CN107989247B - Assembled superposed hollow floor system and construction method thereof - Google Patents
Assembled superposed hollow floor system and construction method thereof Download PDFInfo
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- CN107989247B CN107989247B CN201711378139.XA CN201711378139A CN107989247B CN 107989247 B CN107989247 B CN 107989247B CN 201711378139 A CN201711378139 A CN 201711378139A CN 107989247 B CN107989247 B CN 107989247B
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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
Abstract
The invention discloses an assembled superposed hollow floor system and a construction method thereof, wherein horizontal steel members welded with hidden beam reinforcing bars are adopted, prefabricated laths are welded between two adjacent and parallel horizontal steel members, a plurality of prefabricated laths are spliced into a prefabricated bottom plate of the superposed hollow floor system, a core mould is laid, the core mould, the prefabricated laths and the horizontal steel members are used as bottom mould to pour concrete, so as to form a cast-in-place concrete top plate and a hidden beam, the prefabricated laths and the horizontal steel members play roles of supporting dead weight and construction load in the construction process, the core mould does not need to be subjected to anti-floating treatment, in use, the prefabricated laths directly transmit force to vertical members through the cast-in-place concrete top plate and the hidden beam, and each horizontal steel member is built in the corresponding hidden beam to cooperate with the corresponding hidden beam. The invention has the advantages of high assembly rate, good anti-seismic performance, no need of formwork support in construction sites, no need of erecting full framing scaffold, high construction speed, flexible and convenient construction, and is suitable for the assembly construction of large-span floors.
Description
Technical Field
The invention relates to an assembled superposed hollow floor system and a construction method thereof.
Background
The hollow floor is a cast-in-situ reinforced concrete floor structure, also called cast-in-situ hollow floor without beam, which is formed by casting in situ after installing core mould products. The hollow floor comprises reinforced steel bars, concrete and a core mould, wherein the core mould is embedded in the reinforced steel bar concrete, and the core mould is generally made of light materials. Hollow floors are widely used because of their advantages of reducing self weight of buildings, increasing building headroom, saving building materials, reducing comprehensive cost, etc.
The existing assembled building covers mostly adopt steel bar truss building support plates, profiled steel sheet composite floor slabs or laminated slabs, and the building covers are generally thinner in thickness and limited in span.
The hollow floor system technology has the advantages of reducing the dead weight of the building, increasing the building clearance, saving building materials and realizing large span, but has the application defects of needing to set up a full framing scaffold on site, being not compact in bottom plate pouring, being difficult in core mold anti-floating treatment and the like.
Disclosure of Invention
The technical problems to be solved by the invention are as follows: an assembled laminated hollow building cover and its construction method are provided.
The technical scheme adopted by the invention is as follows:
the utility model provides an assembled coincide hollow superstructure, includes many horizontal steel components, prefabricated bottom plate, mandrel and cast in situ concrete roof, every horizontal steel component all connects between two vertical components, each horizontal steel component is located same horizontal plane, prefabricated bottom plate and each horizontal steel component is connected, the mandrel is buried between prefabricated bottom plate and the cast in situ concrete roof, its characterized in that:
the prefabricated bottom plate comprises a plurality of prefabricated laths, each prefabricated lath is paved with areas formed by enclosing each horizontal steel member, and the installation mode is as follows: the precast lath is provided with a precast reinforced concrete lower plate and a ribbed beam steel skeleton, wherein two ends of a longitudinal steel bar of the precast reinforced concrete lower plate are welded with an embedded steel plate, the embedded steel plate is embedded in precast concrete of the precast reinforced concrete lower plate and extends out of a longitudinal end face part of the precast reinforced concrete lower plate, one end of a transverse steel bar of the precast reinforced concrete lower plate extends out of the transverse end face of the precast reinforced concrete lower plate to serve as a reserved steel bar head, the other end of the transverse steel bar is provided with a grouting sleeve, the grouting sleeve is embedded in the precast concrete and is exposed out of the transverse end face of the precast reinforced concrete lower plate, the lower part of the ribbed beam steel skeleton is embedded in the precast concrete, and the ribbed beam steel skeleton extends along the longitudinal direction of the precast reinforced concrete lower plate; two ends of a precast reinforced concrete lower plate of each precast slat are placed on lower flanges of two adjacent and parallel horizontal steel members, and an embedded steel plate of the precast reinforced concrete lower plate is fixedly connected with the lower flanges in a welding or bolt connection mode; for two adjacent precast laths, the reserved steel bar head of one precast lath is inserted into the grouting sleeve of the other precast lath and is fixedly connected by grouting materials in the grouting sleeve, so that the precast reinforced concrete lower plates of the two adjacent precast laths are spliced in a seamless manner; and, for two said prefabricated laths connected to both sides of the same position of the said horizontal steel member, their rib steel skeleton top lap joint connects;
each horizontal steel member is welded with a dark Liang Peijin; core mould materials are paved on the top surface of the precast reinforced concrete lower plate of each precast slat at the position between two adjacent rib beam steel frameworks and the position between the adjacent rib beam steel frameworks and the horizontal steel member so as to form the core mould; an upper plate reinforcing steel net is bound on the top surface of the core mold, and the upper plate reinforcing steel net is bound with the top of a rib beam steel skeleton of each prefabricated slat and the top of a dark Liang Peijin on each horizontal steel member; and, cast in situ concrete has been integrally cast to the top of mandrel and each horizontal steel member for: the cast-in-place concrete is combined with the upper plate steel mesh and the tops of the rib beam steel frameworks of the prefabricated battens to form a cast-in-place concrete top plate, the cast-in-place concrete is combined with the rib beam steel frameworks to form rib beams, the cast-in-place concrete is combined with the dark Liang Peijin to form dark beams, and each horizontal steel member is built in the corresponding dark beam.
