CN103114669A - Ribbed steel bar truss concrete superimposed sheet and construction method thereof - Google Patents
Ribbed steel bar truss concrete superimposed sheet and construction method thereof Download PDFInfo
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Abstract
A ribbed steel bar truss concrete superimposed sheet and a ribbed steel bar truss concrete construction method comprise a prefabricated layer and a superimposed layer. The prefabricated layer comprises a steel bar truss net and a concrete layer arranged on the lower portion of the prefabricated layer. A steel bar truss is composed of a lower chord steel bar, an upper chord steel bar and a web member steel bar connecting the lower chord steel bar and the upper chord steel bar. The steel bar truss net is composed of the steel bar truss, an additional steel bar shelved on the lower chord steel bar and vertical to the steel bar truss and a longitudinal steel bar in the lower portion of the prefabricated layer and parallel to the lower chord steel bar of the steel bar truss in the same plane. A plurality of concrete ribs are arranged on the upper end face of the concrete layer along the longitude direction and arranged in parallel. The superimposed layer is a cast-in-place concrete layer arranged on the prefabricate layer. A steel rib net is buried in the superimposed layer. The superimposed layer is connected with the upper chord steel bar in the steel bar truss of the prefabricate layer. The superimposed layer comprises an upper longitudinal bar and the additional steel bar vertical to the upper chord steel bar, and poured into a whole with the upper chord steel bar in the steel bar truss of the prefabricate layer and the web member steel bar. The ribbed steel bar truss concrete superimposed sheet and the ribbed steel bar truss concrete construction method have the advantages of being reasonable in steel bar overall arrangement, good in economy, convenient to hoist and transport, and effective in solving problem of sheet joint cracking.
Description
Technical field
The present invention relates to the building unit technical field, particularly a kind of Ribbed Bar truss concrete folding plate and job practices thereof.
Background technology
At present, steel bar girder concrete folding plate good integrity, do not need on-the-spot formwork and temporary supporting, speed of application fast, and hoisting transportation is easy, fully have the industrialized construction characteristics of dwelling house, but the rigidity increase that invar muscle truss is just being put after the embedding concrete slab is limited, and it also is restricted without the temporary supporting economic span.
Therefore, the disclosed self-bearing type Ribbed Bar of Chinese utility model patent 201120451880.6 truss reinforced concrete slab, it adopts the mode that adds the vertical rib of concrete, greatly improved the bending rigidity of floor, made having greatly increased without the temporary supporting economic span of steel bar girder reinforced concrete slab.But because steel bar stress all adopts steel bar girder, make the layout of steel bar stress to realize by adjusting truss space, brought the waste of reinforcing bar and the increase of truss expense; Steel bar girder all is arranged in concrete rib, fails effectively to bring into play steel bar girder and can improve rigidity, be easy to lift, increase the advantage that can walk pipeline under superimposed effect and the reinforcing bar that winds up, and have many problems at aspects such as construction, the processing of plate seam.
In addition, stitch processing method for the superimposed sheet plate that after processing is one-way slabs in prior art, having of commonly using at present laid onboard piece anticracking reinforcing bar (broken line reinforcing bar or welded wire fabric) and placed transverse reinforcement etc., these two kinds of methods can't prevent the cracking at plate seam place effectively for when construction concrete folding plate (generally its precast plate thickness is larger) without temporary supporting.
Summary of the invention
The object of the present invention is to provide a kind of Ribbed Bar truss reinforced concrete slab and job practices thereof, its reinforcing bar is rationally distributed, good economy performance,, hoisting transportation large without the temporary supporting span are convenient, and can solve well slab-joint cracking problem and plain bars truss concrete folding plate without supporting the little problem of span.
