CN118110294A - Composite floor slab and construction method thereof - Google Patents
Composite floor slab and construction method thereof Download PDFInfo
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- CN118110294A CN118110294A CN202410274900.9A CN202410274900A CN118110294A CN 118110294 A CN118110294 A CN 118110294A CN 202410274900 A CN202410274900 A CN 202410274900A CN 118110294 A CN118110294 A CN 118110294A
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- floor slab
- steel bar
- bottom plate
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance, i.e. of essentially one-dimensional [1D] or two-dimensional [2D] extent
- E04C5/04—Mats
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional [3D] extent, e.g. lattice girders
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
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Abstract
The embodiment of the disclosure discloses a composite floor slab and a construction method thereof. An embodiment of the composite floor slab comprises: the precast floor slab concrete main body thickness of the composite floor slab is 20-45 mm, fine stone concrete with compressive strength not lower than 50MPa is adopted, the dimension of the precast floor slab in the shorter direction is not less than 1500mm, a steel bar truss is embedded in the longer direction of the precast floor slab length, a combined compression bar is arranged on the upper portion of the steel bar truss, short-direction stress steel bars are embedded in the direction perpendicular to the steel bar truss, at least one temporary reinforcing bar is arranged in the direction perpendicular to the length of the steel bar truss in the demoulding, transporting and hoisting processes of the precast floor slab, and the temporary reinforcing bars are connected with all the steel bar trusses in a locking manner at the crossing positions. The temporary reinforcing rods are removed for recycling after the prefabricated bottom plates are installed. The prefabricated bottom plate has the advantages of large width, less seam of the composite floor slab, strong applicability to residential buildings, less consumption of steel bar trusses and small on-site steel bar binding amount.
Description
Technical Field
The invention belongs to the technical field of buildings, relates to building floors, and in particular relates to a composite floor and a construction method thereof.
Background
The composite floor slab can realize formwork-free and few-support construction on a construction site, avoids the construction of full-span frames and full-span formworks of cast-in-situ floor slabs, and can greatly improve the site industrialized construction level of the floor slab. The composite floor slab consists of a prefabricated bottom plate and a post-pouring composite layer, wherein the prefabricated bottom plate is used as a template for site construction of the floor slab, and the prefabricated bottom plate commonly used at present comprises a prefabricated solid concrete bottom plate, a cement-based bottom plate steel bar truss floor support plate and a galvanized steel bottom plate steel bar truss floor support plate. The galvanized steel bottom plate steel bar truss floor support plate is a steel bottom plate, so that the residential building is not generally used as a whole house suspended ceiling, and the steel bottom plate is exposed to influence the use, so that the galvanized steel bottom plate steel bar truss floor support plate is not generally used in the residential building, and the prefabricated solid concrete bottom plate and the cement base bottom plate steel bar truss floor support plate are adopted. The prefabricated solid concrete bottom plate adopts common C30 or C40 concrete, the minimum thickness of the bottom plate is not less than 50mm, a common steel bar truss is embedded in the bottom plate to improve rigidity, and the outline dimension of the bottom plate can be customized and processed according to design requirements. According to technical standards of T/CECS1069-2022, the thickness of a bottom plate of the reinforced truss floor support plate of the cement base plate is generally 15-25 mm, the width of the bottom plate is 0.6-1.2 m, the bottom plate is generally not customizable, a common reinforced truss is arranged on the bottom plate to improve rigidity, the distance between the reinforced trusses is 200-300 mm, a disassembly-free bottom die is generally made of fine stone concrete or ultra-high performance concrete (UHPC), and a detachable bottom die is generally made of a bamboo plywood or a hollow plastic plate. However, the residential building generally has the following technical problems in the above manner:
Firstly, the thickness of a precast solid concrete bottom plate is large, the bottom plate is heavy when the precast solid concrete bottom plate is used for a large-bay residence, the requirement on hoisting equipment is high, the thickness of a post-cast superposed layer is generally not less than 80mm so as to facilitate pipeline penetration, the thickness of a formed integral superposed floor slab is not less than 130mm, the integral thickness of the floor slab is large, and the manufacturing cost is high, for example, for a room with the bay size of 7 multiplied by 6m, the precast solid concrete bottom plate needs to reach 100mm so as to ensure that the bottom plate is not cracked in the processes of demoulding, transportation and hoisting, the size of the single precast solid concrete bottom plate is 7 multiplied by 1.8m when the hoisting weight is controlled below 3.5 tons, and the requirement on hoisting equipment is high and the hoisting times are more;
Secondly, the rigidity of the cement-based bottom plate steel bar truss floor support plate of the disassembly-free bottom die is poor in the direction perpendicular to the steel bar truss, stress steel bars are not arranged, the width of a single bottom plate is generally controlled to be 0.6-1.2 m, a plurality of bottom plates are adopted to be spliced closely to serve as the bottom die of the composite floor, a plurality of sealing joints exist on the bottom surface after the construction of the floor is completed, and the decorative surface at the sealing joints is easy to crack under the stress and temperature effects of the floor, so that the attractive appearance and living experience are affected;
thirdly, the cement-based bottom plate of the disassembly-free bottom die adopts a common steel bar truss with smaller rigidity, the distance between the steel bar trusses is controlled to be 200-300 mm to ensure the rigidity of the bottom plate, the bottom plate is prevented from cracking in the processes of demoulding, hoisting and construction, the steel consumption of the steel bar truss is large, and the construction site is required to be provided with a floor slab stress steel bar perpendicular to the steel bar truss in a penetrating way between the inclined web members of the steel bar truss, so that the penetrating difficulty is high and the site work load is large;
Fourth, the cement base plate steel bar truss floor carrier plate of the detachable bottom die needs to adopt special connecting pieces to realize temporary connection of the bottom die and the steel bar truss, the connecting pieces are high in cost, the difficulty of removing the bottom die on site is high, the manual demands are high, the bottom die is easy to damage and difficult to recycle, and the overall cost is high.
