The beam side tie bars 53 also form a good tie effect between the concrete laminated layer 22 and the beam body 5, thereby improving the integrity of the floor slab and the tensile performance. The beam side tie bars 53 can be made of Fig.10 The beam body 5 shown in the figure is realized by its own stirrups and stress-bearing steel bars, or by using Fig.11 The separately embedded reinforcement shown is implemented without limitation here.
[0055] Preferably, the steel mesh 21 is extended to the top of the beam body 5, so that the entire floor slab can be subjected to better upper stress and cracks can be further avoided.
[0056] The support connection node 3 between the side of the base and the beam body 5 is the same as the end, and will not be repeated here.
[0057] Embodiment 3: Figure 12 to Figure 14 As shown, the difference between this embodiment and the first embodiment is that: at least one side of the bottom plate 11 is provided with a splicing node 4 for splicing with the adjacent bottom plate 11, through the splicing node 4, the bottom plate 11 that is not overlapped with the beam body 5 at the side can be spliced with the bottom plate 11 adjacent in the width direction, thereby enabling the composite plates to form a floor slab together.
[0058] The splicing node 4 described in this embodiment includes a plate splicing steel bar 41 embedded in the bottom plate 11, and the portion of the plate splicing steel bar 41 extending out of the side of the bottom plate 11 is bent upward. In this way, the sides of the adjacent bottom plates 11 are conveniently formed in close contact without leaving any gaps. A transverse auxiliary steel bar 44 is provided between the bottom plate 11 and the adjacent bottom plates 11 to form an overlap with the bottom transverse steel bars 13 in the bottom plate 11, and longitudinal auxiliary steel bars 45 are tied between the transverse auxiliary steel bars 44; thereby, after the concrete is poured, an equal strength connection is formed between the adjacent composite plates. The steel mesh 21 is extended to the top of the transverse auxiliary steel bar 44, which also promotes better upper force of the floor slab and avoids the occurrence of cracks.
[0059] Embodiment 4: Fig.15 and 16 As shown, the difference between this embodiment and the third embodiment is that: the splicing node 4 includes a plate splicing steel bar 41 embedded in the bottom plate 11, and the portion of the plate splicing steel bar 41 extending out of the bottom plate 11 includes a horizontal section 42 and an inclined section 43, and the inclined section 43 is arranged toward the upper side of the adjacent bottom plate 11; a transverse auxiliary steel bar 44 is arranged between the bottom plate 11 and the adjacent bottom plate 11, and a longitudinal auxiliary steel bar 45 is tied between the horizontal sections 42 and / or between the transverse auxiliary steel bars 44; this embodiment can achieve the same equal strength connection effect for adjacent composite plates. Of course, the steel mesh 21 is also preferably extended to the upper side of the transverse auxiliary steel bar 44 to promote better upper force of the floor slab and avoid cracks. During construction, there is a gap at the horizontal section 42, and a temporary bottom formwork 46 needs to be supported here to facilitate the post-pouring of concrete.
[0060] Embodiment 5: Fig.17 and Fig.18 As shown, the difference between this embodiment and the third embodiment is that: the splicing node 4 includes a plate splicing steel bar 41 embedded in the base plate 11, and the plate splicing steel bar 41 extends out of the base plate 11 and extends to the adjacent base plate 11; the plate splicing steel bar 41 is tied with a longitudinal auxiliary steel bar 45; in this way, the plate splicing steel bar 41 is directly overlapped, and the equal strength connection effect can also be achieved. The steel mesh 21 is also optionally extended to the top of the plate splicing steel bar 41. To promote better upper force on the floor slab and avoid cracks. In this embodiment, there is also a gap between adjacent base plates 11. During construction, a temporary bottom formwork 46 needs to be supported at the gap to facilitate the pouring of concrete.