As a preferred embodiment of the present invention: the rib beam steel skeleton is a steel bar truss, the lower chord rib of the steel bar truss and the longitudinal steel bars of the precast reinforced concrete lower plate are positioned on the same plane and are arranged in parallel, and the upper chord rib of the steel bar truss is the top of the rib beam steel skeleton; the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the upper chord bars of the steel bar truss are positioned on the same plane and are arranged in parallel.
As a preferred embodiment of the present invention: the rib beam steel skeleton is a stirrup rib beam, the stirrup rib beam consists of two Liang Mianjin, two beam bottom reinforcements and a plurality of beam stirrups, the two Liang Mianjin and the two beam bottom reinforcements are all arranged along the longitudinal extension of the precast reinforced concrete lower plate, the two beam bottom reinforcements and the longitudinal reinforcements of the precast reinforced concrete lower plate are positioned on the same plane, the two beam stirrups are the top of the rib beam steel skeleton, each beam stirrup is hooped on the two Liang Mianjin and the two beam bottom reinforcements, and each beam stirrup is uniformly arranged at intervals along the longitudinal direction of the precast reinforced concrete lower plate; the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the two Liang Mianjin are positioned on the same plane.
As a preferred embodiment of the present invention: the horizontal steel member is any one of a solid-web box girder, a lattice box girder, a solid-web H-shaped girder, a lattice H-shaped girder and a steel truss.
As a preferred embodiment of the present invention: the blind Liang Peijin comprises a plurality of opening hoops, each opening hoop is located above the horizontal steel member, two ends of each opening hoop are respectively welded on webs on two sides of the horizontal steel member in a pasting mode, the opening hoops are evenly arranged at intervals along the extending direction of the horizontal steel member, and the top surface of the horizontal steel member is welded with studs.
A construction method of an assembled superposed hollow floor system is characterized by comprising the following steps: the construction method comprises the following steps:
step one, manufacturing prefabricated laths in a factory, and welding a dark Liang Peijin on a horizontal steel member;
the precast slab is provided with a precast reinforced concrete lower plate and a ribbed beam steel skeleton, wherein two ends of a longitudinal steel bar of the precast reinforced concrete lower plate are welded with an embedded steel plate, the embedded steel plate is embedded in precast concrete of the precast reinforced concrete lower plate and extends out of a longitudinal end face part of the precast reinforced concrete lower plate, one end of a transverse steel bar of the precast reinforced concrete lower plate extends out of the transverse end face of the precast reinforced concrete lower plate to serve as a reserved steel bar head, the other end of the transverse steel bar is provided with a grouting sleeve, the grouting sleeve is embedded in the precast concrete and is exposed out of the transverse end face of the precast reinforced concrete lower plate, the lower part of the ribbed beam steel skeleton is embedded in the precast concrete, and the ribbed beam steel skeleton extends along the longitudinal direction of the precast reinforced concrete lower plate;
hoisting a plurality of horizontal steel members on a construction site, wherein each horizontal steel member is connected between two vertical members, and the horizontal steel members are positioned on the same horizontal plane;
hoisting a plurality of prefabricated laths on a construction site, so that each prefabricated lath is paved with an area formed by enclosing each horizontal steel member to form a prefabricated bottom plate connected with each horizontal steel member, and the installation mode of each prefabricated lath is as follows: two ends of a precast reinforced concrete lower plate of each precast slat are placed on lower flanges of two adjacent and parallel horizontal steel members, and an embedded steel plate of the precast reinforced concrete lower plate is fixedly connected with the lower flanges in a welding or bolt connection mode; for two adjacent precast laths, the reserved steel bar head of one precast lath is inserted into the grouting sleeve of the other precast lath and is fixedly connected by grouting materials in the grouting sleeve, so that the precast reinforced concrete lower plates of the two adjacent precast laths are spliced in a seamless manner; and, for two said prefabricated laths connected to both sides of the same position of the said horizontal steel member, their rib steel skeleton top lap joint connects;
step four, paving core mould materials on the top surface of the precast reinforced concrete lower plate of each precast slat, wherein the core mould materials are respectively paved at the position between two adjacent rib beam steel frameworks and the position between the adjacent rib beam steel frameworks and the horizontal steel member so as to form a core mould;
binding an upper plate reinforcing mesh on the top surface of the core mold, and binding the upper plate reinforcing mesh with the top of a rib beam steel skeleton of each prefabricated slat and the top of a dark Liang Peijin on each horizontal steel member;
step six, integrally pouring cast-in-place concrete above the mandrel and each horizontal steel member, so that: the cast-in-place concrete is combined with the upper plate reinforcing mesh and the tops of the rib beam steel frameworks of the prefabricated laths to form a cast-in-place concrete top plate, the core mold is embedded between the prefabricated bottom plate and the cast-in-place concrete top plate, the cast-in-place concrete is combined with the rib beam steel frameworks to form rib beams, the cast-in-place concrete is combined with the hidden Liang Peijin to form hidden beams, and each horizontal steel member is built in the corresponding hidden beam.
