CN115822176B - Support-free demoulding construction bidirectional plate reinforced net rack and bidirectional plate construction method - Google Patents
Support-free demoulding construction bidirectional plate reinforced net rack and bidirectional plate construction method Download PDFInfo
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- CN115822176B CN115822176B CN202211565058.1A CN202211565058A CN115822176B CN 115822176 B CN115822176 B CN 115822176B CN 202211565058 A CN202211565058 A CN 202211565058A CN 115822176 B CN115822176 B CN 115822176B
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 230000002457 bidirectional effect Effects 0.000 title claims abstract description 21
- 238000005452 bending Methods 0.000 claims abstract description 15
- 108010068370 Glutens Proteins 0.000 claims description 54
- 235000021312 gluten Nutrition 0.000 claims description 54
- 229910000831 Steel Inorganic materials 0.000 claims description 40
- 239000010959 steel Substances 0.000 claims description 40
- 238000004519 manufacturing process Methods 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 7
- 238000009434 installation Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 abstract description 23
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 15
- 238000000034 method Methods 0.000 description 11
- 238000009416 shuttering Methods 0.000 description 10
- 238000005516 engineering process Methods 0.000 description 8
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 6
- 238000011065 in-situ storage Methods 0.000 description 6
- 239000002699 waste material Substances 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 238000005265 energy consumption Methods 0.000 description 4
- 229910052742 iron Inorganic materials 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 210000001503 joint Anatomy 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 1
- 229910052782 aluminium Inorganic materials 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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Abstract
The invention discloses a support-free demoulding construction bidirectional plate reinforced net frame and a bidirectional plate construction method, wherein oblique web ribs are welded between double-layer bidirectional reinforced net sheets of a concrete bidirectional plate to form an inverted quadrangular pyramid net frame structure, and a reinforcement cage is endowed with rigidity and bending shear bearing capacity for bearing the load of construction pouring concrete, so that an under-plate support system can be avoided, labor and time are saved, and cost is reduced.
Description
Technical Field
The invention relates to a concrete floor structure and a process, in particular to a two-way plate.
Background
The traditional cast-in-place concrete floor construction needs to be erected with a plurality of procedures of full scaffold, formwork supporting, steel bar binding, formwork sealing, pouring, vibrating, maintenance, form removing and frame removing. Each working procedure needs special working kinds, the number of workers is more for each working kind at the same time, each working kind is connected in series in sequence, the next working procedure operation can be carried out after the previous working procedure is finished, and the construction period is long. The full-hall scaffold occupies a large field space, and has little renting and loss. With the abrupt reduction of farmers in recent years, the work waste and the labor cost are generally increased in various places.
The prior assembled floor slab generally adopts the lower half part of the floor slab which is prefabricated to be 60 mm thick in advance of a factory, the prefabricated engineering still needs to support a mould, bind reinforcing steel bars, seal the mould, pour, vibrate, maintain, disassemble the mould, lift, stack, transport, stack on site, hoist, crash repair, seam connection, seal the mould, secondarily pour surface layer concrete, vibrate, maintain, and remove a full scaffold after reaching the strength age (the heavy part temporarily needs a bracket when lifted, and the plate which is not suitable for being prefabricated still needs to be manufactured according to the traditional cast-in-place method). From the whole course, the practical application is more than 2 times of the traditional cast-in-situ construction method; the size of a building is the size of a common room, a large crane is needed for stacking, hoisting and transporting large pieces, a large transport vehicle occupies a large site, and once the building is unhooked and falls, the building is extremely easy to damage and easy to cause safety accidents. The production process is complicated, the working procedures are more, the labor is not saved, the safety risk is high, and the construction energy consumption is high. Heavy and large components are produced at fixed points, the heavy and large components are transported remotely, road and bridge damages are easily caused, and social public resources are wasted multiple times.
