CN103114669B - 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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- CN103114669B CN103114669B CN201310080402.2A CN201310080402A CN103114669B CN 103114669 B CN103114669 B CN 103114669B CN 201310080402 A CN201310080402 A CN 201310080402A CN 103114669 B CN103114669 B CN 103114669B
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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 building unit technical field, particularly a kind of Ribbed Bar truss concrete folding plate and construction method thereof.
Background technology
At present, steel bar girder concrete folding plate good integrity, do not need on-the-spot formwork and temporary support, speed of application fast, and hoisting transportation is easy, fully there is the construction feature of housing industry, but just putting the rigidity after embedding concrete slab because of steel bar girder increases limited, and it is also restricted without temporary support economic span.
Therefore, self-bearing type Ribbed Bar truss reinforced concrete slab disclosed in Chinese utility model patent 201120451880.6, it adopts and adds the mode that rib indulged by concrete, substantially increase the bending rigidity of floor, make having greatly increased without temporary support economic span of steel bar girder reinforced concrete slab.But because steel bar stress all adopts steel bar girder, the layout of steel bar stress can only be realized by adjustment truss space, bring the waste of reinforcing bar and the increase of truss expense; Steel bar girder is all arranged in concrete rib, fail effectively to play steel bar girder can improve rigidity, be easy to lift, increase superimposed effect and the reinforcing bar that winds up under can walk the advantage of pipeline, and there is many problems in construction, the process of plate seam etc.
In addition, for the superimposed sheet plate seam processing method after process being one-way slabs in prior art, having of commonly using at present is laid piece anticracking reinforcing bar (broken line reinforcing bar or welded wire fabric) onboard and places transverse reinforcement etc., these two kinds of methods for during construction without the concrete folding plate (generally its precast plate thickness is larger) of temporary support, cannot the cracking at preventing board seam place effectively.
Summary of the invention
The object of the present invention is to provide a kind of Ribbed Bar truss reinforced concrete slab and construction method thereof, its steel reinforcement layout rationally, good economy performance, large without temporary support span, hoisting transportation convenient, and can solve slab-joint cracking problem and plain bars truss concrete folding plate well without the little problem of support 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, and it comprises the layer of concrete of steel bar girder net and its underpart; Described steel bar girder forms with the web member reinforcing bar both being connected primarily of lower edge reinforcing bar, the reinforcing bar that winds up; Described steel bar girder net primarily of 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 the preformed layer bottom longitudinal reinforcement parallel in same plane with steel bar girder lower edge reinforcing bar; 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 be positioned on described preformed layer, steel mesh reinforcement is buried underground in overlapping layers, it connects the reinforcing bar that winds up of described preformed layer steel bar girder, steel mesh reinforcement comprises and forming with wind up parallel reinforced steel bar and 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 of described preformed layer steel bar girder, web member reinforcing bar.
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 edge interval, layer of concrete both sides of described preformed layer bottom arranges the through hole of some up/down perforations, layer of concrete bottom surface is provided with groove from lead to the hole site to plate piece side, wear the tension rib of the preformed layer of connection two superimposed sheet in through hole and groove, tension rib will be strained and fixed above preformed layer.
The both sides edge of described preformed layer, namely near preformed layer edge joint position, should arrange steel bar girder, should not arrange concrete rib.
The through hole of the layer of concrete both sides edge of described preformed layer bottom is positioned at the inner side of the steel bar girder web member reinforcing bar in the inner part of preformed layer edge joint position.
Between the layer of concrete both sides edge of described preformed layer and superimposed sheet preformed layer stitching portion not providing holes, groove time, piece anticracking reinforcing bar can be set above it.
Described piece anticracking reinforcing bar is fold-line-shaped reinforcing bar or welded reinforcement mesh sheet.
Described steel bar girder cross section is triangle, web member reinforcing bar undulate.
Wharf's pavement quality is done at the end face no-reinforcing-bar truss place of described preformed layer.
The construction method of steel bar girder concrete folding plate of the present invention, comprises the steps:
A) other reinforcing bars in the steel bar girder processed and preformed layer are placed on the preformed layer mould (comprising the mould of preformed hole, groove) fixed interior also colligation, first fluid concrete rib place concrete, and have vibrated; To build again in preformed layer without the concrete at concrete rib place and vibrate;
B) the floating and no-reinforcing-bar truss place plucking of preformed layer concrete surface, after can to obtain the preformed layer of superimposed sheet through maintenance, the demoulding;
C) during site operation, by preformed layer hoisted in position, each superimposed sheet preformed layer jam-packed should be ensured, the edge groove alignment as far as possible of each superimposed sheet preformed layer splicing side;
D) tension rib is passed edge groove and the through hole of adjacent two pieces of preformed layers, be strained and fixed by tension rib afterwards above preformed layer, so far, between superimposed sheet, plate seam treatment measures complete.
