CN108894334B - Fabricated concrete beam slab node and construction method thereof - Google Patents
Fabricated concrete beam slab node and construction method thereof Download PDFInfo
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- CN108894334B CN108894334B CN201810802312.2A CN201810802312A CN108894334B CN 108894334 B CN108894334 B CN 108894334B CN 201810802312 A CN201810802312 A CN 201810802312A CN 108894334 B CN108894334 B CN 108894334B
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- concrete
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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
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
Abstract
The fabricated concrete beam slab node comprises a fabricated concrete beam, a concrete floor slab and a sliding isolation sheet, wherein the sliding isolation sheet is made of a single-layer soft flexible material or a double-layer hard material with the middle coated with lubricating oil; a sliding spacer is arranged between the upper surface of the assembled concrete beam and the bottom surface of the floor slab support, so that the concrete beam plates can freely slide along the longitudinal direction of the beam, and the beam can bear vertical load and horizontal load transmitted by the plates. The stirrups of the beam do not extend out of the top surface of the beam, so that the number of openings on the die is greatly reduced, a universal die capable of being turned over for many times can be adopted, the die is convenient to support and remove, and the die cost is greatly reduced; the scheme of beam-slab separation is adopted, the difficulty in binding the on-site beam steel bars is avoided, the structural stress is clear, the force transmission path is clear, the anti-seismic design requirement of a strong column and a weak beam is met more easily, and the anti-seismic structure is beneficial to building anti-seismic, so that the built fabricated building is good in quality, high in efficiency and low in cost.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to an assembled concrete beam slab node and a construction method thereof.
Background
The prefabricated concrete beam-slab node and the construction method thereof are currently implemented by the methods of national building standard design drawings, namely 'prefabricated concrete structure representation method and example (shear wall structure)' 15G107-1, pages F-17 to F-20, and when a concrete beam is prefabricated, stirrups of the beam extend out of the top surface of a prefabricated concrete component to expose stirrup rings, so that a floor slab and the beam are integrated by post-cast concrete on site, and the method mainly has four disadvantages: firstly, prefabrication is difficult, corresponding holes need to be formed in a customized mould in order to ensure that stirrups of connecting beams extend out of the surface of precast concrete, convenience in assembling and disassembling the mould and no concrete leakage need to be ensured, and the preparation, the assembly and the disassembly of the mould are very difficult; secondly, the cost of the die is high, and the manufacturing quantity of the die is large and the total price is very high due to the uncertainty of the span of the beam, the configuration of the stirrups, the arrangement of the overhanging steel bars of the shear wall limbs, the arrangement of the hanging points and the like, so that the engineering construction cost is increased; thirdly, the on-site reinforcement at the later stage is difficult to bind, the design specification requires that the stirrups of the beam adopt closed stirrups, and the stirrups are inserted into the stirrups from the middle of a stirrup ring when the longitudinal reinforcements at the top of the beam are bound, so that the space is very narrow and the operation is extremely inconvenient, although the construction method is improved in the technical standard of fabricated concrete construction GB/T51231-2016, the problem of difficulty in binding the reinforcements at the later stage is only solved by adopting a construction method of a stirrup cap, but the problems of increasing the consumption of the reinforcements, increasing the working procedures, reducing the working efficiency, increasing the labor, further increasing the construction cost and the like are also caused; and fourthly, the seismic design of the building structure requires 'strong column and weak beam', even if the design is carried out according to the design specification in the actual design process, the specification design rule requirement of 'strong column and weak beam' is met, but because the research on the participation degree of the floor slab reinforcing steel bars is insufficient at present, the actual action of the floor slab reinforcing steel bars is not considered in the design specification, a great number of 'strong column and weak column' in the actual engineering are caused, and the general existence of the phenomenon is fully proved by seismic disasters.
Therefore, a new technical solution is urgently needed to solve these problems.
Through search, the application is similar to the following technical scheme:
the disclosure No. CN104831829B discloses a connection method for integrally prefabricating a concrete shear wall and a filler wall, which comprises the steps of prefabricating the concrete shear wall, prefabricating the filler wall, a soft material and prefabricating filler wall steel wires, and is realized by the following steps: erecting a formwork according to design requirements; binding wall steel bars and steel wires; if the precast concrete shear wall and the precast filler wall are hollow, placing the precast concrete shear wall and the precast filler wall into corresponding moulds; placing a soft material between the precast concrete shear wall and the precast filler wall; and (5) curing the cast wall concrete and then demolding to finish the process. The influence of the filler wall on the lateral displacement resistance rigidity of the whole structure can be ignored, the structure is stressed clearly, the force transmission path is clear, and the reliability of the structure is ensured; meanwhile, the integrated prefabrication method is simple, the production, construction and installation of prefabricated parts are facilitated, the quality and the efficiency are improved, and the construction cost is reduced.