The closest technical proposal in the prior art to the proposal of the application is the technology of 'steel bar truss floor support plate'. The technology is issued and implemented by industry technical standards JG 368-2012-T steel bar truss floor support plate. Taking the most commonly used 100-thickness concrete floor as an example, when a steel bar truss floor support plate is used for construction, the rise height of a steel bar truss is 70mm; the longest support spacing is only 1.8 meters (unidirectional simple support plate) and 2.6 meters (unidirectional continuous plate) at maximum. The most remarkable characteristics of the steel bar truss technology are as follows: 1) The stressed steel bars in the plates are processed into a truss structure, and only one-way stress is realized; 2) The bottom steel plate iron sheet is welded as a disassembly-free bottom die, and the floor slab is provided with an iron sheet bottom plate after the disassembly, so that the floor slab cannot be disassembled and is not attractive; 3) The vertical direction steel bars in the plate can not be effectively utilized due to the fact that the steel bar trusses can only bear unidirectional force when the vertical direction steel bar truss is mainly applied to the unidirectional plate, the distance between the common support seats of the common 100-thickness bidirectional plate is generally 4.0 meters, the required truss is high, the consumption of the steel bars is large, waste is caused, meanwhile, the thinnest plate thickness is more than 1/30 of the design span of the plate, the thickness of the manufactured floor slab is required to be increased, the plate thickness is caused, the weight is high, the load of a beam column is increased, the corresponding section is increased, and the reinforcing bars are required to be increased correspondingly, so that multiple waste is caused.
The 'two-way plate' floor slab is a rectangular area grid, four sides are supported, the length ratio of long sides to short sides is not more than 3, and the application requirements are great. The technology of realizing assembly construction is only the technology of 'composite floor slab', namely, the technology of firstly transporting the reinforcement cage and 60 thick plate bottom layer concrete of the factory precast floor slab to the site for hoisting, connecting the plate surface reinforcement and the support beam, and then secondarily casting the plate surface layer concrete in situ. The prefabricated member has the advantages of heavy weight, high transportation and hoisting difficulties, high energy consumption and high manufacturing cost.
Disclosure of Invention
The invention aims at: a two-way self-supporting reinforcing steel bar net frame for demoulding construction without support is provided.
Another object of the invention is: provided is a two-way panel construction method which does not require support and can be subjected to demoulding construction.
In order to achieve the purpose, the invention provides the support-free demoulding construction bidirectional plate self-supporting steel bar net rack, four sides of the bidirectional plate are supported, the steel bar net rack is provided with a gluten net and a bottom rib net, wherein the ratio of the long side to the short side of the bidirectional plate is within 3.0, the distance between the gluten net and the longitudinal and transverse steel bars of the bottom rib net is 200, and the initial corner point of the bottom rib net is positioned at the projection position right below the central point of the first square of the gluten net; the first corner point of the gluten net sheet is positioned at the outer side of the upper corner rib of the supporting beam, and the bottom rib anchoring section is inserted into the beam, and the length is more than half of the width of the beam; the gluten net piece and the gluten net piece are provided with oblique web pieces, the oblique web pieces are a plurality of groups of wavy bending ribs which are symmetrical in shape and same in size, the wavelength of the bending ribs is 200, two sides of the parallel gluten are oppositely and oppositely welded at the bottom points of adjacent bending ribs, two sides of the parallel gluten are oppositely and oppositely welded at the peak points of the peaks, and a die hanging nut is arranged at the bottom of each bending rib trough.
The invention relates to a support-free and demoulding-construction bidirectional plate construction method, which comprises the following steps:
1) According to the design construction drawing of the floor slab, gluten and bottom gluten of the floor slab are selected, and the distance between longitudinal and transverse reinforcing steel bars is 200.
2) And (5) welding and manufacturing 200X200 square gluten meshes and bottom gluten meshes.
3) Manufacturing a reinforcing steel bar net sheet of oblique web ribs (quadrangular pyramid side edges), wherein the oblique web disc adopts wavy bending ribs with symmetrical shapes and identical sizes, the wavelength is 200, trough bottom points of the wavy bending ribs are oppositely welded on two sides of the parallel bottom ribs, peak top points are oppositely welded on two sides of the parallel gluten, and the bottom rib net sheet and the gluten net sheet can be connected into an inverted quadrangular pyramid net frame structure, and the lengths from the peaks to the trough sides are obliquely long.
4) According to the arrangement interval requirement of the templates, spot welding a hanging die nut at the sharp point of the quadrangular pyramid, and screwing the templates below the bottom rib net sheet by bolts.
5) The net frame and the template manufactured in factories are transported to the site for installation, the gluten anchoring section is welded on the stirrup on the top surface of the beam in a pasting way, and the bottom gluten anchoring section is inserted into the beam, and the length is longer than half of the width of the beam.
6) And (5) after the template is sealed, performing cast-in-place concrete construction.