As a preferred embodiment of the present invention: the rib beam steel skeleton is a steel bar truss, the lower chord rib of the steel bar truss and the longitudinal steel bars of the precast reinforced concrete lower plate are positioned on the same plane and are arranged in parallel, and the upper chord rib of the steel bar truss is the top of the rib beam steel skeleton; the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the upper chord bars of the steel bar truss are positioned on the same plane and are arranged in parallel.
As a preferred embodiment of the present invention: the rib beam steel skeleton is a stirrup rib beam, the stirrup rib beam consists of two Liang Mianjin, two beam bottom reinforcements and a plurality of beam stirrups, the two Liang Mianjin and the two beam bottom reinforcements are all arranged along the longitudinal extension of the precast reinforced concrete lower plate, the two beam bottom reinforcements and the longitudinal reinforcements of the precast reinforced concrete lower plate are positioned on the same plane, the two beam stirrups are the top of the rib beam steel skeleton, each beam stirrup is hooped on the two Liang Mianjin and the two beam bottom reinforcements, and each beam stirrup is uniformly arranged at intervals along the longitudinal direction of the precast reinforced concrete lower plate; the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the two Liang Mianjin are positioned on the same plane.
As a preferred embodiment of the present invention: the horizontal steel member is any one of a solid-web box girder, a lattice box girder, a solid-web H-shaped girder, a lattice H-shaped girder and a steel truss.
As a preferred embodiment of the present invention: the blind Liang Peijin comprises a plurality of opening hoops, each opening hoop is located above the horizontal steel member, two ends of each opening hoop are respectively welded on webs on two sides of the horizontal steel member in a pasting mode, the opening hoops are evenly arranged at intervals along the extending direction of the horizontal steel member, and the top surface of the horizontal steel member is welded with studs.
Compared with the prior art, the invention has the following beneficial effects:
first, referring to fig. 1 to 5, the main concept of the present invention is: the method comprises the steps of adopting horizontal steel members 1 welded with hidden beam reinforcement, welding a prefabricated slat 5 between two adjacent and parallel horizontal steel members 1, splicing a plurality of prefabricated slats 5 into a prefabricated bottom plate of a superposed hollow building cover, paving a core mold 4, pouring concrete by taking the core mold 4, the prefabricated slat 5 and the horizontal steel members 1 as bottom molds to form a cast-in-place concrete top plate 2 and a hidden beam 6, wherein in the construction process of the superposed hollow building cover, the prefabricated slat 5 and the horizontal steel members 1 can play a role in supporting dead weight and construction load, the core mold 4 is paved on a prefabricated reinforced concrete lower plate 51 of the prefabricated slat 5 without anti-floating treatment, in the use of the superposed hollow building cover, the prefabricated slat 5 directly transmits force to a vertical member 3 through the cast-in-place top plate 2 and the hidden beam 6, and each horizontal steel member 1 is built in the corresponding hidden beam 6 to act in cooperation with the hidden beam 6, so that the hidden Liang Peijin can be reduced under the same strength, and the earthquake resistance of the superposed hollow building cover can be enhanced; moreover, the width of the prefabricated lath 5, namely the transverse width of the prefabricated reinforced concrete lower plate 51, can be determined according to construction and transportation requirements, and the thickness of the superposed hollow floor (mainly the height of the rib beam steel skeleton 52 of the prefabricated lath 5) can be determined according to the span requirements so as to flexibly adapt to different application scenes; therefore, the assembled superposed hollow floor system has the advantages of high assembly rate, good earthquake resistance, no need of formwork support on a construction site, no need of erecting a full-framing scaffold, high construction speed and flexible and convenient construction, and is suitable for the assembled construction of the large-span floor system.
Secondly, referring to fig. 1 to 5, the construction method adopted by the fabricated laminated hollow floor system of the present invention uses a mandrel 4, a prefabricated lath 5 and a horizontal steel member 1 as bottom molds to pour concrete to form a cast-in-place concrete top plate 2 and a hidden beam 6 in the construction stage, the prefabricated lath 5 and the horizontal steel member 1 can play roles in supporting dead weight and construction load, and the mandrel 4 is laid on a prefabricated reinforced concrete lower plate 51 of the prefabricated lath 5 without floating resistance treatment; moreover, the width of the prefabricated lath 5, that is, the transverse width of the lower plate 51 of the prefabricated reinforced concrete, can be determined according to the construction and transportation requirements, and the thickness of the superposed hollow floor (mainly the height of the rib beam steel skeleton 52 of the prefabricated lath 5) can be determined according to the span requirements; therefore, the construction method has the advantages of simple and convenient construction, high assembly rate, no need of formwork supporting, no need of anti-floating treatment, no need of setting up a full-framing scaffold, high construction speed and flexible and convenient construction, and is suitable for the assembly construction of the large-span floor system.
Drawings
The invention is described in further detail below with reference to the attached drawings and to specific examples:
FIG. 1 is a plan view of an assembled overlapping hollow floor system of the present invention;
FIG. 2 is a cross-sectional view at A-A of FIG. 1 in accordance with a first embodiment of the present invention;
FIG. 3 is a cross-sectional view of a prefabricated lath at B-B of FIG. 2 in accordance with a first embodiment of the present invention;
FIG. 4 is a cross-sectional view taken at A-A of FIG. 1 in a second embodiment of the present invention;
fig. 5 is a cross-sectional view of a prefabricated lath at C-C of fig. 4 in a second embodiment of the present invention.