The above information disclosed in this background section is only for enhancement of understanding of the background of the inventive concept and, therefore, may contain information that does not form the prior art that is already known to those of ordinary skill in the art in this country.
Disclosure of Invention
The disclosure is in part intended to introduce concepts in a simplified form that are further described below in the detailed description. The disclosure is not intended to identify key features or essential features of the claimed subject matter, nor is it intended to be used to limit the scope of the claimed subject matter.
Some embodiments of the present disclosure provide a composite floor slab and a construction method thereof, which solve one or more of the technical problems mentioned in the background section above.
In a first aspect, some embodiments of the present disclosure provide a composite floor slab, which is composed of at least one prefabricated base plate and a post-cast composite layer, wherein the prefabricated base plate is composed of a concrete body and reinforcing steel bars, the thickness of the concrete body of the prefabricated base plate is 20-45 mm, the dimension of the prefabricated base plate in the shorter direction is not less than 1500mm, a series of parallel reinforcing steel bar trusses are pre-embedded in the longer direction of the prefabricated base plate, and a series of parallel short-direction stressed reinforcing steel bars are pre-embedded in the direction perpendicular to the reinforcing steel bar trusses; the distance between the steel bar trusses is 400-800 mm, and the upper part of the steel bar truss is provided with a combined compression bar; the precast bottom plate concrete main body adopts fine stone concrete, and the compressive strength of the fine stone concrete is not lower than 50MPa; in the processes of demoulding, transporting and hoisting the prefabricated bottom plate, at least one temporary reinforcing rod is arranged in the direction perpendicular to the length direction of the steel bar truss, and the temporary reinforcing rods are connected with all the steel bar trusses at the crossing positions by adopting lock catches.
In some embodiments, the short-direction stress bars are arranged below the lower chord bars of the steel bar truss, the lower chord bars of the steel bar truss serve as stress bars in the longer direction of the length of the prefabricated base plate, and the long-direction stress bars are arranged between the lower chord bars of the adjacent steel bar trusses.
Optionally, the short-direction stress steel bars and the long-direction stress steel bars are assembled into welding steel bar meshes, and the short-direction stress steel bars adopt CRB600H steel bars.
Specifically, an anti-cracking steel wire mesh is arranged below the steel bar in the prefabricated bottom plate, the peripheral size of the anti-cracking steel wire mesh is reduced by 50-300 mm compared with the external size of the prefabricated bottom plate, the steel wire diameter of the anti-cracking steel wire mesh is not less than 0.5mm, and the steel wire spacing of the anti-cracking steel wire mesh is 50-100 mm.
In particular, the temporary reinforcing rod is made of a round steel pipe with the outer diameter not smaller than 40mm, and the combined compression rod is formed by combining an outer-covered thin-wall steel plate and internally filled concrete.
Specifically, the lower part of the lock catch is provided with a limiting clamping groove, the inner section of the limiting clamping groove is bonded and limited with the section of the lower part of the combined compression bar of the steel bar truss, the upper part of the lock catch is in locking connection with the temporary reinforcing bar through a buckle and a fastening bolt, and the distance between adjacent temporary reinforcing bars is 1-2 m.
In some embodiments, when the composite floor slab comprises at least two prefabricated bottom plates, an integral joint is arranged between every two adjacent prefabricated bottom plates, the width of the integral joint is 200-400 mm, the short-direction stressed steel bars of the prefabricated bottom plates are bent and extended from the top surface of the prefabricated bottom plates near the side edges of the prefabricated bottom plates close to the integral joint, and the short-direction stressed steel bars of the adjacent prefabricated bottom plates are connected in a lap joint mode in the integral joint.
In a second aspect, some embodiments of the present disclosure provide a method of constructing a composite floor slab for use in the full process construction of a composite floor slab as described in the first aspect, comprising: manufacturing a prefabricated bottom plate and installing a temporary reinforcing rod; when the compressive strength of the precast bottom plate concrete reaches the design strength, transporting the precast bottom plate to a construction site; in response to the construction of the lower floor slab, supporting an upper layer laminated floor slab formwork, supporting a formwork vertical rod on the upper surface of the lower floor slab, installing a formwork top support on the top of the formwork vertical rod, and installing the formwork top support along the direction perpendicular to the prefabricated floor slab steel bar truss; adjusting the height of the upright rod of the die frame so that the upper surface of the top support of the die frame is positioned at the designed height position of the bottom surface of the upper laminated floor slab; hoisting a prefabricated bottom plate of the upper composite floor slab to a design position; erecting an integral joint template, removing the temporary reinforcing rods, and binding post-pouring overlapping layers and reinforcing steel bars in the integral joint; pouring post-pouring concrete in the post-pouring laminated layer and the integral joint of the upper laminated floor slab; after the post-cast concrete reaches the construction allowable strength, dismantling the die carrier and the integral joint template to finish the construction of the upper layer laminated floor slab; and repeating the steps to finish the construction of the laminated floor slab of each floor in the building layer by layer.