After the scheme is adopted, the method does not adopt the method of secondary pouring of the superimposed sheet, but utilizes the bottom reinforcement mesh sheet and the gluten mesh sheet in the floor slab design reinforcement, and welds the floor slab design reinforcement into a 'reinforcing steel bar net frame' structure (namely, a net frame structure in a steel structure, wherein a rod piece is a floor slab reinforcement and welded nodes) after the diagonal web reinforcement is added, so as to bear the concrete pouring dead weight and other construction loads in the construction stage, when the floor slab design use load is large, the rest design reinforcement is bound and complemented, a bottom die is attached and hung, a net frame type reinforcing steel bar cage and a shuttering are manufactured, the net frame type reinforcing steel bar cage and the shuttering are used as assembly components, the net frame type reinforcing steel bar cage is transported to the site for installation, and then the construction is completed by once cast-in-situ floor slab concrete. The load such as pouring concrete, vibrating in the floor construction stage is born by the steel bar net frame and is transferred to the peripheral support seat beams, and the bottom die of the slab is hung on the net frame nodes without a support frame. Firstly, processing the net frame type reinforcement cage and the shuttering of the two-way slab floor slab in a factory, and after the net frame type reinforcement cage and the shuttering are transported to the site for hoisting connection, integrally casting all the slab concrete at one time. The weight of the prefabricated member is only the weight of the steel bars and the externally hung templates in the floor slab, and is about within 6% of the weight of the finished floor slab; about 10% of the same-size superimposed sheet preform. The transportation and hoisting are light, the energy consumption is low, the cost is low, and the labor is saved.
Drawings
Fig. 1 is a schematic plan view of a grid rebar of the present invention.
Fig. 2 is a schematic top view and a schematic cross-section of the grid rebar of the invention.
Fig. 3 is a schematic plan view of the mesh of the reinforcement bar of the grid of the present invention.
Fig. 4 is a schematic diagram of the mesh sheet of the diagonal web member of the grid frame steel bar of the present invention in a top view.
Fig. 5 is a schematic plan view of a mesh sheet of a bottom reinforcement of a grid reinforcement of the present invention.
Fig. 6 is a partial schematic view of the grid frame of the present invention in the X-direction cross section.
Fig. 7 is a partial schematic view of a grid Y-directional section of the present invention.
Fig. 8 is a schematic view of the connection of the grid to the beam according to the present invention.
Description of the reference numerals:
1 gluten net sheet; 11. gluten in the X direction; 12. gluten in Y direction; 2. a diagonal web mesh; 21. a quadrangular pyramid sharp point; 22. oblique web tendons; 3. a bottom rib net sheet; 31X-direction bottom ribs; 32. y-direction bottom ribs; 33. a quadrangular pyramid sharp point; 4, hanging a die nut; 5. a template; 6. a bolt; 7. a beam; 71. and (5) top stirrups.
Detailed Description
In order to describe the technical content, the constructional features, the achieved objects and effects of the present invention in detail, the following description is made in connection with the embodiments and the accompanying drawings.
Referring to fig. 1-7 and table 1, 1) according to the design construction diagram of the floor slab, selecting gluten and bottom gluten of the floor slab, wherein distances from X, Y gluten to 11, 12 and X, Y gluten to 32 and 33 gluten are all 200 (equal substitution is 200 when the original design is not 200); 2) Welding 200X200 square gluten meshes 1 and bottom gluten meshes 3, wherein the future steel bar net frame is of a reverse quadrangular pyramid net frame structure, the bottom gluten meshes 3 are formed by spot welding 1 and 2 steel bars in figures 1 and 5, and the initial angular point is located at a projection position right below the center point of a first square lattice of the gluten meshes 1; the gluten net sheet 1 is formed by spot welding reinforcing steel bars 3 and 4 in figures 1 and 3, and a first corner point is positioned at the outer side of the upper corner rib of the supporting beam; 3) According to the shapes and sizes of the No. 5 and No. 6 reinforcing bars in the figures 1 and 4, the diagonal web meshes 2 (quadrangular pyramid side edges) are manufactured, the diagonal web 22 adopts the No. 5 and No. 6 reinforcing bars to manufacture wavy bending bars with symmetrical shapes and the same sizes, the bottom points of the trough of the reinforcing steel bars with the wavelengths of 200,5 and 6 are welded on two sides of the parallel bottom bars in a butt joint manner, the peak points of the wave crests are welded on two sides of the parallel gluten in a butt joint manner, namely the bottom gluten net sheet 3 and the gluten net sheet 1 can be connected into an inverted quadrangular pyramid grid structure, and the lengths of the wave crests to the trough are the spatial oblique lengths of the side edges of the quadrangular pyramid; 4) As shown in fig. 6, the die-hanging nut 4 is spot-welded on the quadrangular pyramid sharp point 23, the arrangement interval is selected according to the requirement of the die plate 5 (the preferable intervals are 200, 400, 600 and 800), and the die plate is screwed below the bottom rib net sheet by using the bolts 6; 5) When in installation, as shown in fig. 8, the gluten anchoring section is welded on the stirrup 71 on the top surface of the beam 7 in a pasting way, and the bottom gluten anchoring section is inserted into the beam 7, and the length is longer than half of the width of the beam; 6) After the template 5 is sealed up, the sealing plate is provided with a sealing plate, and (5) cast-in-place concrete construction.