Detailed Description
As shown in fig. 1 to 5, the invention discloses an assembled superposed hollow floor system, which comprises a plurality of horizontal steel members 1, a prefabricated bottom plate, a core mold 4 and a cast-in-place concrete top plate 2, wherein each horizontal steel member 1 is connected between two vertical members 3, each horizontal steel member 1 is positioned on the same horizontal plane, the prefabricated bottom plate is connected with each horizontal steel member 1, the core mold 4 is embedded between the prefabricated bottom plate and the cast-in-place concrete top plate 2, and the vertical members 3 can be beams or walls.
The invention is characterized in that:
the prefabricated bottom plate contains many prefabricated laths 5, and each prefabricated lath 5 is paved with the region that is enclosed by each horizontal steel member 1 and closes and form, and its mounting means is: the precast lath 5 is provided with a precast reinforced concrete lower plate 51 and a ribbed beam steel skeleton 52, two ends of a longitudinal steel bar 511 of the precast reinforced concrete lower plate 51 are welded with an embedded steel plate 512, the embedded steel plate 512 is embedded in the precast concrete 513 of the precast reinforced concrete lower plate 51 and extends out of a longitudinal end face part of the precast reinforced concrete lower plate 51, one end of a transverse steel bar 514 of the precast reinforced concrete lower plate 51 extends out of the transverse end face of the precast reinforced concrete lower plate 51 as a reserved steel bar head 5141, the other end of the transverse steel bar 514 is provided with a grouting sleeve 515, the grouting sleeve 515 is embedded in the precast concrete 513 and is exposed out of the transverse end face of the precast reinforced concrete lower plate 51, the lower part of the ribbed beam steel skeleton 52 is embedded in the precast concrete 513, and the ribbed beam steel skeleton 52 extends along the longitudinal direction of the precast reinforced concrete lower plate 51; the two ends of the precast reinforced concrete lower plate 51 of each precast slat 5 are placed on the lower flanges 11 of two adjacent and parallel horizontal steel members 1, the embedded steel plates 512 of the precast reinforced concrete lower plate 51 are fixedly connected with the lower flanges 11 in a welding or bolt connection mode, the equal-strength connection among the longitudinal steel bars 511, the embedded steel plates 512 and the lower flanges 11 is ensured, and the high-strength bolts 7 are adopted in the bolt connection mode; for two adjacent precast laths 5, the reserved steel heads 5141 of one precast lath 5 are inserted into the grouting sleeve 515 of the other precast lath, and are fixedly connected by grouting materials in the grouting sleeve 515, so that the precast reinforced concrete lower plates 51 of the two adjacent precast laths 5 are spliced in a seamless manner; and, for two prefabricated laths 5 connected on both sides of the same part of the same horizontal steel member 1, the tops of the rib beam steel frameworks 52 thereof are in lap joint, and the lap joint can be welded, mechanically connected or bound.
Each horizontal steel member 1 is welded with a dark Liang Peijin; core mold materials are paved on the top surface of the precast reinforced concrete lower plate 51 of each precast slat 5 at the position between two adjacent rib beam steel frameworks 52 and the position between the adjacent rib beam steel frameworks 52 and the horizontal steel member 1 to form a core mold 4; an upper plate reinforcing steel mesh is bound on the top surface of the core mold 4, and the upper plate reinforcing steel mesh is bound with the top of a rib beam steel skeleton 52 of each prefabricated slat 5 and the top of a dark Liang Peijin on each horizontal steel member 1; and, cast-in-place concrete is integrally poured above the mandrel 4 and each horizontal steel member 1, so that: the cast-in-place concrete is combined with the upper plate steel bar net and the tops of the rib beam steel frameworks 52 of the prefabricated laths 5 to form a cast-in-place concrete top plate 2, the cast-in-place concrete is combined with the rib beam steel frameworks 52 to form rib beams, the cast-in-place concrete is combined with the hidden Liang Peijin to form hidden beams 6, and each horizontal steel member 1 is built in the corresponding hidden beam 6.
Based on the above inventive concept, the present invention adopts the following preferred structure:
in the present invention, the rib steel skeleton 52 is preferably constructed in the following two embodiments.
Embodiment one: the rib beam steel skeleton 52 is a steel bar truss, the lower chord rib of the steel bar truss and the longitudinal steel bars 511 of the precast reinforced concrete lower plate 51 are positioned on the same plane and are arranged in parallel, and the upper chord rib 521A of the steel bar truss is the top of the rib beam steel skeleton 52; the upper plate steel bar net is formed by binding upper plate longitudinal steel bars and upper plate transverse steel bars, and the upper plate longitudinal steel bars and the upper chord steel bars 521A of the steel bar truss are positioned on the same plane and are arranged in parallel.
Embodiment two: the rib beam steel skeleton 52 is a stirrup rib beam, the stirrup rib beam is composed of two Liang Mianjin 521B, two beam bottom ribs 522B and a plurality of beam stirrups 523B, the two Liang Mianjin 521B and the two beam bottom ribs 522B are all arranged along the longitudinal extension of the precast reinforced concrete lower plate 51, the two beam bottom ribs 522B are positioned on the same plane with the longitudinal steel bars 511 of the precast reinforced concrete lower plate 51, the two Liang Mianjin 521B are the top of the rib beam steel skeleton 52, each beam stirrup 523B is hooped on the two Liang Mianjin 521B and the two beam bottom ribs 522B, and each beam stirrup 523B is uniformly arranged at intervals along the longitudinal direction of the precast reinforced concrete lower plate 51; the upper plate reinforcing mesh is formed by binding upper plate longitudinal steel bars and upper plate transverse steel bars, and the upper plate longitudinal steel bars and the two Liang Mianjin 521B are positioned on the same plane.