E), after arranging upper longitudinal bar in overlapping layers and additional bar, carry out overlapping layers concreting, finally, 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 iron wire, reinforcing bar, wire rope or other can bear the easy bending wire rod of pulling force.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 the modes such as tension rib two ends is tightened, tension rib two ends is tied a knot, anchoring piece is fixed, reinforcing bar bending.Described tension rib is fixed on the reinforcing bar of steel bar girder, the adoptable mode mode such as have welding, colligation, anchoring piece fixing.
Contrast Chinese utility model patent 201120451880.6, the difference of the present invention is:
1) essential structure is different: the former has a steel bar girder just to have a concrete rib, 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 according to plate wide and load flexible arrangement.
2) preformed layer force-mechanism is different: the former participates in stressed having concrete slab and steel bar girder, and the present invention participate in stressed have rib under non-steel bar girder indulge muscle, concrete slab and steel bar girder.
3) preformed layer preparation method is different: the former has normally first built preformed layer base plate at construction, adds concrete rib place mould afterwards, then carries out building of concrete rib; The present invention once installs mould, first builds and preformed layer concrete rib place of having vibrated, and builds afterwards and preformed layer non-rib place of vibrating again.
4) cost aspect: the former steel bar stress is steel bar girder entirely, is made the layout of vertical muscle can only be realized by the change of steel bar girder spacing, brings the waste of reinforcing bar and the increase of expense; And steel bar girder of the present invention, non-steel bar girder indulge muscle and concrete rib flexible arrangement, greatly reduce cost by optimum organization.
5) site operation aspect:
1. the former steel bar girder is all positioned at concrete rib, therefore on-site hoisting difficulty, need preset lifting structure when precast plate makes; Steel bar girder of the present invention all exposes, and is directly hooked in steel bar girder and winds up on reinforcing bar during lifting.
2. the preset clearance (being used for wearing horizontal distribution reinforcing bar) that the former steel bar girder winds up between reinforcing bar bottom surface and concrete rib end face is easy to be clogged by concrete when building, and causes horizontal distribution muscle through difficulty; The present invention is then without this problem.
3. the former is at edges of boards edge joint position because the existence of concrete rib, causes the limited area of cast-in-situ concrete, is unfavorable for the connection of plate edge joint position; And the present invention specifies to arrange steel bar girder at plate near edge joint position, therefore effectively can increase the cast-in-situ concrete area at plate seam place, be conducive to the connection of plate edge joint position.
4. the former concrete rib is gathered on plate, and intercostal space is narrow and small, is unfavorable for that very much hot-water heating electricity waits pipeline to arrange; Intercostal of the present invention because the existence of steel bar girder, and can walk pipeline under steel bar girder, make 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 indulges the flexible combination of muscle due to concrete rib, steel bar girder and common non-truss, the rigidity of superimposed sheet is increased, thus increase more without temporary support economic span when making construction, effectively expand the range of application without bearing bar truss concrete folding plate.
2. Ribbed Bar truss concrete folding plate of the present invention is by the flexible combination of concrete rib, less steel bar girder and common vertical muscle, achieve without floor span larger during temporary support, save reinforcing bar, reduce cost, shorten the steel bar girder process-cycle simultaneously.
3. Ribbed Bar truss concrete folding plate of the present invention is because the existence of the groove that brings of concrete rib and steel bar girder, superimposed effective, and globality is strong, is beneficial to antidetonation.
4. Ribbed Bar truss concrete folding plate lifting of the present invention, 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 is by punching and arranging shallow slot in preformed layer bottom surface, 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 positive bending moment effect, effectively can solve the cracking of edge joint position and the problem of transmission of power; 2. because tension rib adopts the material such as fine steel rib, iron wire, wire rope, institute's opening diameter is little, and groove depth is very little, stressedly almost not to weaken, on the contrary, because of the binding of tension rib, be beneficial to the transmission of power on contiguous prefabricated layer to the precast plate construction stage.
6. in the inventive method preformed layer make, what efficiently solve concrete rib builds problem, and construction sequence is simple, is easy to batch production.
7. the plate seam process in the inventive method, site operation only has two procedures: wear muscle in hole and tension rib is strained and fixed, and is easy to operation.