[0061] The above shows and describes the basic principle, main features and advantages of the utility model. Those skilled in the art should understand that the utility model is not limited by the above embodiments. The above embodiments and descriptions are only for explaining the principle of the utility model. Without departing from the spirit and scope of the utility model, the utility model will have various changes and improvements, such as the use of different support connection nodes 3 and different splicing nodes 4 at the same bottom plate 11. These changes and improvements fall within the scope of the utility model to be protected. The scope of protection claimed by the utility model is defined by the attached claims and their equivalents.
Claims
1. A new type of prefabricated concrete composite floor slab, assembled on the beam of a building, comprising a prefabricated part and a composite part, characterized in that: The prefabricated part includes a cast base plate, on which a plurality of concrete longitudinal ribs arranged along the length direction are integrally cast, and concrete transverse ribs are integrally cast between adjacent concrete longitudinal ribs; the overlapping part includes a steel mesh on the upper surfaces of the concrete longitudinal ribs and the concrete transverse ribs, and a concrete overlapping layer higher than the steel mesh is cast above the base plate.
2. A novel precast concrete composite floor slab as claimed in claim 1, characterized in that: The steel mesh is provided with laminated layer tie bars in the space enclosed by the concrete longitudinal ribs and the concrete transverse ribs, and the laminated layer tie bars are extended to the top surface of the bottom plate.
3. A novel precast concrete composite floor slab as claimed in claim 1, characterized in that: Support connection nodes are respectively provided between at least two ends of the bottom plate and the corresponding beam bodies.
4. A novel precast concrete composite floor slab as claimed in claim 3, characterized in that: The support connection node includes a support platform arranged on the beam body and used to support the corresponding end of the base plate. A connection boss lower than the steel mesh is prefabricated on the middle of the top surface of the beam body, and a support lap tie rod is provided between the connection boss and the corresponding end of the base plate; the steel mesh is extended to the top of the beam body.
5. A novel precast concrete composite floor slab as claimed in claim 4, characterized in that: The beam body comprises beam stress main reinforcements arranged along the length direction, beam stirrups are arranged between the beam stress main reinforcements, and the top surface of the connecting boss is arranged in the middle of the beam stress main reinforcements at the top.
6. A novel precast concrete composite floor slab as claimed in claim 3, characterized in that: The support connection node includes plate lap steel bars embedded in the bottom plate and extending to the top surface of the beam body, the end of the bottom plate rests on the top surface of the beam body, and the beam body is embedded with beam side tie bars that are higher than the top surface of the beam body; the steel mesh is extended to the top of the beam body.
7. The novel precast concrete composite floor slab as claimed in claim 1 is characterized in that: At least one side of the bottom plate is provided with a splicing node for splicing with an adjacent bottom plate.
8. A novel precast concrete composite floor slab as claimed in claim 7, characterized in that: The splicing node includes plate splicing steel bars embedded in the base plate, and the portion of the plate splicing steel bars extending out of the side of the base plate is bent upward; transverse auxiliary steel bars are provided between the base plate and the adjacent base plate, and longitudinal auxiliary steel bars are tied between the transverse auxiliary steel bars; the steel mesh is extended to the top of the transverse auxiliary steel bars.
9. A novel precast concrete composite floor slab as claimed in claim 7, characterized in that: The splicing node includes plate splicing steel bars embedded in the base plate, and the portion of the plate splicing steel bars extending out of the base plate includes a horizontal section and an inclined section, and the inclined section is arranged toward the upper side of the adjacent base plate; transverse auxiliary steel bars are arranged between the base plate and the adjacent base plates, and longitudinal auxiliary steel bars are tied between the horizontal sections and / or between the transverse auxiliary steel bars; the steel mesh is arranged to extend above the transverse auxiliary steel bars.
10. The novel precast concrete composite floor slab according to claim 7, characterized in that: The splicing node includes plate splicing steel bars embedded in the base plate, the portion of the plate splicing steel bars extending out of the base plate extends toward the adjacent base plate; longitudinal auxiliary steel bars are tied to the plate splicing steel bars; and the steel mesh extends to the top of the plate splicing steel bars.