In addition, in order to enhance the bending rigidity and the bearing capacity of the precast lath 5, the precast lath 5 may be formed by casting concrete to the middle of the rib steel skeleton 52 during the prefabrication, so that the precast concrete integrally cast with the precast concrete 513 of the precast reinforced concrete lower plate 51 is formed in the inner cavity of the rib steel skeleton 52.
As a preferred embodiment of the present invention: the horizontal steel member 1 can be any one of a solid-web box girder, a lattice box girder, a solid-web H-shaped girder, a lattice H-shaped girder and a steel truss, wherein the adoption of the box girder can help to lighten the dead weight of the horizontal steel member 1; for box girders and H girders, their lower flanges are the lower flanges 11 of the horizontal steel members 1, and for steel trusses, their lower chords are the lower flanges 11 of the horizontal steel members 1.
As a preferred embodiment of the present invention: the blind Liang Peijin includes a plurality of split hoops 61, each split hoop 61 is located above the horizontal steel member 1, and both ends of each split hoop 61 are respectively welded to webs 12 on both sides of the horizontal steel member 1, the split hoops 61 are uniformly spaced apart in the extending direction of the horizontal steel member 1, and studs 62 are welded to the top surface of the horizontal steel member 1 to enhance the synergistic effect of the horizontal steel member 1 and cast-in-place concrete of the blind girder 6.
In order to facilitate standard mass production, the above-mentioned core mold material is a core mold block of a specific shape, for example: for the case where the rib beam steel skeleton 52 is a stirrup rib beam, the core mold module adopts a rectangular parallelepiped shape, and for the case where the rib beam steel skeleton 52 is a steel bar truss, two kinds of core mold modules, one rectangular parallelepiped and the other pentahedron, may be adopted to adapt to the inclined side surfaces of the steel bar truss. The core mold module can be a hollow box body or a light material. In addition, when the core mold material is laid, the core mold material should be closely adhered to the top surface of the precast reinforced concrete lower plate 51 to ensure no leakage of slurry when pouring cast-in-place concrete.
The invention also discloses a construction method of the assembled laminated hollow floor system, which comprises the following steps:
step one, manufacturing prefabricated laths 5 in a factory, and welding a dark Liang Peijin on a horizontal steel member 1;
wherein the precast lath 5 is provided with a precast reinforced concrete lower plate 51 and a ribbed beam steel skeleton 52, two ends of a longitudinal steel bar 511 of the precast reinforced concrete lower plate 51 are welded with an embedded steel plate 512, the embedded steel plate 512 is embedded in precast concrete 513 of the precast reinforced concrete lower plate 51 and extends out of a longitudinal end face part of the precast reinforced concrete lower plate 51, one end of a transverse steel bar 514 of the precast reinforced concrete lower plate 51 extends out of the transverse end face of the precast reinforced concrete lower plate 51 as a reserved steel bar head 5141, the other end of the transverse steel bar 514 is provided with a grouting sleeve 515, the grouting sleeve 515 is embedded in the precast concrete 513 and exposed out of the transverse end face of the precast reinforced concrete lower plate 51, the lower part of the ribbed beam steel skeleton 52 is embedded in the precast concrete 513, and the ribbed beam steel skeleton 52 extends along the longitudinal direction of the precast reinforced concrete lower plate 51;
in addition, according to the transportation and hoisting capability, the precast concrete 513 of two or more precast laths 5 can be cast and formed at one time in a factory, so as to reduce the splicing amount of the precast laths 5 at a construction site.
Hoisting a plurality of horizontal steel members 1 on a construction site, so that each horizontal steel member 1 is connected between two vertical members 3, and each horizontal steel member 1 is positioned on the same horizontal plane, wherein the vertical members 3 can be beams or walls, and the horizontal steel members 1 are arranged according to the frame design of a building;
step three, hoisting a plurality of prefabricated laths 5 on a construction site, so that each prefabricated lath 5 is paved with an area formed by enclosing each horizontal steel member 1 to form a prefabricated bottom plate connected with each horizontal steel member 1, and the installation mode of each prefabricated lath 5 is as follows: the two ends of the precast reinforced concrete lower plate 51 of each precast slat 5 are placed on the lower flanges 11 of two adjacent and parallel horizontal steel members 1, the embedded steel plates 512 of the precast reinforced concrete lower plate 51 are fixedly connected with the lower flanges 11 in a welding or bolt connection mode, the equal-strength connection among the longitudinal steel bars 511, the embedded steel plates 512 and the lower flanges 11 is ensured, and the high-strength bolts 7 are adopted in the bolt connection mode; for two adjacent precast laths 5, the reserved steel heads 5141 of one precast lath 5 are inserted into the grouting sleeve 515 of the other precast lath, and are fixedly connected by grouting materials in the grouting sleeve 515, so that the precast reinforced concrete lower plates 51 of the two adjacent precast laths 5 are spliced in a seamless manner; and, for two prefabricated laths 5 connected to both sides of the same part of the same horizontal steel member 1, the tops of the rib beam steel frameworks 52 of the two prefabricated laths are in lap joint connection, and the lap joint connection can be welding, mechanical connection or binding;
step four, paving core mould materials on the top surface of the precast reinforced concrete lower plate 51 of each precast slat 5 at the position between two adjacent rib beam steel frameworks 52 and the position between the adjacent rib beam steel frameworks 52 and the horizontal steel member 1 to form a core mould 4;
binding an upper plate reinforcing mesh on the top surface of the core mold 4, and binding the upper plate reinforcing mesh with the top of a ribbed beam steel skeleton 52 of each prefabricated slat 5 and the top of a hidden Liang Peijin on each horizontal steel member 1;
step six, pouring cast-in-place concrete integrally above the mandrel 4 and each horizontal steel member 1, so that: the cast-in-place concrete is combined with the upper plate steel bar net and the tops of the rib beam steel frameworks 52 of the prefabricated laths 5 to form a cast-in-place concrete top plate 2, the core mold 4 is embedded between the prefabricated bottom plate and the cast-in-place concrete top plate 2, the cast-in-place concrete is combined with the rib beam steel frameworks 52 to form rib beams, the cast-in-place concrete is combined with the dark Liang Peijin to form dark beams 6, and each horizontal steel member 1 is built in the corresponding dark beam 6.