In some embodiments, fabricating a prefabricated floor and installing temporary reinforcing bars includes: and paving a welding reinforcing mesh formed by the short-direction stressed reinforcing steel bars and the long-direction stressed reinforcing steel bars in the die, pouring a precast bottom plate concrete main body, placing a reinforcing steel bar truss according to a design drawing before the precast bottom plate concrete is initially set, and installing a temporary reinforcing rod to finish the positioning of the reinforcing steel bar truss.
In some embodiments, installing a formwork top support atop a formwork pole comprises: and a limiting bracket is arranged at the top of the die frame upright rod to support the die frame propping, the cross section of the die frame propping is rectangular, and the distance between adjacent die frame propping is 1-2 m.
The above embodiments of the present disclosure have the following advantageous effects:
Firstly, the thickness of the prefabricated bottom plate is smaller than that of the existing prefabricated solid concrete bottom plate, the prefabricated bottom plate has light dead weight under the same size, the transportation and the hoisting are convenient, the integral thickness of a floor slab formed by the prefabricated bottom plate and the post-pouring superposed layer can be reduced by 20-40 mm compared with that of the existing prefabricated solid concrete bottom plate superposed floor slab, the consumption of floor slab materials is small, and the manufacturing cost is low;
Secondly, the prefabricated bottom plate is used as a bottom die for pouring a post-pouring laminated layer, and simultaneously participates in structural stress, so that dismantling is not needed, and site construction is convenient;
Thirdly, compared with a cement substrate plate reinforced truss floor bearing plate of a disassembly-free bottom die, the prefabricated bottom plate is provided with stressed steel bars and temporary reinforcing measures in the direction vertical to the reinforced truss, the rigidity and the crack resistance of the prefabricated bottom plate in the direction vertical to the reinforced truss are greatly improved, the size of the prefabricated bottom plate in the direction vertical to the reinforced truss can be improved to about 3m, the floor with the normal size can be obtained by adopting at most two prefabricated bottom plates, the formed composite floor has few joints and adopts integral joints, the crack resistance of the joints is obviously improved, the composite floor can be used for residential buildings without suspended ceilings, and the temporary reinforcing measures in the direction vertical to the reinforced truss can be recycled, so that the composite floor has strong universality and is beneficial to reducing the cost;
Fourth, the reinforcement measures are arranged on the upper chord of the steel bar truss of the prefabricated bottom plate, the rigidity of the steel bar truss is improved, the distance between the steel bar trusses is 2-4 times that of the steel bar truss floor support plate of the cement base plate, the consumption of the steel bar truss can be reduced by 50-75%, the steel consumption of the prefabricated bottom plate is small, and the cost is further reduced;
Fifth, compared with the cement substrate plate steel bar truss floor carrier plate without the bottom die, the two-direction stressed steel bars are directly pre-buried during the production of the prefabricated bottom plate, the stressed steel bars do not need to be penetrated between the inclined web members of the steel bar truss at the construction site, and the binding amount of the site steel bars is greatly reduced.
Drawings
The above and other features, advantages, and aspects of embodiments of the present disclosure will become more apparent by reference to the following detailed description when taken in conjunction with the accompanying drawings. The same or similar reference numbers will be used throughout the drawings to refer to the same or like elements. It should be understood that the figures are schematic and that elements and components are not necessarily drawn to scale.
Fig. 1 is a schematic three-dimensional structure of some embodiments of prefabricated floors for composite floor slabs according to the present disclosure.
Fig. 2 is a cross-sectional view of the prefabricated bottom panel A-A of fig. 1.
Fig. 3 is a partial enlarged view of C in fig. 2.
Fig. 4 is a partial enlarged view of B in fig. 1.
Fig. 5 is a schematic structural view of some embodiments of a monolithic seam for a composite floor slab according to the present disclosure.
Fig. 6 is a flow chart of some embodiments of a method of constructing a composite floor slab according to the present disclosure.
Fig. 7 is a schematic diagram of the state structure of the process of erecting the composite floor slab formwork.
Fig. 8 is a schematic structural diagram showing a state of removing the temporary reinforcing rods after the hoisting of the prefabricated bottom plate is completed.
Detailed Description
Embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While certain embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete. It should be understood that the drawings and embodiments of the present disclosure are for illustration purposes only and are not intended to limit the scope of the present disclosure.
It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings. Embodiments of the present disclosure and features of embodiments may be combined with each other without conflict.
It should be noted that references to "above", "below", "upper" and "lower" in this disclosure are based on the azimuth or positional relationship that the disclosure is normally placed in, and that "upper" and "lower" are true relative positional relationships of the upper and lower floors in an actual building, all of which are limiting to the disclosure.