For achieving the above object, technical scheme of the present invention is:
A kind of Ribbed Bar truss concrete folding plate, it comprises, preformed layer, it comprises the layer of concrete of steel bar girder net and its underpart; Described steel bar girder mainly is comprised of with the web member reinforcing bar that is connected both lower edge reinforcing bar, the reinforcing bar that winds up; Described steel bar girder host will be by some steel bar girders, be held on each steel bar girder lower edge reinforcing bar and form perpendicular to the additional bar of steel bar girder and preformed layer bottom and steel bar girder lower edge reinforcing bar parallel longitudinal reinforcement in same plane; The layer of concrete upper surface arranges some concrete rib along its length, and each concrete rib is arranged in parallel; Overlapping layers, it is the cast-in-situ concrete layer that is positioned on described preformed layer, bury steel mesh reinforcement in overlapping layers underground, it connects the reinforcing bar that winds up of described preformed layer steel bar girder, steel mesh reinforcement comprises and winds up parallel reinforced steel bar and forming in the upper longitudinal bar at same depth of section place and the additional bar vertical with the reinforcing bar that winds up, and pours into a mould one with the reinforcing bar that winds up, the web member reinforcing bar of described preformed layer steel bar girder.
Further, the concrete rib end face of described preformed layer layer of concrete is lower than the end face of described overlapping layers, or identical with the apical side height of overlapping layers.
Again, described concrete rib is arranged in the position of described preformed layer end face top no-reinforcing-bar truss.
Have again, the layer of concrete dual-side section interval of described preformed layer bottom arranges the through hole of some up/down perforations, the layer of concrete bottom surface is provided with groove from lead to the hole site to plate piece side, through hole is connected with groove and is worn the tension rib that the preformed layer that connects two superimposed sheets is used, and tension rib will be strained and fixed above preformed layer.
The dual-side section of described preformed layer namely near the preformed layer edge joint position, should arrange steel bar girder, should not arrange concrete rib.
The through hole of the layer of concrete dual-side section of described preformed layer bottom is positioned at the inboard of the steel bar girder web member reinforcing bar in the inner part of preformed layer edge joint position.
The layer of concrete dual-side section of described preformed layer when between the superimposed sheet preformed layer, splicing place does not arrange hole, groove, can arrange piece anticracking reinforcing bar above it.
Described piece anticracking reinforcing bar is fold-line-shaped reinforcing bar or welded wire fabric sheet.
Described steel bar girder cross section is triangle, web member reinforcing bar undulate.
Do plucking and process at the end face no-reinforcing-bar truss place of described preformed layer.
The job practices of steel bar girder concrete folding plate of the present invention comprises the steps:
A) be placed in the preformed layer mould (mould that comprises preformed hole, groove) that has fixed other reinforcing bars in the steel bar girder that processes and preformed layer and colligation, fluid concrete rib place concrete at first, and vibrate and complete; Build again in preformed layer without the concrete at concrete rib place and vibrate;
B) preformed layer concrete surface floating and no-reinforcing-bar truss place plucking can obtain the preformed layer of superimposed sheet afterwards through maintenance, the demoulding;
C) during site operation, with the preformed layer hoisted in position, should guarantee each superimposed sheet preformed layer jam-packed, limit section's groove alignment as far as possible of each superimposed sheet preformed layer splicing side;
D) tension rib is passed limit section's groove and the through hole of adjacent two preformed layers, above preformed layer, tension rib is strained and fixed afterwards, so far, between superimposed sheet, plate seam treatment measures are completed.
E) after the upper longitudinal bar and additional bar in the layout overlapping layers, carry out overlapping layers concreting, last, carry out maintenance and can obtain Ribbed Bar truss concrete folding plate.The concrete of cast overlapping layers adopts ordinary concrete or light weight concrete construction; Described light weight concrete construction is haydite concrete or fly ash concrete.
At above-mentioned steps d) in, described tension rib can be the easy bending wire rod of iron wire, reinforcing bar, wire rope or other energy bearing tensions.Described tension rib fixing means has tension rib self to fix, or tension rib is fixed on the reinforcing bar of steel bar girder.Described tension rib is fixed self, comprises that the tension rib two ends is tightened, the tension rib two ends is tied a knot, the modes such as anchoring piece is fixed, reinforcing bar bending.Described tension rib is fixed on the reinforcing bar of steel bar girder, and adoptable mode has the modes such as welding, colligation, anchoring piece be fixing.
Contrast Chinese utility model patent 201120451880.6, the present invention's difference is:
1) essential structure is different: the former has a steel bar girder that a concrete rib is just arranged, and the present invention corresponding with concrete rib be the common vertical muscle of non-steel bar girder, the quantity of steel bar girder and the quantity of concrete rib there is no identity relation.Therefore, steel bar girder, concrete rib and common vertical muscle can and load flexible arrangement wide according to plate.