The present invention is not limited to the above-described embodiments, and according to the above-described matters, the present invention may be modified, replaced or altered in various equivalent ways without departing from the basic technical spirit of the present invention, all falling within the scope of the present invention, according to the general technical knowledge and conventional means in the art.
Claims (10)
1. The utility model provides an assembled coincide hollow superstructure, includes many horizontal steel component (1), prefabricated bottom plate, mandrel (4) and cast in situ concrete roof (2), every horizontal steel component (1) all connects between two vertical component (3), each horizontal steel component (1) are located same horizontal plane, prefabricated bottom plate with each horizontal steel component (1) are connected, mandrel (4) are buried between prefabricated bottom plate and the cast in situ concrete roof (2), its characterized in that:
the prefabricated bottom plate contain many prefabricated laths (5), each prefabricated lath (5) are paved with by each horizontal steel member (1) encloses the region that forms, its mounting means does: the precast lath (5) is provided with a precast reinforced concrete lower plate (51) and a rib steel skeleton (52), two ends of a longitudinal steel bar (511) of the precast reinforced concrete lower plate (51) are welded with an embedded steel plate (512), the embedded steel plate (512) is embedded in precast concrete (513) of the precast reinforced concrete lower plate (51) and extends out of the longitudinal end face part of the precast reinforced concrete lower plate (51), one end of a transverse steel bar (514) of the precast reinforced concrete lower plate (51) extends out of the transverse end face of the precast reinforced concrete lower plate (51) as a reserved steel bar head (5141), a grouting sleeve (515) is arranged at the other end of the transverse steel bar (514), the grouting sleeve (515) is embedded in precast concrete (513) and is exposed out of the transverse end face of the precast reinforced concrete lower plate (51), and the lower part of the rib steel skeleton (52) is embedded in the precast concrete (513) and extends along the longitudinal direction of the precast reinforced concrete lower plate (51); two ends of a precast reinforced concrete lower plate (51) of each precast slat (5) are placed on lower flanges (11) of two adjacent and parallel horizontal steel members (1), and pre-buried steel plates (512) of the precast reinforced concrete lower plate (51) are fixedly connected with the lower flanges (11) in a welding or bolt connection mode; for two adjacent precast laths (5), the reserved steel bar head (5141) of one precast lath is inserted into the grouting sleeve (515) of the other precast lath and is fixedly connected by grouting materials in the grouting sleeve (515), so that the precast reinforced concrete lower plates (51) of the two adjacent precast laths (5) are spliced in a seamless manner; and, for two said prefabricated laths (5) connected to both sides of the same portion of the same said horizontal steel member (1), their rib steel skeleton (52) top lap joint;
each horizontal steel member (1) is welded with a dark Liang Peijin; core mould materials are paved on the top surface of a precast reinforced concrete lower plate (51) of each precast slat (5) at a position between two adjacent rib beam steel frameworks (52) and at a position between the adjacent rib beam steel frameworks (52) and the horizontal steel member (1) so as to form the core mould (4); an upper plate reinforcing steel mesh is bound on the top surface of the core mold (4), and the upper plate reinforcing steel mesh is bound with the top of a rib beam steel skeleton (52) of each prefabricated slat (5) and the top of a dark Liang Peijin on each horizontal steel member (1); and, cast-in-place concrete has been integrally cast to mandrel (4) and the top of each horizontal steel member (1) for: cast-in-place concrete with upper plate steel bar net and each rib beam steel skeleton (52) top of prefabricated slat (5) combine to form cast-in-place concrete roof (2), cast-in-place concrete with rib beam steel skeleton (52) combine to form the rib beam, cast-in-place concrete with dark Liang Peijin combines to form dark roof beam (6), and each horizontal steel member (1) is built-in corresponding dark roof beam (6).
2. The fabricated, stacked, hollow floor system of claim 1, wherein: the rib beam steel skeleton (52) is a steel bar truss, the lower chord rib of the steel bar truss and the longitudinal steel bars (511) of the precast reinforced concrete lower plate (51) are positioned on the same plane and are arranged in parallel, and the upper chord rib (521A) of the steel bar truss is the top of the rib beam steel skeleton (52); the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and upper chord bars (521A) of the steel bar truss are positioned on the same plane and are arranged in parallel.