The present disclosure will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
The invention provides a composite floor slab, which consists of at least one precast bottom plate 1 and a post-pouring composite layer 2, wherein the precast bottom plate 1 is used as a bottom die for pouring concrete in the post-pouring composite layer 2, the precast bottom plate 1 consists of a concrete main body 11 and reinforcing steel bars, the thickness t of the precast bottom plate concrete main body 11 is 20-45 mm, the dimension b of the precast bottom plate 1 in the shorter direction is not less than 1500mm, a series of parallel reinforcing steel bar trusses 12 are embedded in the longer direction of the precast bottom plate 1, a series of parallel short-direction stressed reinforcing steel bars 13 are embedded in the direction perpendicular to the reinforcing steel bar trusses 12, that is, the direction of the longer length of the precast bottom plate, the direction of the shorter length of the precast bottom plate and the direction perpendicular to the reinforcing steel bar trusses are short; the spacing c of the steel bar trusses 12 is 400-800 mm, the upper part of the steel bar trusses 12 is provided with a combined compression bar 121, the combined compression bar 121 is used for improving the compression performance of the upper part of the steel bar trusses 12 and the longitudinal rigidity and the cracking resistance of the prefabricated bottom plate 1, so that the spacing of the steel bar trusses 12 is increased, and the number of the steel bar trusses 12 is reduced; the precast bottom plate concrete main body 11 adopts fine stone concrete, the compressive strength of the fine stone concrete is not lower than 50MPa, the anti-cracking performance of the precast bottom plate 1 is improved through higher strength, and the thickness t of the precast bottom plate concrete main body 11 is controlled in a smaller range, so that the economy is improved; in the process of demoulding, transporting and hoisting the prefabricated bottom plate 1, at least one temporary reinforcing rod 3 is arranged in the length direction perpendicular to the steel bar trusses 12, the temporary reinforcing rods 3 are connected with all the steel bar trusses 12 at the crossing positions by adopting the lock catches 4, the temporary reinforcing rods 3 are used as upper stress rods of the prefabricated bottom plate 1 in the short direction, and the rigidity and the crack resistance of the prefabricated bottom plate 1 in the short direction can be greatly improved, so that the prefabricated bottom plate 1 is guaranteed to be free from cracking in the short direction in the demoulding, transporting and hoisting processes when the dimension b of the prefabricated bottom plate 1 in the short direction is not less than 1500 mm.
The above-mentioned related matters serve as an invention point of the present disclosure, thereby solving the second technical problem and the third technical problem mentioned in the background art. The reasons for the above technical problems are as follows: the cement-based bottom plate steel bar truss floor support plate of the disassembly-free bottom die is poor in rigidity in the direction perpendicular to the steel bar truss and is not provided with stressed steel bars, the single bottom plate is easy to crack in the demolding, transportation and installation processes after the width of the single bottom plate is larger than 1.2m, the rigidity of the common steel bar truss is small, and the steel bar truss spacing is encrypted to 200-300 mm to avoid the cracking of the thin plates of the prefabricated bottom plates. According to the method, the temporary reinforcing rods and the short-direction stressed steel bars are arranged in the direction perpendicular to the steel bar truss, the rigidity of the prefabricated bottom plates perpendicular to the steel bar truss direction is improved, the size of the prefabricated bottom plates in the shorter direction can be increased to more than 1.5m on the premise that the prefabricated bottom plates are not cracked in the short direction in the demoulding, transportation and hoisting processes, the residential building with the opening size in a normal range can adopt three prefabricated bottom plates at most, the formed joints of the laminated floor slab are few and can adopt integral joints, the cracking resistance of the joints is obviously improved, attractive appearance and living experience are not affected, the short-direction stressed steel bars are directly embedded in the prefabricated bottom plates, the short-direction stressed steel bars do not need to be penetrated in a construction site, and the binding amount of site steel bars is small; the upper part of the steel bar truss is provided with a combined compression bar to replace the upper chord steel bar of the common steel bar truss to participate in stress, the rigidity of the single steel bar truss is obviously increased, the distance between the steel bar trusses can be increased to 400-800 mm, and the consumption of the steel bar trusses is reduced by 50-75%.
In some embodiments, the short-direction stress steel bars 13 are arranged below the lower chord steel bars 122 of the steel bar trusses 12, the lower chord steel bars 122 of the steel bar trusses 12 are used as the stress steel bars in the longer direction of the length of the prefabricated base plate 1 to reduce the steel bar consumption, the spacing c of the steel bar trusses 12 is 400-800 mm, the structural requirements of the floor steel bars cannot be met by the lower chord steel bars 122 only, and the long-direction stress steel bars 14 are arranged between the lower chord steel bars 122 of the adjacent steel bar trusses 12 to meet the corresponding requirements. That is, the short stress steel bars 13 in the prefabricated bottom plate 1 are arranged below the long stress steel bars 14, and the related matters are taken as an invention point of the disclosure, compared with the short stress steel bars 13 which are arranged above the long stress steel bars 14, the short stress steel bars 13 do not need to be penetrated between the diagonal web members of the steel bar trusses 12, so that the short stress steel bars 13 and the long stress steel bars 14 are assembled into welded steel bar meshes when the prefabricated bottom plate 1 is manufactured, the steel bar trusses 12 are attached to the welded steel bar meshes to form the steel bar framework of the prefabricated bottom plate 1, the manual binding of the steel bar framework is avoided, the automation degree is high, and the production efficiency is high. In particular, the short-direction stress steel bars 13 adopt CRB600H steel bars, and under the same stress requirement, the diameters of the short-direction stress steel bars 13 can be reduced by adopting the CRB600H steel bars, so that the thickness t of the precast floor slab concrete main body 11 can be further reduced, and the steel consumption can be reduced.