2) the preformed layer force-mechanism is different: the former participates in stressed have concrete slab and steel bar girder, and the present invention participates in stressed vertical muscle, concrete slab and the steel bar girder of non-steel bar girder under rib that have.
3) the preformed layer preparation method is different: the former has normally first built the preformed layer base plate at construction, adds afterwards concrete rib place mould, then carries out building of concrete rib; The present invention once installs mould, first builds and the preformed layer concrete rib place of having vibrated, and builds afterwards and the non-rib of the preformed layer that vibrates place again.
4) cost aspect: the former steel bar stress is steel bar girder entirely, makes the layout of vertical muscle to realize by the change of steel bar girder spacing, has brought the waste of reinforcing bar and the increase of expense; And steel bar girder of the present invention, the vertical muscle of non-steel bar girder and concrete rib flexible arrangement can greatly reduce cost by optimum organization.
5) site operation aspect:
1. the former steel bar girder all is positioned at concrete rib, so the on-site hoisting difficulty, needs default lifting structure when precast plate is made; Steel bar girder of the present invention all exposes, and directly is hooked in steel bar girder during lifting and winds up and get final product on reinforcing bar.
2. the preset clearance (being used for wearing the horizontal distribution reinforcing bar) that winds up between reinforcing bar bottom surface and concrete rib end face of the former steel bar girder is easy to be clogged by concrete when building, and causes the horizontal distribution muscle to pass difficulty; The present invention is without this problem.
3. the former because the existence of concrete rib causes the area of cast-in-situ concrete limited, is unfavorable for the connection of plate edge joint position at the edges of boards edge joint position; And the present invention stipulates and should near edge joint position, steel bar girder be set at plate, therefore can effectively increase the cast-in-situ concrete area at plate seam place, is conducive to the connection of plate edge joint position.
4. on the former concrete rib was gathered plate, the intercostal space was narrow and small, was unfavorable for that very the hot-water heating electricity waits pipeline to arrange; Intercostal of the present invention is because the existence of steel bar girder, and can walk pipeline under steel bar girder, makes that to lay pipeline convenient many.
In sum, the present invention and aforementioned utility model patent have the difference of matter.
The invention has the advantages that:
1. Ribbed Bar truss concrete folding plate of the present invention is due to the flexible combination of the vertical muscle of concrete rib, steel bar girder and common non-truss, make the rigidity of superimposed sheet increase, thereby more without the increase of temporary supporting economic span when making construction, effectively enlarged the range of application without bearing bar truss concrete folding plate.
2. Ribbed Bar truss concrete folding plate of the present invention is by concrete rib, less steel bar girder and the flexible combination of common vertical muscle, larger floor span when having realized without temporary supporting, save reinforcing bar, reduced cost, shortened simultaneously the steel bar girder process-cycle.
3. Ribbed Bar truss concrete folding plate of the present invention is because the groove that brings of concrete rib and the existence of steel bar girder, and superimposed effective, globality is strong, is beneficial to antidetonation.
4. Ribbed Bar truss concrete folding plate of the present invention lifting, convenient transportation, speed of application is fast, is conducive to energy-conserving and environment-protective, is conducive to the reduction of erection time, saves construction fund.
5. the inventive method reaches in the preformed layer bottom surface by punching shallow slot is set, tension rib is placed on the forefront of opposing slab-joint cracking, greatly increase the useful cross section height of superimposed sheet piece cross section under the positive bending moment effect, can effectively solve the cracking of edge joint position and the problem of transmission of power; 2. adopt the materials such as fine steel rib, iron wire, wire rope because of tension rib, institute's opening diameter is little, and groove depth is very little, to the stressed almost not weakening of precast plate construction stage, on the contrary, because of the binding of tension rib, is beneficial to the transmission of the upper power of contiguous prefabricated layer.
In the inventive method preformed layer make, effectively solved the problem of building of concrete rib, construction sequence is simple, is easy to batch production.
7. the plate in the inventive method seam is processed, and site operation only has two procedures: wear muscle in the hole and tension rib is strained and fixed, easy operating.
8. the seam of the plate in the inventive method is processed, and applicability is strong, and concrete folding plate is had applicability widely, also can be applicable to complete prefabricated plate.