8. the plate seam process in the inventive method, applicability is strong, has applicability widely, also can be applicable to complete prefabricated plate to concrete folding plate.
9. the overall cost of the inventive method is low, and simply effectively, what efficiently solve the problem of Cracking of the seam of plate between superimposed sheet and concrete rib builds problem, effectively promotes its applying in all kinds of buildings such as house.
Accompanying drawing explanation
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 (i.e. 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 (i.e. parallel rebar truss 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 in 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 two superimposed sheet splicing.
Fig. 6 is C-C (i.e. vertical steel bar girder direction) the superimposed sheet sectional view of Fig. 5.
Fig. 7 is D-D (i.e. parallel rebar truss direction) the superimposed sheet sectional view of Fig. 5.
Vertical steel bar girder direction superimposed sheet sectional view when Fig. 8 is the reinforcing bar method splicing of the present invention two superimposed sheet employing piece anticracking.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is elaborated.
See Fig. 1 ~ Fig. 3, Ribbed Bar truss concrete folding plate of the present invention, it comprises, preformed layer 1, and it comprises the layer of concrete 12 of steel bar girder net 11 and its underpart; Described steel bar girder net 11 primarily of some steel bar girders 13, to 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 the preformed layer 1 bottom longitudinal reinforcement 15 parallel in same plane with steel bar girder lower edge reinforcing bar 131,131 '; Described steel bar girder 13 primarily of lower edge reinforcing bar 131,131 ', the reinforcing bar 132 that winds up forms with the web member reinforcing bar 133,133 ' both being connected; Layer of concrete 12 upper surface arranges some concrete rib 121 along its length, and each concrete rib 121 is arranged in parallel; Overlapping layers 2, it is be positioned at the cast-in-situ concrete layer on described preformed layer 1, steel mesh reinforcement 21 is buried underground in overlapping layers 2, it connects the reinforcing bar 132 that winds up of described preformed layer 1 steel bar girder 13, steel mesh reinforcement 21 comprises and upper longitudinal bar 211 at same depth of section place and with wind up reinforcing bar 132 vertical additional bar 212 parallel with the reinforcing bar 132 that winds up and forms, and pours into a mould one with the reinforcing bar 132 that winds up of described preformed layer 1 steel bar girder 13, web member reinforcing bar 133,133 '.
In the present embodiment, concrete rib 121 end face on described preformed layer 1 layer of concrete 12 top is 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 both sides edge of described preformed layer 1 and preformed layer edge joint position, should arrange steel bar girder 13, should not arrange concrete rib 121.
Described steel bar girder 13 cross section is triangle, web member reinforcing bar 133 undulate.
Wharf's pavement quality is done at the end face no-reinforcing-bar truss place of described preformed layer 1.
See 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 face on preformed layer 1 layer of concrete 12 top of the present invention is identical with the apical side height of overlapping layers 2.
See Fig. 5 ~ Fig. 7, the present invention two superimposed sheet 100,100 ' comprise preformed layer 1,1 ', overlapping layers 2,2 '.Described preformed layer 1 is (for preformed layer 1, down together) the edge interval, layer of concrete 12 both sides of bottom arranges the through hole 122 of some up/down perforations, layer of concrete 12 bottom surface is provided with groove 123 from through hole 122 position to side, the tension rib 3 of connection two superimposed sheet preformed layer is worn in through hole and groove, tension rib 3 is fixed on steel bar girder web member reinforcing bar 133,133 ', or tension rib 3 self is directly strained and fixed above layer of concrete 12.
See Fig. 6, its be depicted as the present invention two superimposed sheet 100,100 ' comprise preformed layer 1,1 ', overlapping layers 2,2 ', its preformed layer 1,1 ' layer of concrete 12,12 ' edge offers through hole 122,122 ' and groove 123,123 ' respectively, mutually splices by wearing tension rib 3.
The through hole 122 of the layer of concrete 12 both sides edge of described preformed layer 1 bottom is positioned at the inner side of steel bar girder 13 web member reinforcing bar 133 in the inner part.
See Fig. 8, it is depicted as the present invention two superimposed sheet 100,100 ', between layer of concrete 12,12 ' the both sides edge of preformed layer 1,1 ' of the present invention and superimposed sheet stitching portion not providing holes, groove time, can arrange piece anticracking reinforcing bar 4 above it, this piece anticracking reinforcing bar 4 is fold-line-shaped reinforcing bar or welded reinforcement mesh sheet.