3. The fabricated, stacked, hollow floor system of claim 1, wherein: the rib beam steel skeleton (52) is a stirrup rib beam, the stirrup rib beam consists of two Liang Mianjin (521B), two beam bottom ribs (522B) and a plurality of beam stirrups (523B), the two Liang Mianjin (521B) and the two beam bottom ribs (522B) are all arranged along the longitudinal extension of the precast reinforced concrete lower plate (51), the two beam bottom ribs (522B) and the longitudinal steel bars (511) of the precast reinforced concrete lower plate (51) are positioned on the same plane, the two Liang Mianjin (521B) are the tops of the rib beam steel skeleton (52), each beam stirrup (523B) is hooped on the two Liang Mianjin (521B) and the two beam bottom ribs (522B), and each beam stirrup (523B) is uniformly arranged at intervals along the longitudinal direction of the precast reinforced concrete lower plate (51); the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the two Liang Mianjin (521B) are positioned on the same plane.
4. A fabricated, stacked, hollow floor system as claimed in any one of claims 1 to 3, wherein: the horizontal steel member (1) is any one of a solid-web box girder, a lattice box girder, a solid-web H-girder, a lattice H-girder and a steel truss.
5. A fabricated, stacked, hollow floor system as claimed in any one of claims 1 to 3, wherein: the hidden Liang Peijin comprises a plurality of opening hoops (61), each opening hoop (61) is located above the horizontal steel member (1), two ends of each opening hoop (61) are respectively welded on webs (12) on two sides of the horizontal steel member (1), the opening hoops (61) are uniformly arranged at intervals along the extending direction of the horizontal steel member (1), and studs (62) are welded on the top surface of the horizontal steel member (1).
6. A construction method of an assembled superposed hollow floor system is characterized by comprising the following steps: the construction method comprises the following steps:
step one, manufacturing a prefabricated slat (5) in a factory, and welding a dark Liang Peijin on a horizontal steel member (1);
the precast lath (5) is provided with a precast reinforced concrete lower plate (51) and a rib steel skeleton (52), wherein two ends of a longitudinal steel bar (511) of the precast reinforced concrete lower plate (51) are welded with an embedded steel plate (512), the embedded steel plate (512) is embedded in precast concrete (513) of the precast reinforced concrete lower plate (51) and extends out of a longitudinal end face part of the precast reinforced concrete lower plate (51), one end of a transverse steel bar (514) of the precast reinforced concrete lower plate (51) extends out of the transverse end face of the precast reinforced concrete lower plate (51) as a reserved steel bar head (5141), a grouting sleeve (515) is arranged at the other end of the transverse steel bar (514), the grouting sleeve (515) is embedded in the precast concrete (513) and is exposed out of the transverse end face of the precast reinforced concrete lower plate (51), and the lower part of the rib steel skeleton (52) is embedded in the precast concrete (513) and the rib steel skeleton (52) extends along the longitudinal direction of the precast reinforced concrete lower plate (51);
hoisting a plurality of horizontal steel members (1) on a construction site, wherein each horizontal steel member (1) is connected between two vertical members (3), and each horizontal steel member (1) is positioned on the same horizontal plane;
hoisting a plurality of prefabricated laths (5) on a construction site, so that each prefabricated lath (5) is paved with an area formed by enclosing each horizontal steel member (1) to form a prefabricated bottom plate connected with each horizontal steel member (1), and the installation mode of each prefabricated lath (5) is as follows: two ends of a precast reinforced concrete lower plate (51) of each precast slat (5) are placed on lower flanges (11) of two adjacent and parallel horizontal steel members (1), and pre-buried steel plates (512) of the precast reinforced concrete lower plate (51) are fixedly connected with the lower flanges (11) in a welding or bolt connection mode; for two adjacent precast laths (5), the reserved steel bar head (5141) of one precast lath is inserted into the grouting sleeve (515) of the other precast lath and is fixedly connected by grouting materials in the grouting sleeve (515), so that the precast reinforced concrete lower plates (51) of the two adjacent precast laths (5) are spliced in a seamless manner; and, for two said prefabricated laths (5) connected to both sides of the same portion of the same said horizontal steel member (1), their rib steel skeleton (52) top lap joint;
fourthly, paving core mould materials on the top surface of a precast reinforced concrete lower plate (51) of each precast slat (5) at a position between two adjacent rib beam steel frameworks (52) and a position between the adjacent rib beam steel frameworks (52) and the horizontal steel member (1) to form a core mould (4);
binding an upper plate reinforcing mesh on the top surface of the core mold (4), and binding the upper plate reinforcing mesh with the tops of rib beam steel frameworks (52) of the prefabricated laths (5) and the tops of the dark Liang Peijin on the horizontal steel members (1);
step six, pouring cast-in-place concrete integrally above the mandrel (4) and each horizontal steel member (1) to enable: cast-in-place concrete with upper plate steel bar net and each rib beam steel skeleton (52) top of prefabricated slat (5) combine to form cast-in-place concrete roof (2), just mandrel (4) are buried between prefabricated bottom plate and cast-in-place concrete roof (2), cast-in-place concrete with rib beam steel skeleton (52) combine to form the rib beam, cast-in-place concrete with dark Liang Peijin combines to form dark roof beam (6), and each horizontal steel member (1) embeds in corresponding dark roof beam (6).