9. the overall cost of the inventive method is low, and is effectively simple, effectively solved the problem of Cracking of plate seam between superimposed sheet and the problem of building of concrete rib, effectively promotes its applying in all kinds of buildings such as dwelling house.
Description of drawings
Fig. 1 is the preformed layer top view of Ribbed Bar truss concrete folding plate embodiment one of the present invention.
Fig. 2 is A-A (being vertical steel bar girder direction) the superimposed sheet sectional view of Ribbed Bar truss concrete folding plate embodiment one of the present invention.
Fig. 3 is B-B (being parallel steel bar girder direction) the superimposed sheet sectional view of Ribbed Bar truss concrete folding plate embodiment one of the present invention.
Fig. 4 is the superimposed sheet sectional view of the vertical steel bar girder direction of Ribbed Bar truss concrete folding plate embodiment two of the present invention.
Fig. 5 is the top view (preformed layer) of the present invention's two superimposed sheet splicings.
Fig. 6 is C-C (being vertical steel bar girder direction) the superimposed sheet sectional view of Fig. 5.
Fig. 7 is D-D (being parallel steel bar girder direction) the superimposed sheet sectional view of Fig. 5.
Vertical steel bar girder direction superimposed sheet sectional view when Fig. 8 is the present invention's two superimposed sheets employing piece anticracking reinforcing bar method splicing.
The specific embodiment
Below in conjunction with drawings and Examples, the present invention is elaborated.
Referring to Fig. 1～Fig. 3, Ribbed Bar truss concrete folding plate of the present invention, it comprises, preformed layer 1, it comprises the layer of concrete 12 of steel bar girder net 11 and its underpart; Described steel bar girder net 11 mainly by some steel bar girders 13, be held on each steel bar girder lower edge reinforcing bar 131,131 ' upper and form perpendicular to the additional bar 14 of steel bar girder 13 and preformed layer 1 bottom and steel bar girder lower edge reinforcing bar 131,131 ' parallel longitudinal reinforcement 15 in same plane; Described steel bar girder 13 mainly is comprised of with the web member reinforcing bar 133,133 ' that is connected both lower edge reinforcing bar 131,131 ', the reinforcing bar 132 that winds up; Layer of concrete 12 upper surfaces arrange some concrete rib 121 along its length, and each concrete rib 121 is arranged in parallel; Overlapping layers 2, it is the cast-in-situ concrete layer that is positioned on described preformed layer 1, bury steel mesh reinforcement 21 in overlapping layers 2 underground, it connects the reinforcing bar 132 that winds up of described preformed layer 1 steel bar girder 13, steel mesh reinforcement 21 comprises parallel with the reinforcing bar 132 that winds up and forms in the upper longitudinal bar 211 at same depth of section place and the additional bar 212 vertical with the reinforcing bar 132 that winds up, and pours into a mould one with the reinforcing bar 132 that winds up, the web member reinforcing bar 133,133 ' of described preformed layer 1 steel bar girder 13.
In the present embodiment, concrete rib 121 end faces on described preformed layer 1 layer of concrete 12 tops are lower than the end face of described overlapping layers 2.
Described concrete rib 121 is arranged in the position of described preformed layer 1 end face top no-reinforcing-bar truss.
The dual-side section of described preformed layer 1 is the preformed layer edge joint position, should arrange steel bar girder 13, should not arrange concrete rib 121.
Described steel bar girder 13 cross sections are triangle, web member reinforcing bar 133 undulates.
Do plucking and process at the end face no-reinforcing-bar truss place of described preformed layer 1.
Referring to Fig. 4, it is depicted as the vertical steel bar girder direction sectional view of Ribbed Bar truss concrete folding plate embodiment two of the present invention.Concrete rib 121 end faces on preformed layer of the present invention 1 layer of concrete 12 tops are identical with the apical side height of overlapping layers 2.
Referring to Fig. 5～Fig. 7, the present invention's two superimposed sheets 100,100 ' comprise preformed layer 1,1 ', overlapping layers 2,2 '.Described preformed layer 1 is (take preformed layer 1 as example, lower with) the layer of concrete 12 dual-side section intervals of bottom arrange the through hole 122 of some up/down perforations, layer of concrete 12 bottom surfaces are provided with groove 123 from through hole 122 positions to side, through hole is connected with groove to wear and is connected the tension rib 3 that two superimposed sheet preformed layers are used, tension rib 3 is fixed on steel bar girder web member reinforcing bar 133,133 ', or tension rib 3 self directly is strained and fixed above layer of concrete 12.