In some embodiments, an anti-cracking steel wire mesh sheet is arranged below the steel bars in the prefabricated bottom plate 1, the peripheral size of the anti-cracking steel wire mesh sheet is reduced by 50-300 mm compared with the external size of the prefabricated bottom plate, and the production requirements of the prefabricated bottom plates with different sizes can be met by preparing the anti-cracking steel wire mesh sheet with a series of standardized widths in advance; the diameter of the steel wires of the anti-cracking steel wire meshes is not smaller than 0.5mm, the spacing between the steel wires of the anti-cracking steel wire meshes is 50-100 mm, the spacing limitation can meet the anti-cracking requirement, and the pouring of the precast floor slab concrete is not influenced. The anti-cracking steel wire net sheet is beneficial to improving the anti-cracking performance of the prefabricated bottom plate with a thinner thickness, and meanwhile, the steel consumption is smaller, and the cost is increased less.
Referring to fig. 1-5, structural schematic diagrams of some embodiments of a composite floor slab according to the present disclosure are shown. As shown in fig. 1 and 2, the prefabricated bottom plate 1 consists of a concrete main body 11 and steel bars, wherein the thickness t of the concrete main body 11 of the prefabricated bottom plate is 20-45 mm, the dimension b of the prefabricated bottom plate 1 in the shorter direction is not less than 1500mm, a series of parallel steel bar trusses 12 are embedded in the longer direction of the prefabricated bottom plate 1, and a series of parallel short-direction stressed steel bars 13 are embedded in the direction perpendicular to the steel bar trusses 12; the upper part of the steel bar truss 12 is provided with a combined compression bar 121, the combined compression bar 121 is formed by combining an outer-covered thin-wall steel plate and internally filled concrete, the compression performance of the upper part of the steel bar truss 12 can be greatly improved by the combined compression bar 121, the longitudinal rigidity and the cracking resistance of the prefabricated bottom plate 1 are improved, and the calculation analysis shows that the prefabricated bottom plate 1 can be prevented from cracking in the processes of demoulding, transportation and hoisting due to the fact that the spacing c between the steel bar trusses 12 is 400-800 mm; the precast bottom plate concrete main body 11 adopts fine stone concrete with the compressive strength not lower than 50MPa, the crack resistance of the precast bottom plate 1 is ensured by means of high-strength materials when the thickness t of the precast bottom plate concrete main body 11 is smaller, and meanwhile, the cost of the fine stone concrete made of UHPC and other materials is lower; the prefabricated bottom plate 1 is perpendicular to the length direction of the steel bar truss 12 and only depends on the stress of the concrete main body 11 of the prefabricated bottom plate, a space stress mechanism similar to the length direction parallel to the steel bar truss 12 cannot be formed, the dimension b of the prefabricated bottom plate 1 in the shorter length direction is directly limited by the disadvantageous factor, the temporary reinforcing rods 3 are introduced into the method for improving the stress performance of the prefabricated bottom plate 1 perpendicular to the length direction of the steel bar truss 12, the temporary reinforcing rods 3 are arranged at least one in the processes of demoulding, transportation and hoisting of the prefabricated bottom plate 1 in the length direction perpendicular to the steel bar truss 12, the temporary reinforcing rods 3 are connected with all the steel bar trusses 12 at the crossing positions by adopting the lock catches 4, the distance between the adjacent temporary reinforcing rods 3 is 1-2 m, and the temporary reinforcing rods 3 serve as the upper stress rods of the prefabricated bottom plate 1 in the short direction, so that the rigidity and the crack resistance of the prefabricated bottom plate 1 in the short direction can be remarkably improved.
As an example, referring to fig. 1 to 3, the short stress steel bars 13 are arranged below the lower chord steel bars 122 of the steel bar trusses 12, the lower chord steel bars 122 of the steel bar trusses 12 are also used as the stress steel bars in the longer direction of the length of the prefabricated base plate 1 to reduce the steel bar consumption, the spacing c of the steel bar trusses 12 is 600mm, the structural requirements of the floor steel bars cannot be met by the lower chord steel bars 122 only, and the long stress steel bars 14 are arranged between the lower chord steel bars 122 of the adjacent steel bar trusses 12; the short stress steel bars 13 in the prefabricated bottom plate 1 are arranged below the long stress steel bars 14, in the implementation, the short stress steel bars 13 and the long stress steel bars 14 are assembled into welded steel bar meshes, and the steel bar trusses 12 are attached to the welded steel bar meshes to form the steel bar framework of the prefabricated bottom plate 1. On the contrary, when the middle-short stress steel bars 13 of the prefabricated bottom plate 1 are arranged above the long-direction stress steel bars 14, the short-direction stress steel bars 13 need to be manually penetrated between the inclined web members of the steel bar trusses 12 one by one, and the automatic equipment cannot be used for processing the steel bar meshes.