However, the method is only suitable for the connection method among the shear wall, the shear wall connecting beam and the filler wall, solves the problem of reducing the influence of the filler wall on the lateral displacement rigidity of the structure, and is different from the technical problem to be solved by the application and the construction mode.
Second, publication No. CN102661045B discloses many even roof beam separates mould, includes the base plate and runs through one or more hole of vibrating of this base plate, the base plate can bear construction load and can take place the deformation under the earthquake load effect. The invention also provides a multi-connected beam diaphragm assembling system which comprises one or more multi-connected beam diaphragms, wherein the short sides of every two adjacent multi-connected beam diaphragms in the multi-connected beam diaphragm assembling system are connected and fixed through connecting and fixing pieces. The multi-connecting-beam diaphragm comprises a substrate, wherein the substrate can bear construction load and can deform under the action of earthquake load, so that the stress and deformation of an upper beam and a lower beam cannot be influenced; on the other hand, the multi-coupling-beam diaphragm also comprises one or more vibrating holes penetrating through the multi-coupling-beam diaphragm, so that the lower-portion coupling-beam concrete is poured and vibrated conveniently, the simultaneous pouring construction of an upper coupling beam and a lower coupling beam is realized, and a concrete key is formed, so that the multi-coupling-beam anti-seismic effect is achieved.
The invention aims to change a single 'strong connecting beam' into two or more than two 'weak connecting beams' by a separation method, thereby improving the ductility and energy consumption effect of the structure and increasing the seismic performance of the structure, which is different from the technical problems to be solved by the application and has different construction modes and is only suitable for a cast-in-place concrete structure.
The base plate of the multi-connecting-beam diaphragm is under the action of earthquake load or wind load or gravity load, and because of the existence of the concrete key formed by the reinforcing steel bar protective layer supporting device and the vibrating hole, the base plate can not bear construction load and can deform under the action of earthquake load, so that the stress and deformation of the upper beam and the lower beam are not influenced, a single 'strong connecting beam' is not changed into two or more 'weak connecting beams', the difference between a calculation model and the actual working condition is caused, the stress of a structural system is not clear, and the confusion is brought to the internal force analysis and calculation of the structure. That is to say, the diaphragm can transmit vertical load, but can not completely freely slide horizontally, so the invention can not achieve the expected effect.
Third, publication No. CN201474109U discloses prefabricated, cast-in-place hybrid couple roof beam, its characterized in that: the two connecting beams are prefabricated connecting beams, the other connecting beam is a cast-in-place connecting beam, the cast-in-place connecting beam is positioned on the top surface of the prefabricated connecting beam, and the lower surface of the cast-in-place connecting beam is tightly attached to the upper surface of the prefabricated connecting beam. During construction, the upper surface of the prefabricated connecting beam is used as a bottom template of the cast-in-place connecting beam. The large-section connecting beam is divided into two connecting beams, so that the purposes of reducing the rigidity of the connecting beams and reducing the damage probability of the connecting beams under the action of earthquake load are achieved, one connecting beam is a prefabricated connecting beam, the upper surface of the prefabricated connecting beam is used as a bottom template of the cast-in-place connecting beam, construction is facilitated, and the construction efficiency is improved.
The utility model discloses a purpose also is through the divided method, becomes single "strong even roof beam" two "weak even roof beams" to improve the ductility and the power consumption effect of structure, increase the anti-seismic performance of structure, this is different with the technical problem that this application will be solved, and the construction mode is also different.
The utility model discloses a filling layer be cement mortar, plain concrete, haydite concrete or release agent coating, and this filling layer can transmit vertical load, nevertheless can not do and freely the level completely slides, and the problem that exists just makes the structure system atress unclear like this, has brought the puzzlement for the internal force analysis and the calculation of structure.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the fabricated concrete beam slab node and the construction method thereof are provided, so that the concrete beam is convenient to prefabricate, the template cost is saved, the construction and installation are easy, the labor cost is saved, the stress of a structural system is clear, the force transmission route is clear, the internal force analysis and calculation of the structure are simple and convenient, and the seismic design requirement of 'strong columns and weak beams' is better met, so that the fabricated concrete beam slab node is good in construction quality, high in efficiency and low in cost.