Referring to Fig. 6, it is depicted as the present invention's two superimposed sheets 100,100 ' and comprises preformed layer 1,1 ', overlapping layers 2,2 ', its preformed layer 1,1 ' layer of concrete 12,12 ' limit section offer respectively through hole 122,122 ' and groove 123,123 ', mutually splice by wearing tension rib 3.
The through hole 122 of the layer of concrete 12 dual-side sections of described preformed layer 1 bottom is positioned at the inboard of steel bar girder 13 web member reinforcing bar 133 in the inner part.
Referring to Fig. 8, it is depicted as the present invention's two superimposed sheets 100,100 ', preformed layer 1 of the present invention, 1 ' layer of concrete 12,12 ' dual-side section are when between superimposed sheet, splicing place does not arrange hole, groove, piece anticracking reinforcing bar 4 can be set above it, and this piece anticracking reinforcing bar 4 is fold-line-shaped reinforcing bar or welded wire fabric sheet.
The job practices of steel bar girder concrete folding plate of the present invention comprises the steps:
A) be placed in the preformed layer mould (mould that comprises preformed hole, groove) that has fixed other reinforcing bars (14,15) in the steel bar girder 13 that processes and preformed layer 1 and colligation, fluid concrete rib place concrete at first, and vibrate and complete; Build again in preformed layer 1 without the concrete at concrete rib place and vibrate;
B) the floating and no-reinforcing-bar truss of preformed layer concrete surface place plucking can obtain the preformed layer 1 of superimposed sheet afterwards through maintenance, the demoulding;
C) during site operation, with preformed layer 1 hoisted in position, should guarantee each superimposed sheet preformed layer 1 (take preformed layer 1 as example, lower with) jam-packed, limit section groove 123 alignment as far as possible of each superimposed sheet preformed layer 1 splicing side;
D) tension rib 3 is passed limit section's groove 123 and the through hole 122 of adjacent two superimposed sheet preformed layers 1, above layer of concrete 12, tension rib 3 is strained and fixed afterwards, so far, between superimposed sheet, plate seam treatment measures are completed;
E) after the upper longitudinal bar 211 and additional bar 212 in layout overlapping layers 2, carry out overlapping layers concreting, last, carry out maintenance and can obtain Ribbed Bar truss concrete folding plate; The concrete of cast overlapping layers adopts ordinary concrete or light weight concrete construction, and light weight concrete construction is haydite concrete or fly ash concrete.
At above-mentioned steps d) in, described tension rib 3 can be the easy bending wire rod of iron wire, reinforcing bar, wire rope or other energy bearing tensions; The be strained and fixed enforcement of middle tension of described tension rib can first be fixed afterwards and strains (by modes such as plug wedges), or directly first strain afterwards and fix (mode such as fixing as the employing anchoring piece); Described tension rib fixing means has tension rib self to fix, or tension rib is fixed on the reinforcing bar of steel bar girder 13; Described tension rib is fixed self, comprises that the tension rib two ends is tightened, the tension rib two ends is tied a knot, the modes such as anchoring piece is fixed, reinforcing bar bending, for iron wire, can directly two ends be tightened; The mode that can adopt anchoring piece to fix or tie a knot for wire rope; Can adopt welding two ends (when actual requirement is high) or directly bending for reinforcing bar.Described tension rib is fixed on the reinforcing bar of steel bar girder, and adoptable mode has the modes such as welding, colligation, anchoring piece be fixing.
In sum, Ribbed Bar truss reinforced concrete slab of the present invention and job practices, its rigidity is large, reinforcing bar is rationally distributed, large without the temporary supporting economic span when good economy performance, construction, hoisting transportation convenient, and can solve well slab-joint cracking problem and plain bars truss concrete folding plate without supporting the little problem of economic span.