The construction method of steel bar girder concrete folding plate of the present invention, comprises the steps:
A) other reinforcing bars (14,15) in the steel bar girder 13 processed and preformed layer 1 are placed on also colligation in the preformed layer mould (comprising the mould of preformed hole, groove) fixed, first fluid concrete rib place concrete, and vibrated; To build again in preformed layer 1 without the concrete at concrete rib place and vibrate;
B) the floating and no-reinforcing-bar truss place plucking of preformed layer concrete surface, after can to obtain the preformed layer 1 of superimposed sheet through maintenance, the demoulding;
C) during site operation, by preformed layer 1 hoisted in position, should ensure each superimposed sheet preformed layer 1 (for preformed layer 1, lower same) jam-packed, each superimposed sheet preformed layer 1 splices edge groove 123 alignment as far as possible of side;
D) tension rib 3 is passed edge groove 123 and the through hole 122 of adjacent two pieces of superimposed sheet preformed layers 1, be strained and fixed by tension rib 3 afterwards above layer of concrete 12, so far, between superimposed sheet, plate seam treatment measures complete;
E), after arranging upper longitudinal bar 211 in overlapping layers 2 and additional bar 212, carry out overlapping layers concreting, finally, 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 iron wire, reinforcing bar, wire rope or other can bear the easy bending wire rod of pulling force; The be strained and fixed enforcement of middle tension of described tension rib first can be fixed and strains afterwards (by modes such as plug wedges), or directly first strain and fix afterwards (as employing anchoring piece such as to fix at the mode); 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 the modes such as tension rib two ends is tightened, tension rib two ends is tied a knot, anchoring piece is fixed, reinforcing bar bending, for iron wire, can directly two ends be tightened; For the mode that wire rope can adopt anchoring piece to fix or tie a knot; Welding two ends (during actual requirement height) can be adopted for reinforcing bar or directly bend.Described tension rib is fixed on the reinforcing bar of steel bar girder, the adoptable mode mode such as have welding, colligation, anchoring piece fixing.
In sum, Ribbed Bar truss reinforced concrete slab of the present invention and construction method, its rigidity is large, steel reinforcement layout rationally, good economy performance, construction time large without temporary support economic span, hoisting transportation convenient, and can solve slab-joint cracking problem and plain bars truss concrete folding plate well without supporting the little problem of economic span.
Claims (16)
1. a Ribbed Bar truss concrete folding plate, is characterized in that: comprise,
Preformed layer, it comprises the layer of concrete of steel bar girder net and its underpart; Steel bar girder forms with the web member reinforcing bar both being connected primarily of lower edge reinforcing bar, the reinforcing bar that winds up; Described steel bar girder net primarily of 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 the preformed layer bottom longitudinal reinforcement parallel in same plane with steel bar girder lower edge reinforcing bar; 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 be positioned on described preformed layer, steel mesh reinforcement is buried underground in overlapping layers, it connects the reinforcing bar that winds up of described preformed layer steel bar girder, steel mesh reinforcement comprises and forming with wind up parallel reinforced steel bar and 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 of described preformed layer steel bar girder, web member reinforcing bar.
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 edge interval, layer of concrete both sides of described preformed layer bottom arranges the through hole of some up/down perforations, layer of concrete bottom surface is provided with groove from lead to the hole site to side, wear the tension rib of the adjacent superimposed sheet preformed layer of connection two in through hole and groove, tension rib will be strained and fixed above preformed layer.
5. steel bar girder concrete folding plate as claimed in claim 4, it is characterized in that, the through hole of the layer of concrete both sides edge of described preformed layer bottom is positioned at the inner side 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, arranges piece anticracking reinforcing bar between the layer of concrete both sides edge of described preformed layer and superimposed sheet preformed layer above stitching portion.
7. steel bar girder concrete folding plate as claimed in claim 6, it is characterized in that, described piece anticracking reinforcing bar is fold-line-shaped reinforcing bar or welded reinforcement mesh sheet.
8. steel bar girder concrete folding plate as claimed in claim 1, it 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, it is characterized in that, wharf's pavement quality is done at the end face no-reinforcing-bar truss place of described preformed layer.