Referring to fig. 4, the temporary reinforcing rod 3 is made of a round steel pipe with an outer diameter not smaller than 40mm, at least one temporary reinforcing rod 3 is arranged in the length direction perpendicular to the steel bar trusses 12, the temporary reinforcing rod 3 is connected with all the steel bar trusses 12 at the crossing position by adopting a lock catch 4, a limit clamping groove 41 is formed in the lower portion of the lock catch 4, the inner section of the limit clamping groove 41 is bonded and limited with the lower section of a combined compression rod 121 of the steel bar trusses 12, the upper portion of the lock catch 4 is connected with the temporary reinforcing rod 3 in a locking manner through a buckle 42 and a fastening bolt 43, the temporary reinforcing rod 3 and the steel bar trusses 12 form temporary rigid connection through the lock catch 4, the temporary reinforcing rod 3 further participates in the stress performance of the prefabricated bottom plate 1 perpendicular to the length direction of the steel bar trusses 12, and the buckle 42 between the lock catch 4 and the temporary reinforcing rod 3 can adapt to the change of the space c between the steel bar trusses 12, so that the operation and the repeated sharing of the temporary reinforcing rod 3 are facilitated, and the cost is reduced.
When the size of the composite floor slab is larger, the composite floor slab is limited by transportation width and hanging weight, and the need of not less than two prefabricated bottom plates as bottom dies for pouring of a post-pouring composite layer of the composite floor slab cannot be avoided, as shown in fig. 5, an integral joint 5 is arranged between every two adjacent prefabricated bottom plates 1, the short-direction stress steel bars 13 of the prefabricated bottom plates 1 are bent and stretched out from the top surface of the prefabricated bottom plates 1 near the side edges of the prefabricated bottom plates 1 close to the integral joint 5, the short-direction stress steel bars 13 of the adjacent prefabricated bottom plates 1 are in cross lap joint in the integral joint 5, after concrete of the post-pouring composite layer 2 is poured, the short-direction stress steel bars 13 of the adjacent prefabricated bottom plates 1 are in lap joint connection through the concrete, and the width d of the integral joint 5 is 200-400 mm according to the design specifications of the existing building structure, and the lap joint force transmission requirement can be met. The integral joint 5 is good in stress performance, and the adjacent prefabricated bottom plates 1 are not in direct contact, are connected through post-cast concrete and short-directional stress steel bars 13 penetrating through the joint, so that the cracking risk of the joint in the using process of a building is reduced, meanwhile, as shown in fig. 1, the short-directional stress steel bars 13 are bent and stretched out from the top surface of the prefabricated bottom plates 1 near the side edges of the prefabricated bottom plates 1, side mold holes can be avoided in the manufacturing process of the prefabricated bottom plates 1, the universality of side molds is improved, the cost of the side molds is further reduced, and matching alignment with the side molds is not needed when the steel bars are installed.
Referring to fig. 6, a flow chart 200 of some embodiments of a method of constructing a composite floor slab according to the present disclosure is shown, comprising the steps of:
step 201, manufacturing a prefabricated base plate and installing temporary reinforcing rods.
In some embodiments, the fabrication of the pre-fabricated floor is done at the pre-fabricated component factory and the temporary stiffener installation is done prior to demolding. As an example, in some embodiments, the short-direction stress steel bars in the prefabricated bottom plate are arranged below the long-direction stress steel bars, the short-direction stress steel bars and the long-direction stress steel bars are assembled into welding steel bar meshes during the manufacture of the prefabricated bottom plate, welding steel bar meshes formed by the short-direction stress steel bars and the long-direction stress steel bars are paved in a die, a prefabricated bottom plate concrete main body is poured, a steel bar truss is placed according to a design drawing before the initial setting of the prefabricated bottom plate concrete, a temporary reinforcing rod is installed to complete steel bar truss positioning, and the temporary reinforcing rod is also used as a positioning tool of the steel bar truss during the manufacture of the prefabricated bottom plate, so that the manufacturing cost of the prefabricated bottom plate is reduced.
And 202, conveying the prefabricated bottom plate to a construction site when the compressive strength of the prefabricated bottom plate concrete reaches the design strength.
In some embodiments, the prefabricated bottom plate is manufactured in a prefabricated member factory, the prefabricated bottom plate is required to be transported to a construction site for construction of the composite floor slab, the tensile strength and the compressive strength of the concrete are positively correlated, and in order to avoid cracking of the prefabricated bottom plate concrete in the transportation process, the prefabricated bottom plate concrete is transported after the compressive strength of the prefabricated bottom plate concrete reaches the design strength.
And 203, in response to the construction of the lower floor, supporting an upper layer laminated floor formwork, supporting a formwork vertical rod on the upper surface of the lower floor, installing a formwork top support on the top of the formwork vertical rod, and installing the formwork top support along the direction perpendicular to the prefabricated bottom plate steel bar truss.
The prefabricated bottom plate is used as a bottom die for post-pouring the composite floor slab, so that the formwork-supporting-free construction of the floor slab can be realized, but the prefabricated bottom plate is supported to the designed height through a die carrier, as shown in fig. 7 by way of example, in response to the completion of the construction of the lower floor slab, the die carrier 6 of the upper composite floor slab is supported, the die carrier upright posts 61 are supported on the upper surface of the lower floor slab, the limiting brackets 63 are arranged on the tops of the die carrier upright posts 61 to support the die carrier top support 62, the limiting brackets 63 can prevent the die carrier top support 62 from sliding off, the die carrier top support 62 is installed along the direction perpendicular to the steel bar truss 12 of the prefabricated bottom plate, the cross section of the die carrier top support 62 is rectangular, and the distance between the adjacent die carrier top supports 62 is 1-2 m. After the prefabricated bottom plate is installed, the temporary reinforcing rod is required to be removed, and the rigidity and the crack resistance of the prefabricated bottom plate perpendicular to the length direction of the steel bar truss are obviously lower than those of the prefabricated bottom plate parallel to the length direction of the steel bar truss after the temporary reinforcing rod is removed, so that the arrangement of the formwork top support along the direction perpendicular to the steel bar truss of the prefabricated bottom plate has an important effect on improving the rigidity and the crack resistance of the prefabricated bottom plate perpendicular to the length direction of the steel bar truss, and the formwork top support must be valued in the formwork supporting process. In addition, the distance between the adjacent formwork shores can be controlled to avoid overlarge span of the prefabricated bottom plate parallel to the length direction of the steel bar truss, and calculation analysis shows that the distance between the adjacent formwork shores is controlled to be 1-2 m, so that the prefabricated bottom plate can be prevented from cracking in the process of pouring post-pouring laminated layer concrete, and the consumption of the formwork shores and the formwork upright posts can be controlled within a reasonable range.