Claims (16)
1. Ribbed Bar truss concrete folding plate is characterized in that: comprises,
Preformed layer, it comprises the layer of concrete of steel bar girder net and its underpart; Steel bar girder mainly is comprised of with the web member reinforcing bar that is connected both lower edge reinforcing bar, the reinforcing bar that winds up; Described steel bar girder host will be by some steel bar girders, be held on each steel bar girder lower edge reinforcing bar and form perpendicular to the additional bar of steel bar girder and preformed layer bottom and steel bar girder lower edge reinforcing bar parallel longitudinal reinforcement in same plane; The layer of concrete upper surface arranges some concrete rib along its length, and each concrete rib is arranged in parallel;
Overlapping layers, it is the cast-in-situ concrete layer that is positioned on described preformed layer, bury steel mesh reinforcement in overlapping layers underground, it connects the reinforcing bar that winds up of described preformed layer steel bar girder, steel mesh reinforcement comprises and winds up parallel reinforced steel bar and forming in the upper longitudinal bar at same depth of section place and the additional bar vertical with the reinforcing bar that winds up, and pours into a mould one with the reinforcing bar that winds up, the web member reinforcing bar of described preformed layer steel bar girder.
2. Ribbed Bar truss concrete folding plate as claimed in claim 1 is characterized in that: the concrete rib end face of described preformed layer layer of concrete is lower than the end face of described overlapping layers, or identical with the apical side height of overlapping layers.
3. Ribbed Bar truss concrete folding plate as claimed in claim 1 is characterized in that: described concrete rib is arranged in the position of described preformed layer end face top no-reinforcing-bar truss.
4. steel bar girder concrete folding plate as claimed in claim 1, it is characterized in that, the layer of concrete dual-side section interval of described preformed layer bottom arranges the through hole of some up/down perforations, the layer of concrete bottom surface is provided with groove from the lead to the hole site to the side, through hole is connected with groove to wear and is connected the tension rib that two adjacent superimposed sheet preformed layers are used, and tension rib will be strained and fixed above preformed layer.
5. steel bar girder concrete folding plate as claimed in claim 4, is characterized in that, the through hole of the layer of concrete dual-side section of described preformed layer bottom is positioned at the inboard of the steel bar girder web member reinforcing bar in the inner part of preformed layer edge joint position.
6. steel bar girder concrete folding plate as claimed in claim 1, is characterized in that, the layer of concrete dual-side section of described preformed layer is that between the superimposed sheet preformed layer, splicing place top arranges piece anticracking reinforcing bar.
7. steel bar girder concrete folding plate as claimed in claim 6, is characterized in that, described piece anticracking reinforcing bar is fold-line-shaped reinforcing bar or welded wire fabric sheet.
8. steel bar girder concrete folding plate as claimed in claim 1, is characterized in that, described steel bar girder cross section is triangle, web member reinforcing bar undulate.
9. steel bar girder concrete folding plate as claimed in claim 1, is characterized in that, do plucking and processes at the end face no-reinforcing-bar truss place of described preformed layer.
10. the job practices of steel bar girder concrete folding plate as claimed in claim 1, comprise the steps:
A) be placed in the preformed layer mould other reinforcing bars in the steel bar girder that processes and preformed layer and colligation, the preformed layer mould has been reserved through hole, groove structure; At first fluid concrete rib place concrete, and vibrate and complete; Build again in preformed layer without the concrete at concrete rib place and vibrate;
B) preformed layer concrete surface floating and no-reinforcing-bar truss place plucking can obtain the preformed layer of superimposed sheet afterwards through maintenance, the demoulding;
C) during site operation, with the preformed layer hoisted in position, should guarantee each superimposed sheet preformed layer jam-packed, limit section's groove alignment as far as possible of each superimposed sheet preformed layer splicing side;
D) tension rib is passed limit section's groove and the through hole of adjacent two preformed layers, above preformed layer, tension rib is strained and fixed afterwards, so far, between superimposed sheet, plate seam treatment measures are completed.
E) after the upper longitudinal bar and additional bar in the layout overlapping layers, carry out overlapping layers concreting, last, carry out maintenance and can obtain Ribbed Bar truss concrete folding plate.
11. the job practices of steel bar girder concrete folding plate as claimed in claim 10 is characterized in that, described tension rib is iron wire, reinforcing bar or wire rope.
12. the job practices of steel bar girder concrete folding plate as claimed in claim 10 is characterized in that, described tension rib is fixed with that tension rib self is fixed or tension rib is fixed on the reinforcing bar of steel bar girder.