10. the construction method of steel bar girder concrete folding plate as claimed in claim 1, comprises the steps:
A) other reinforcing bars in the steel bar girder processed and preformed layer are placed on also colligation in preformed layer mould, preformed layer mould reserved through hole, groove structure; First fluid concrete rib place concrete, and vibrated; To build again in preformed layer without the concrete at concrete rib place and vibrate;
B) the floating and no-reinforcing-bar truss place plucking of preformed layer concrete surface, after can to obtain the preformed layer of superimposed sheet through maintenance, the demoulding;
C) during site operation, by preformed layer hoisted in position, each superimposed sheet preformed layer jam-packed should be ensured, the edge groove alignment as far as possible of each superimposed sheet preformed layer splicing side;
D) tension rib is passed edge groove and the through hole of adjacent two pieces of preformed layers, be strained and fixed by tension rib afterwards above preformed layer, so far, between superimposed sheet, plate seam treatment measures complete;
E), after arranging upper longitudinal bar in overlapping layers and additional bar, carry out overlapping layers concreting, finally, carry out maintenance and can obtain Ribbed Bar truss concrete folding plate.
The construction method of 11. steel bar girder concrete folding plates as claimed in claim 10, it is characterized in that, described tension rib is iron wire, reinforcing bar or wire rope.
The construction method of 12. steel bar girder concrete folding plates as claimed in claim 10, is characterized in that, described tension rib is fixed with tension rib self and fixes or tension rib is fixed on the reinforcing bar of steel bar girder.
The construction method of 13. steel bar girder concrete folding plates as claimed in claim 12, it is characterized in that, described tension rib is fixed self, comprise tension rib two ends tighten or tension rib two ends knotting or fixed by anchoring piece or bent by reinforcing bar.
The construction method of 14. steel bar girder concrete folding plates as claimed in claim 12, it is characterized in that, described tension rib is fixed on the mode that the reinforcing bar of steel bar girder adopts has welding, colligation or anchoring piece to fix.
The construction method of 15. steel bar girder concrete folding plates as claimed in claim 10, is characterized in that, the concrete of cast overlapping layers adopts ordinary concrete or light weight concrete construction.
The construction method of 16. steel bar girder concrete folding plates as claimed in claim 15, it is characterized in that, described light weight concrete construction is haydite concrete or fly ash concrete.
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| CN201310080402.2A CN103114669B (en) | 2013-03-13 | 2013-03-13 | Ribbed steel bar truss concrete superimposed sheet and construction method thereof |
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| CN201310080402.2A CN103114669B (en) | 2013-03-13 | 2013-03-13 | Ribbed steel bar truss concrete superimposed sheet and construction method thereof |
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| CN103114669B true CN103114669B (en) | 2015-06-17 |
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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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| JP2001065094A (en) * | 1999-08-31 | 2001-03-13 | Fastener Eng:Kk | Concrete form used for construction of concrete floor |
| JP2002106098A (en) * | 2000-10-03 | 2002-04-10 | Mei Kenchiku Sekkei Jimusho:Kk | Precast concrete plate and floor structure |
| CN2698878Y (en) * | 2004-04-16 | 2005-05-11 | 浙江杭萧钢构股份有限公司 | Truss type superimposed sheet |
| JP2007107217A (en) * | 2005-10-12 | 2007-04-26 | Kumagai Gumi Co Ltd | Structure of precast concrete plate |
| CN201013040Y (en) * | 2007-03-15 | 2008-01-30 | 浙江杭萧钢构股份有限公司 | Steel bar truss prestressed concrete superimposed sheet |
| CN201202206Y (en) * | 2008-05-12 | 2009-03-04 | 万科企业股份有限公司 | Precast concrete slab |
| CN202416650U (en) * | 2011-11-16 | 2012-09-05 | 宝钢建筑系统集成有限公司 | Self-supporting ribbed reinforced steel bar truss concrete composite slab |
| CN202380609U (en) * | 2011-12-23 | 2012-08-15 | 宝钢建筑系统集成有限公司 | Pre-split-joint light wall plate capable of realizing industrial production |
| CN203113581U (en) * | 2013-03-13 | 2013-08-07 | 宝钢建筑系统集成有限公司 | Ribbed steel bar truss concrete laminated slab |
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Effective date of registration: 20190529 Address after: 200050 No. 1118 Dingxi Road, Changning District, Shanghai Patentee after: SHANGHAI BAOGANG CONSTRUCTION ENGINEERING DESIGN CO.,LTD. Address before: 200050 Fourth Floor, South Building, 1116 Dingxi Road, Changning District, Shanghai Patentee before: BAOSTEEL CONSTRUCTION SYSTEM INTEGRATION CO.,LTD. |
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Address after: 200050 No. 1118 Dingxi Road, Shanghai, Changning District Patentee after: Shanghai Baosteel Construction Engineering Technology Co.,Ltd. Address before: 200050 No. 1118 Dingxi Road, Shanghai, Changning District Patentee before: SHANGHAI BAOGANG CONSTRUCTION ENGINEERING DESIGN CO.,LTD. |