Step 204, adjusting the height of the upright rod of the die frame so that the upper surface of the top support of the die frame is positioned at the designed height position of the bottom surface of the upper laminated floor slab.
The construction elevation of the composite floor directly affects the building floor height, in some embodiments, the elevation of the bottom surface of the composite floor is controlled by adopting an adjustable formwork upright post, and the height of the formwork upright post is adjusted, so that the upper surface of the formwork top support is positioned at the designed height position of the bottom surface of the upper composite floor, and the elevation of the bottom surface of the composite floor can be ensured by directly placing the prefabricated bottom plate on the formwork top support.
And 205, hoisting the prefabricated bottom plate of the upper composite floor slab to a design position.
As an example, as shown in fig. 7, the prefabricated base plate 1 of the upper composite floor slab is hoisted, and the prefabricated base plate 1 is placed on the adjusted formwork top support 62, so that the prefabricated base plate 1 can be mounted to the design position.
And 206, erecting an integral joint template, removing the temporary reinforcing rods, and binding the post-pouring laminated layer and the steel bars in the integral joint.
When the residential building is large in bay, the prefabricated bottom plates are limited by the transportation width and the hanging weight, and not less than two prefabricated bottom plates are inevitably needed to be used as bottom dies for pouring the post-pouring lamination layer of the lamination floor, as shown in fig. 8, an integral joint 5 is arranged between the two prefabricated bottom plates 1, after the prefabricated bottom plates 1 are lifted, templates of the integral joint 5 are supported, the bottom dies of the lamination floor are formed together with the prefabricated bottom plates 1, continuous support is formed by supporting the prefabricated bottom plates 1 by means of a die frame, and the temporary reinforcing rods 3 can be removed to provide construction space for the post-pouring lamination layer and the reinforcing steel bars in the integral joint. In particular, the temporary reinforcing rod and the lock catch can be returned to the prefabricated part factory for reuse.
And 207, pouring post-pouring concrete in the post-pouring laminated layer and the integral joint of the upper laminated floor slab.
In some embodiments, after the post-cast composite layer reinforcement and pipeline pre-embedding are completed, the post-cast concrete in the integral joint and the post-cast composite layer of the laminated floor slab are directly cast on the prefabricated bottom plate.
And step 208, after the post-cast concrete reaches the construction allowable strength, dismantling the formwork and the integral joint formwork to finish the construction of the upper layer laminated floor slab.
In some embodiments, after the post-cast concrete reaches the construction allowable strength, the construction allowable strength refers to the concrete form removal strength specified by the current standard or the construction party, so that the floor is prevented from cracking due to early form removal, the formwork and the integral joint formwork are removed, namely, the construction of the upper layer laminated floor is completed, and the formwork can be put into the construction of the next floor.
Step 209, repeating the steps, and completing the construction of the laminated floor slab of each floor in the building layer by layer.
In summary, in the present disclosure, by arranging the temporary reinforcing rods and the formwork system support optimization between the steel bar trusses, the rigidity of the prefabricated bottom plate perpendicular to the steel bar trusses is greatly improved, the dimension of the prefabricated bottom plate perpendicular to the steel bar trusses is greatly improved, the joints of the composite floor slab are obviously reduced, and the applicability to residential buildings is greatly improved; the thickness of the prefabricated bottom plate is reduced by adopting high-strength concrete, meanwhile, the spacing of the steel bar trusses is increased by improving the compression performance of the upper parts of the steel bar trusses, the consumption of the steel bar trusses is reduced by 50-75%, and the consumption of the concrete and the steel bars is reduced; the stressed steel bars perpendicular to the direction of the steel bar truss are directly embedded in the prefabricated bottom plate, and the binding amount of the on-site steel bars is greatly reduced.
The foregoing description is only of the preferred embodiments of the present disclosure and description of the principles of the technology being employed. It will be appreciated by those skilled in the art that the scope of the invention in the embodiments of the present disclosure is not limited to the specific combination of the above technical features, but encompasses other technical features formed by any combination of the above technical features or their equivalents without departing from the spirit of the invention. Such as the above-described features, are mutually substituted with (but not limited to) the features having similar functions disclosed in the embodiments of the present disclosure.