Assembled concrete beam slab node, characterized by: including assembled concrete beam, concrete floor board and the spacing block that slides, assembled concrete beam is even roof beam for precast concrete beam or concrete shear force wall, and its outline structure is the cube, and the top surface of cube has three kinds of patterns: the top surface of the first type is a plane, the top surface of the second type is provided with a groove, and the top surface of the third type is provided with convex teeth; the sliding isolation sheet is arranged on the top surface of the assembled concrete beam, and the vertical compression deformation of the sliding isolation sheet is less than 0.2 mm; the concrete floor slab is arranged on the upper parts of the assembled concrete beam and the sliding isolation sheet.
The construction method of the fabricated concrete beam slab node comprises the following steps which are sequentially carried out,
step one, prefabricating a concrete beam or a concrete shear wall coupling beam
When a concrete beam or a concrete shear wall connecting beam is prefabricated, a full-section beam is prepared in a prefabricating mode, stirrups are arranged inside the beam, and the top ends of the stirrups are lower than the top surface of the beam;
step two, preparing a sliding isolation sheet
The sliding isolation sheet is made of a single-layer soft flexible material or a double-layer hard material with lubricating oil coated in the middle, and the thickness of the sliding isolation sheet is 0.1-5 mm;
step three, installation and construction of structural members and templates
Installing precast concrete beams or concrete shear wall coupling beams, and installing bottom plates of concrete composite slabs or templates of a concrete floor slab in an assembling mode;
step four, pasting the slip isolation sheet
After the precast concrete beam or the concrete shear wall connecting beam is prepared, the sliding separation sheet prepared in the second step is pasted on the top surface of the precast concrete beam or the concrete shear wall connecting beam;
step five, binding the reinforcing steel bars and pouring concrete
And after the concrete floor slab reinforcing steel bars are bound, pouring concrete, and after the concrete is cured to reach the designed strength, finishing the construction of the assembled concrete beam slab node.
The second step is that the sliding isolation sheet adopts two methods, the first method is a single-layer soft flexible material, asphalt felt or a plastic film is adopted, and the thickness is 0.1-5 mm; the second method is a double-layer hard material, which uses a thin metal plate, and the thickness of each layer is 0.1-3 mm.
Through the design scheme, the fabricated concrete beam slab node and the construction method thereof have the following beneficial effects: the stirrups of the beam do not extend out of the top surface of the beam, so that the processes of perforating the steel bars and plugging for preventing slurry leakage are eliminated, the form removal is convenient, and the work efficiency is improved; the stirrups of the beam do not extend out of the top surface of the beam, so that the number of holes on the die is greatly reduced, the die is simple to prepare, a universal die capable of being turned over for many times can be adopted, and the die cost can be greatly reduced; the beam-slab separation scheme is adopted, so that the difficulty in binding the beam steel bars on site is avoided; by adopting the scheme of beam-slab separation, the structure is clearly stressed, the force transmission path is clear, the anti-seismic design requirement of 'strong column and weak beam' is more easily met, and the anti-seismic structure is beneficial to building anti-seismic. Therefore, the constructed fabricated building has good quality, high efficiency and low cost.
Drawings
The invention is further described with reference to the following figures and detailed description:
fig. 1 is a schematic view of a precast concrete beam or a concrete shear wall coupling beam with a flush top surface according to the present invention.
FIG. 2 is a schematic view of the top application of the sliding spacer on the precast concrete beam or the concrete shear wall coupling beam with the flush top surface according to the invention.
Fig. 3 is a schematic diagram of a formwork of a concrete floor slab or a bottom plate of a concrete composite slab installed on the top of a precast concrete beam or a concrete shear wall coupling beam with a flush top surface according to the invention.
Fig. 4 is a schematic view of the assembly completion of the precast concrete beam or concrete shear wall coupling beam-slab joint with the flush top surface.
Fig. 5 is a schematic view of a precast concrete beam or a concrete shear wall coupling beam having a groove on the top surface according to the present invention.
Fig. 6 is a schematic view of the top application of the sliding spacer on the precast concrete beam or the concrete shear wall coupling beam with the groove on the top surface.
Fig. 7 is a schematic view of a formwork or a bottom plate for installing a concrete floor slab on the top of a precast concrete beam or a concrete shear wall coupling beam with a groove on the top surface according to the invention.
Fig. 8 is a schematic view of the assembly completion of the beam-slab joint of the precast concrete beam or the concrete shear wall with the groove on the top surface.
Fig. 9 is a schematic view of a precast concrete beam or a concrete shear wall coupling beam having convex teeth on the top surface according to the present invention.