4000 X 4000 thick 100 quadrangular pyramid steel bar net rack steel bar meter (span within 4 m x 4 m, thickness 100-200 mm plate can be used in this table 1)
TABLE 1
The invention utilizes the bottom reinforcement net sheet and the gluten net sheet in the floor slab design reinforcement, and then welds the floor slab design reinforcement into a 'reinforcing steel bar net frame' structure (namely, the net frame structure in the steel structure, the rod members are floor slab reinforcing steel bars and welded nodes) to bear the concrete pouring dead weight and other construction loads in the construction stage, when the floor slab design use load is large, the rest design reinforcement is bound and complemented, the bottom die is attached and hung, the net frame type reinforcing steel bar cage and the shuttering are manufactured, the net frame type reinforcing steel bar cage and the shuttering are used as assembly components, the net frame type reinforcing steel bar cage and the shuttering are transported to the site for installation, and then the construction is completed by once cast-in-situ floor slab concrete. The load such as pouring concrete, vibrating in the floor construction stage is born by the steel bar net frame and is transferred to the peripheral support seat beams, and the bottom die of the slab is hung on the net frame nodes without a support frame. Firstly, processing the net frame type reinforcement cage and the shuttering of the two-way slab floor slab in a factory, and after the net frame type reinforcement cage and the shuttering are transported to the site for hoisting connection, integrally casting all the slab concrete at one time.
The invention adds and welds the oblique web between the two-layer two-way reinforcement meshes of the concrete two-way plate to form an inverted quadrangular pyramid grid structure, and endows the reinforcement cage with rigidity and bending shear bearing capacity for bearing the load of the construction and pouring concrete, thereby avoiding a support system under the plate, saving manpower and working hours, leading the concrete floor to be capable of light industrialized production of the reinforcement cage and the shuttering, light transportation and hoisting and one-time whole casting of concrete. Greatly reduces construction energy consumption, labor number and engineering cost and shortens engineering construction period. The inverted quadrangular pyramid grid structure has rigidity and bearing capacity for bearing the load of construction and pouring concrete, so that an under-board supporting system can be avoided. The technical cost of the invention is only to put in the diagonal web bars, the weight of the diagonal web bars is about 2 kg per square meter of floor area, and the cost of the diagonal web bars is about 10 yuan/m < 2 >; all the expenses of renting materials of the full scaffold are saved, and the comprehensive cost is lower than that of the traditional cast-in-situ construction method. In the existing fabricated concrete technology, the fabrication cost per square meter of building area is increased by 300-500 yuan on the basis of the traditional cast-in-situ construction method by adopting the superimposed sheet under the requirement that the assembly rate is only 50%.
Compared with the technology of steel bar truss floor support plate, the invention has the remarkable differences that: 1) The stressed steel bars in the plates are processed into a grid structure, and the longitudinal and transverse bidirectional steel bars are stressed together; 2) The steel sheet iron sheet at the bottom of the floor is not required to be welded to serve as a disassembly-free bottom die, and a common detachable die plate such as an attached wood die plate, a steel die plate, an aluminum die plate and the like can be adopted, so that the bottom of the floor can be in the appearance of bare concrete after finishing; 3) The method is mainly suitable for the bidirectional plates, and according to bidirectional stress of the steel bar net rack, longitudinal and transverse bidirectional steel bars in the plates can be effectively utilized, the required net rack has small sagittal height, the consumption of the steel bars is small, no extra waste is caused, meanwhile, the thinnest plate thickness can be within 1/40 of the design span of the plates, the thickness of the manufactured floor is not required to be increased, and multiple waste such as beams and columns is not caused. Taking the most commonly used 100-thick concrete floor as an example, when the two-way slab of the steel bar net rack is used for construction, the rise height of the steel bar net rack is 70mm; the longest support distance can be 4.0 meters in both the longitudinal and transverse directions.
The foregoing description is only illustrative of the present invention and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes or direct or indirect application in other related technical fields are included in the scope of the present invention.