Claims (10)
1. A composite floor slab is composed of at least one prefabricated bottom plate consisting of concrete body and reinforcing steel bars and post-cast composite layer,
The thickness of the concrete main body of the prefabricated bottom plate is 20-45 mm, the dimension of the prefabricated bottom plate in the shorter direction of the length is not less than 1500mm, a series of parallel steel bar trusses are embedded in the longer direction of the prefabricated bottom plate, and a series of parallel short-direction stressed steel bars are embedded in the direction perpendicular to the steel bar trusses;
the distance between the steel bar trusses is 400-800 mm, and the upper part of the steel bar truss is provided with a combined compression bar;
the precast bottom plate concrete main body adopts fine stone concrete, and the compressive strength of the fine stone concrete is not lower than 50MPa;
In the process of demoulding, transporting and hoisting the prefabricated bottom plate, at least one temporary reinforcing rod is arranged in the direction perpendicular to the length direction of the steel bar truss, and the temporary reinforcing rods are connected with all the steel bar trusses at the crossing positions by adopting lock catches.
2. A composite floor slab according to claim 1, wherein the short stress bars are arranged below the lower chord bars of the steel bar trusses, the lower chord bars of the steel bar trusses serve as stress bars in the longer direction of the length of the prefabricated base plate, and long stress bars are arranged between the lower chord bars of adjacent steel bar trusses.
3. A composite floor slab according to claim 2 wherein the short-direction load-bearing rebars are assembled with the long-direction load-bearing rebars as welded rebars meshes, and the short-direction load-bearing rebars are CRB600H rebars.
4. The composite floor slab as claimed in claim 1, wherein the anti-cracking wire mesh is arranged below the steel bars in the prefabricated bottom plate, the peripheral dimension of the anti-cracking wire mesh is reduced by 50-300 mm compared with the external dimension of the prefabricated bottom plate, the wire diameter of the anti-cracking wire mesh is not less than 0.5mm, and the spacing between the wires of the anti-cracking wire mesh is 50-100 mm.
5. The composite floor slab according to claim 1, wherein the temporary reinforcing rods are made of round steel pipes with outer diameters not smaller than 40mm, and the combined compression rods are formed by combining an outer-covered thin-wall steel plate and internally filled concrete.
6. The composite floor slab as claimed in claim 1, wherein the lower part of the lock catch is provided with a limit clamping groove, the inner section of the limit clamping groove is in fit limit with the section of the lower part of the combined compression bar of the steel bar truss, the upper part of the lock catch is in locking connection with the temporary reinforcing bar through a buckle and a fastening bolt, and the distance between the adjacent temporary reinforcing bars is 1-2 m.
7. A composite floor slab as claimed in claim 1, wherein, when the composite floor slab comprises not less than two prefabricated bottom plates, an integral joint is arranged between adjacent prefabricated bottom plates, the width of the integral joint is 200-400 mm, the short-directional stress steel bars of the prefabricated bottom plates are bent and extended from the top surface of the prefabricated bottom plates near the side edges of the prefabricated bottom plates close to the integral joint, and the short-directional stress steel bars of the adjacent prefabricated bottom plates are connected in lap joint in the integral joint.
8. A method of constructing a composite floor slab for use in the whole process construction of a composite floor slab as claimed in any one of claims 1 to 7, comprising:
Manufacturing a prefabricated bottom plate and installing a temporary reinforcing rod;
when the compressive strength of the precast bottom plate concrete reaches the design strength, transporting the precast bottom plate to a construction site;
in response to the construction of the lower floor slab, supporting an upper layer laminated floor slab formwork, supporting a formwork vertical rod on the upper surface of the lower floor slab, installing a formwork top support on the top of the formwork vertical rod, and installing the formwork top support along the direction perpendicular to the prefabricated floor slab steel bar truss;
Adjusting the height of the upright rod of the die frame so that the upper surface of the top support of the die frame is positioned at the designed height position of the bottom surface of the upper laminated floor slab;
hoisting a prefabricated bottom plate of the upper composite floor slab to a design position;
Erecting an integral joint template, removing the temporary reinforcing rods, and binding post-pouring overlapping layers and reinforcing steel bars in the integral joint;
pouring post-pouring concrete in the post-pouring laminated layer and the integral joint of the upper laminated floor slab;
after the post-cast concrete reaches the construction allowable strength, dismantling the die carrier and the integral joint template to finish the construction of the upper layer laminated floor slab;
And repeating the steps to finish the construction of the laminated floor slab of each floor in the building layer by layer.
9. A method of constructing a composite floor slab according to claim 8, wherein said making a prefabricated floor slab and installing temporary reinforcing bars comprises:
And paving a welding reinforcing mesh formed by the short-direction stressed reinforcing steel bars and the long-direction stressed reinforcing steel bars in the die, pouring a precast bottom plate concrete main body, placing a reinforcing steel bar truss according to a design drawing before the precast bottom plate concrete is initially set, and installing a temporary reinforcing rod to finish the positioning of the reinforcing steel bar truss.
10. A method of constructing a composite floor slab according to claim 8, wherein said installing a formwork top support on top of a formwork upright comprises:
And a limiting bracket is arranged at the top of the die frame upright rod to support the die frame propping, the cross section of the die frame propping is rectangular, and the distance between adjacent die frame propping is 1-2 m.
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| CN119177738A (en) * | 2024-11-26 | 2024-12-24 | 江苏智聚智慧建筑科技有限公司 | Composite floor slab |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN119177738A (en) * | 2024-11-26 | 2024-12-24 | 江苏智聚智慧建筑科技有限公司 | Composite floor slab |
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