7. The method for constructing the assembled laminated hollow floor system according to claim 6, wherein the method comprises the following steps: the rib beam steel skeleton (52) is a steel bar truss, the lower chord rib of the steel bar truss and the longitudinal steel bars (511) of the precast reinforced concrete lower plate (51) are positioned on the same plane and are arranged in parallel, and the upper chord rib (521A) of the steel bar truss is the top of the rib beam steel skeleton (52); the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and upper chord bars (521A) of the steel bar truss are positioned on the same plane and are arranged in parallel.
8. The method for constructing the assembled laminated hollow floor system according to claim 6, wherein the method comprises the following steps: the rib beam steel skeleton (52) is a stirrup rib beam, the stirrup rib beam consists of two Liang Mianjin (521B), two beam bottom ribs (522B) and a plurality of beam stirrups (523B), the two Liang Mianjin (521B) and the two beam bottom ribs (522B) are all arranged along the longitudinal extension of the precast reinforced concrete lower plate (51), the two beam bottom ribs (522B) and the longitudinal steel bars (511) of the precast reinforced concrete lower plate (51) are positioned on the same plane, the two Liang Mianjin (521B) are the tops of the rib beam steel skeleton (52), each beam stirrup (523B) is hooped on the two Liang Mianjin (521B) and the two beam bottom ribs (522B), and each beam stirrup (523B) is uniformly arranged at intervals along the longitudinal direction of the precast reinforced concrete lower plate (51); the upper plate reinforcing mesh is formed by binding upper plate longitudinal reinforcing bars and upper plate transverse reinforcing bars, and the upper plate longitudinal reinforcing bars and the two Liang Mianjin (521B) are positioned on the same plane.
9. The construction method of the fabricated laminated hollow floor system according to any one of claims 6 to 8, wherein: the horizontal steel member (1) is any one of a solid-web box girder, a lattice box girder, a solid-web H-girder, a lattice H-girder and a steel truss.
10. The construction method of the fabricated laminated hollow floor system according to any one of claims 6 to 8, wherein: the hidden Liang Peijin comprises a plurality of opening hoops (61), each opening hoop (61) is located above the horizontal steel member (1), two ends of each opening hoop (61) are respectively welded on webs (12) on two sides of the horizontal steel member (1), the opening hoops (61) are uniformly arranged at intervals along the extending direction of the horizontal steel member (1), and studs (62) are welded on the top surface of the horizontal steel member (1).
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| CN109653422A (en) * | 2019-01-31 | 2019-04-19 | 长沙远大住宅工业集团股份有限公司 | A kind of connecting node of superposed floor and out-hung panel, vertical supporting member |
| CN113047494A (en) * | 2021-03-04 | 2021-06-29 | 广东省源天工程有限公司 | Precast concrete superimposed sheet |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| BE736996A (en) * | 1968-08-06 | 1970-01-16 | ||
| CN101831976A (en) * | 2009-12-24 | 2010-09-15 | 湖南大学 | Prefabricated steel rib bottom plate-concrete overlapped hollow floor system |
| CN203499082U (en) * | 2013-08-30 | 2014-03-26 | 湖北弘毅钢结构工程有限公司 | Hidden connecting beam for side steel plate rib concrete composite floor slabs |
| CN203808328U (en) * | 2014-02-12 | 2014-09-03 | 浙江杭萧钢构股份有限公司 | Steel bar truss one-way hollow overlapped floor slab |
| CN105839823A (en) * | 2016-03-24 | 2016-08-10 | 中国十七冶集团有限公司 | Truss type dense-rib hollow superposed floor |
| CN106088434A (en) * | 2016-08-25 | 2016-11-09 | 中冶建筑研究总院有限公司 | A kind of assembling type steel structure overlapped hollow floor system and construction method thereof |
| CN106381953A (en) * | 2016-10-21 | 2017-02-08 | 王本淼 | Assembled type bidirectional loaded floor |
| CN207686092U (en) * | 2017-12-19 | 2018-08-03 | 广东省建筑设计研究院 | A kind of assembled overlapped hollow floor system |
-
2017
- 2017-12-19 CN CN201711378139.XA patent/CN107989247B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| BE736996A (en) * | 1968-08-06 | 1970-01-16 | ||
| CN101831976A (en) * | 2009-12-24 | 2010-09-15 | 湖南大学 | Prefabricated steel rib bottom plate-concrete overlapped hollow floor system |
| CN203499082U (en) * | 2013-08-30 | 2014-03-26 | 湖北弘毅钢结构工程有限公司 | Hidden connecting beam for side steel plate rib concrete composite floor slabs |
| CN203808328U (en) * | 2014-02-12 | 2014-09-03 | 浙江杭萧钢构股份有限公司 | Steel bar truss one-way hollow overlapped floor slab |
| CN105839823A (en) * | 2016-03-24 | 2016-08-10 | 中国十七冶集团有限公司 | Truss type dense-rib hollow superposed floor |
| CN106088434A (en) * | 2016-08-25 | 2016-11-09 | 中冶建筑研究总院有限公司 | A kind of assembling type steel structure overlapped hollow floor system and construction method thereof |
| CN106381953A (en) * | 2016-10-21 | 2017-02-08 | 王本淼 | Assembled type bidirectional loaded floor |
| CN207686092U (en) * | 2017-12-19 | 2018-08-03 | 广东省建筑设计研究院 | A kind of assembled overlapped hollow floor system |
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