Claims (2)
1. Support-free and demoulding construction bidirectional plate self-supporting steel bar net rack, four sides of the bidirectional plate support, the steel bar net rack is provided with a gluten net piece and a bottom rib net piece, and is characterized in that: the ratio of the long side to the short side of the bidirectional plate is within 3.0, the distance between the gluten net sheet and the longitudinal and transverse steel bars of the bottom gluten net sheet is 200, and the initial corner point of the bottom gluten net sheet is positioned at the projection position right below the central point of the first square lattice of the gluten net sheet; the first corner point of the gluten net sheet is positioned at the outer side of the upper corner rib of the supporting beam, and the bottom rib anchoring section is inserted into the beam, and the length is more than half of the width of the beam; the gluten net piece and the gluten net piece are provided with oblique web pieces, the oblique web pieces are a plurality of groups of wavy bending ribs which are symmetrical in shape and same in size, the wavelength of the bending ribs is 200, two sides of the parallel gluten are oppositely and oppositely welded at the bottom points of adjacent bending ribs, two sides of the parallel gluten are oppositely and oppositely welded at the peak points of the peaks, and a die hanging nut is arranged at the bottom of each bending rib trough.
2. A support-free and demoulding construction method for a bidirectional plate is characterized by comprising the following steps: the two-way plate self-supporting steel bar net frame adopting the support-free demoulding construction, which is constructed according to the following steps:
1) According to the design construction drawing of the floor slab, selecting gluten and bottom gluten of the floor slab, and taking 200 longitudinal and transverse steel bar intervals;
2) Welding and manufacturing 200X200 square gluten meshes and bottom gluten meshes;
3) Manufacturing a diagonal web bar reinforcing mesh, wherein the diagonal web bar is in a quadrangular pyramid side edge shape, a diagonal web disc adopts wavy bending bars with symmetrical shapes and identical sizes, the wavelength is 200, the bottom points of wave troughs of the wavy bending bars are oppositely welded on two sides of parallel bottom bars, the top points of wave crests are oppositely welded on two sides of parallel gluten bars, and the bottom bar mesh and the gluten mesh are connected into an inverted quadrangular pyramid grid structure, and the lengths from the wave crests to the wave troughs are the oblique lengths of the side spaces of the quadrangular pyramid;
4) According to the arrangement interval requirement of the templates, spot welding a die hanging nut at the sharp point of the quadrangular pyramid, and screwing the templates below the bottom rib net sheet by using bolts;
5) The net frame and the template manufactured in the factory are transported to the site for installation, the gluten anchoring section is welded on the stirrup on the top surface of the beam in a pasting way, and the bottom gluten anchoring section is inserted into the beam, and the length is longer than half of the width of the beam;
6) And (5) after the template is sealed, performing cast-in-place concrete construction.
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| CN202211565058.1A CN115822176B (en) | 2022-12-07 | 2022-12-07 | Support-free demoulding construction bidirectional plate reinforced net rack and bidirectional plate construction method |
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| CN202211565058.1A CN115822176B (en) | 2022-12-07 | 2022-12-07 | Support-free demoulding construction bidirectional plate reinforced net rack and bidirectional plate construction method |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107542196A (en) * | 2017-09-04 | 2018-01-05 | 山东省建筑科学研究院 | Prestressed concrete bidirectional laminated slab and preparation method |
| CN114059715A (en) * | 2021-11-30 | 2022-02-18 | 浙江精工钢结构集团有限公司 | Formwork-supporting-free cast-in-situ inverted-trapezoid combined beam and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004270194A (en) * | 2003-03-06 | 2004-09-30 | Kurimoto Ltd | Support material for end of truss reinforcement |
| CN101649656A (en) * | 2009-09-03 | 2010-02-17 | 同济大学 | Overlapped shear wall with prefabricated part and cast-in-situ part and manufacturing method thereof |
| CN105484403B (en) * | 2015-11-25 | 2017-09-22 | 吉林建筑大学 | Assembly concrete two-way ribbed slab floor and its method of construction |
| CN207160359U (en) * | 2017-09-04 | 2018-03-30 | 山东省建筑科学研究院 | Prestressed concrete bidirectional laminated slab |
| CN209703803U (en) * | 2019-03-19 | 2019-11-29 | 成都城投建筑科技投资管理集团有限公司 | A kind of two direction truss reinforced concrete laminated floor slab |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107542196A (en) * | 2017-09-04 | 2018-01-05 | 山东省建筑科学研究院 | Prestressed concrete bidirectional laminated slab and preparation method |
| CN114059715A (en) * | 2021-11-30 | 2022-02-18 | 浙江精工钢结构集团有限公司 | Formwork-supporting-free cast-in-situ inverted-trapezoid combined beam and construction method thereof |
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