FIG. 10 is a schematic view of the top of the precast concrete beam or concrete shear wall coupling beam with the top surface provided with the convex teeth applied with the sliding isolation sheet.
Fig. 11 is a schematic view of a precast concrete beam or a concrete shear wall coupling beam top concrete floor slab formwork or a mounting concrete composite slab bottom plate with convex teeth on the top surface according to the present invention.
Fig. 12 is a schematic view of the assembly completion of the precast concrete beam or concrete shear wall coupling beam slab node with the convex teeth on the top surface.
In the figure, 1-an assembled concrete beam, 2-a concrete floor slab, 3-a sliding spacer, 4-a groove and 5-a convex tooth.
Detailed Description
Assembled concrete beam slab node, characterized by: including assembled concrete beam 1, concrete floor slab 2 and the spacing block 3 that slides, assembled concrete beam 1 is precast concrete beam or concrete shear force wall even roof beam, and its outline structure is the cube, and the top surface of cube has three kinds of types: the top surface of the first type is a plane, the top surface of the second type is provided with a groove 4, and the top surface of the third type is provided with a convex tooth 5; the sliding isolation sheet 3 is arranged on the top surface of the assembled concrete beam 1, and the vertical compression deformation of the sliding isolation sheet 3 is less than 0.2 mm; the concrete floor slab 2 is arranged on the upper parts of the fabricated concrete beam 1 and the sliding separation sheet 3.
The construction method of the fabricated concrete beam panel node, as shown in fig. 1 to 12, includes the following steps, which are sequentially performed,
step one, prefabricating a concrete beam or a concrete shear wall coupling beam
When a concrete beam or a concrete shear wall connecting beam is prefabricated, a full-section beam is prepared in a prefabricating mode, stirrups are arranged inside the beam, and the top ends of the stirrups are lower than the top surface of the beam;
step two, preparing a sliding isolation sheet 3
The sliding isolation sheet 3 is made of a single-layer soft flexible material or a double-layer hard material with lubricating oil coated in the middle, and the thickness of the sliding isolation sheet 3 is 0.1-5 mm;
step three, installation and construction of structural members and templates
Installing precast concrete beams or concrete shear wall coupling beams and installing bottom plates of concrete composite slabs or templates of a concrete floor slab 2 in an assembling mode;
step four, pasting the sliding isolation sheet 3
After the precast concrete beam or the concrete shear wall connecting beam is prepared, the sliding isolation sheet 3 prepared in the second step is pasted on the top surface of the precast concrete beam or the concrete shear wall connecting beam;
step five, binding the reinforcing steel bars and pouring concrete
After the binding of the reinforcing steel bars of the concrete floor slab 2 is finished, concrete is poured; and after the cured concrete reaches the designed strength, the construction of the fabricated concrete beam slab joint is completed.
The three types of top surfaces designed for the fabricated concrete girder 1 of the present invention may be each used when it is not necessary for the girder to transmit the horizontal force of the floor system in the lateral direction of the girder, and the second or third type when it is necessary for the girder to transmit the horizontal force of the floor system in the lateral direction of the girder.
In the second step of the invention, the sliding isolation sheet 3 adopts two methods, the first method is a single-layer soft flexible material, adopts asphalt felt or a plastic film, and has the thickness of 0.1-5 mm; the second method is a double-layer hard material, which adopts a metal thin plate, and the thickness of each layer is 0.1-3 mm; when horizontal dislocation along the longitudinal direction of the beam occurs between the upper concrete floor slab 2 and the lower precast concrete beam or the concrete shear wall connecting beam, the upper precast concrete floor slab can freely slide through the sliding isolation sheet 3; when vertical load is transferred, the vertical compression deformation of the sliding isolation sheet 3 is less than 0.2 mm.
Claims (3)
1. Assembled concrete beam slab node, characterized by: including assembled concrete beam (1), concrete floor board (2) and slide spacing block (3), assembled concrete beam (1) is even roof beam for precast concrete beam or concrete shear force wall, and its outline structure is the cube, and the top surface of cube has three kinds of patterns: the top surface of the first type is a plane, the top surface of the second type is provided with a groove (4), and the top surface of the third type is provided with a convex tooth (5); the sliding isolation sheet (3) is arranged on the top surface of the assembled concrete beam (1), and the vertical compression deformation of the sliding isolation sheet (3) is less than 0.2 mm; the concrete floor slab (2) is arranged on the upper portions of the assembled concrete beam (1) and the sliding isolation sheet (3).