13. the job practices of steel bar girder concrete folding plate as claimed in claim 12 is characterized in that, described tension rib is fixed self, comprises that the tension rib two ends is tightened or the tension rib two ends is tied a knot or fixes or bend by reinforcing bar by anchoring piece.
14. the job practices of steel bar girder concrete folding plate as claimed in claim 12 is characterized in that, described tension rib is fixed on the mode that adopts on the reinforcing bar of steel bar girder has welding, colligation or anchoring piece to fix.
15. the job practices of steel bar girder concrete folding plate as claimed in claim 10 is characterized in that, the concrete of cast overlapping layers adopts ordinary concrete or light weight concrete construction.
16. the job practices of steel bar girder concrete folding plate as claimed in claim 11 is characterized in that, described light weight concrete construction is haydite concrete or fly ash concrete.
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| CN111794426A (en) * | 2020-07-16 | 2020-10-20 | 中建八局科技建设有限公司 | Construction method for laying plate surface ribs on laminated slab |
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| CN114075850A (en) * | 2020-08-15 | 2022-02-22 | 长沙巨星轻质建材股份有限公司 | Assembled superimposed sheet |
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| CN108297247A (en) * | 2018-04-04 | 2018-07-20 | 汪洋 | A kind of production method of superimposed sheet, superimposed sheet production equipment and superimposed sheet |
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| CN109403523B (en) * | 2018-11-27 | 2024-01-05 | 福建卓越建设工程开发有限公司 | Prefabricated assembled laminated slab suspension type supporting structure and laminated slab construction method |
| CN109441001A (en) * | 2018-11-30 | 2019-03-08 | 精工工业建筑系统有限公司 | A kind of prefabricated outer wall panel with heat preservation sandwich layer |
| CN109441001B (en) * | 2018-11-30 | 2023-09-19 | 精工工业建筑系统有限公司 | Prefabricated external wall panel with heat preservation intermediate layer |
| CN109736499A (en) * | 2018-12-27 | 2019-05-10 | 浙江大经住工科技有限公司 | A kind of prefabricated superimposed sheet and its precasting process |
| CN110195488A (en) * | 2019-06-06 | 2019-09-03 | 呼和浩特市中朵兴泰远大建筑工业有限公司 | A kind of concrete prefabricated board and its installation method |
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| CN110424602A (en) * | 2019-07-03 | 2019-11-08 | 辽宁煜梽新型建材有限公司 | A kind of component on site construction method of superimposed sheet |
| CN110625732A (en) * | 2019-07-03 | 2019-12-31 | 辽宁煜梽新型建材有限公司 | Method for manufacturing laminated plate |
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| CN110886181A (en) * | 2019-11-25 | 2020-03-17 | 清华大学 | Precast concrete bridge and construction method thereof |
| CN111794426A (en) * | 2020-07-16 | 2020-10-20 | 中建八局科技建设有限公司 | Construction method for laying plate surface ribs on laminated slab |
| CN114075850A (en) * | 2020-08-15 | 2022-02-22 | 长沙巨星轻质建材股份有限公司 | Assembled superimposed sheet |
| CN114075854A (en) * | 2020-08-15 | 2022-02-22 | 长沙巨星轻质建材股份有限公司 | Welding-free laminated plate |
| CN112411621A (en) * | 2020-10-26 | 2021-02-26 | 扬州工业职业技术学院 | Assembling construction method of prefabricated comprehensive pipe gallery |
| CN112497440A (en) * | 2020-12-02 | 2021-03-16 | 范文祥 | Production and manufacturing die for laminated floor slab |
| CN112922205A (en) * | 2021-01-28 | 2021-06-08 | 重庆中科建筑科技(集团)有限公司 | Construction process and structure for close splicing and strong joint of two-way superimposed sheet |
| CN113047494A (en) * | 2021-03-04 | 2021-06-29 | 广东省源天工程有限公司 | Precast concrete superimposed sheet |
| CN113529569A (en) * | 2021-06-30 | 2021-10-22 | 中国建筑第五工程局有限公司 | Double-deck slab structure and construction method thereof |
| CN113526339A (en) * | 2021-07-13 | 2021-10-22 | 山东大学 | Ribbed laminated slab with stacking and hoisting integrated piece and stacking and hoisting method thereof |
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