2. The construction method of the assembled concrete beam slab node is characterized in that: comprises the following steps which are sequentially carried out,
step one, prefabricating a concrete beam or a concrete shear wall coupling beam
When a concrete beam or a concrete shear wall connecting beam is prefabricated, a full-section beam is prepared in a prefabricating mode, stirrups are arranged inside the beam, and the top ends of the stirrups are lower than the top surface of the beam;
step two, preparing a sliding isolation sheet (3)
The sliding isolation sheet (3) is made of a single-layer soft flexible material or a double-layer hard material with lubricating oil coated in the middle, and the thickness of the sliding isolation sheet (3) is 0.1-5 mm;
step three, installation and construction of structural members and templates
Installing a precast concrete beam or a concrete shear wall connecting beam and a template of a bottom plate or a concrete floor slab (2) of the concrete composite slab in an assembling mode;
step four, applying the slip isolation sheet (3)
After the precast concrete beam or the concrete shear wall connecting beam is prepared, the sliding isolation sheet (3) prepared in the second step is pasted on the top surface of the precast concrete beam or the concrete shear wall connecting beam;
step five, binding the reinforcing steel bars and pouring concrete
And after the concrete floor slab (2) is bound with the reinforcing steel bars, pouring concrete, and after the concrete is cured to reach the designed strength, finishing the construction of the assembled concrete beam slab node.
3. The method of constructing an assembled concrete beam and slab node according to claim 2, wherein: the second step is that the sliding isolation sheet (3) adopts two methods, wherein the first method is a single-layer soft flexible material which adopts asphalt felt or a plastic film and has the thickness of 0.1-5 mm; the second method is a double-layer hard material, which uses a thin metal plate, and the thickness of each layer is 0.1-3 mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810802312.2A CN108894334B (en) | 2018-07-20 | 2018-07-20 | Fabricated concrete beam slab node and construction method thereof |
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| CN201810802312.2A CN108894334B (en) | 2018-07-20 | 2018-07-20 | Fabricated concrete beam slab node and construction method thereof |
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| CN108894334A CN108894334A (en) | 2018-11-27 |
| CN108894334B true CN108894334B (en) | 2020-06-23 |
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| CN111188458A (en) * | 2020-01-09 | 2020-05-22 | 付萍 | Method for constructing concrete shear stair fire-proof partition wall by applying prefabricated concrete beams |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04254644A (en) * | 1991-02-06 | 1992-09-09 | Daisue Kensetsu Kk | Structure joining floor slab with beam member |
| CN103469898A (en) * | 2012-06-06 | 2013-12-25 | 贵阳铝镁设计研究院有限公司 | Method and structure for preventing house top floor wall body cracks |
| CN107165272A (en) * | 2017-06-22 | 2017-09-15 | 中国建筑股份有限公司 | Prestressing force assembly concrete frame joint attachment structure and its construction method |
| CN207063138U (en) * | 2017-06-21 | 2018-03-02 | 浙江越宫钢结构有限公司 | A kind of fabricated shear wall system house |
| CN207314548U (en) * | 2017-10-10 | 2018-05-04 | 安徽富煌钢构股份有限公司 | A kind of assembling type steel structure embedded wall board connecting structure |
-
2018
- 2018-07-20 CN CN201810802312.2A patent/CN108894334B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04254644A (en) * | 1991-02-06 | 1992-09-09 | Daisue Kensetsu Kk | Structure joining floor slab with beam member |
| CN103469898A (en) * | 2012-06-06 | 2013-12-25 | 贵阳铝镁设计研究院有限公司 | Method and structure for preventing house top floor wall body cracks |
| CN207063138U (en) * | 2017-06-21 | 2018-03-02 | 浙江越宫钢结构有限公司 | A kind of fabricated shear wall system house |
| CN107165272A (en) * | 2017-06-22 | 2017-09-15 | 中国建筑股份有限公司 | Prestressing force assembly concrete frame joint attachment structure and its construction method |
| CN207314548U (en) * | 2017-10-10 | 2018-05-04 | 安徽富煌钢构股份有限公司 | A kind of assembling type steel structure embedded wall board connecting structure |
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Effective date of registration: 20220607 Address after: 271000 Building 1, zone a, Longquan pedestrian street, hi tech Zone, Tai'an City, Shandong Province Patentee after: Huatong Construction Development Group Co.,Ltd. Address before: 130061 Room 405, four building, Star Street, 2577 building street, Changchun, Jilin. Patentee before: Meng Fanlin |