CN101570998A - Rib beam hoop reinforcement and application method thereof - Google Patents
Rib beam hoop reinforcement and application method thereof Download PDFInfo
- Publication number
- CN101570998A CN101570998A CNA2009100154704A CN200910015470A CN101570998A CN 101570998 A CN101570998 A CN 101570998A CN A2009100154704 A CNA2009100154704 A CN A2009100154704A CN 200910015470 A CN200910015470 A CN 200910015470A CN 101570998 A CN101570998 A CN 101570998A
- Authority
- CN
- China
- Prior art keywords
- rib beam
- reinforcement
- hoop reinforcement
- prefabricated component
- loop
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention relates to a rib beam hoop reinforcement and an application method thereof in the processing of a concrete floor. The rib beam hoop reinforcement is formed by mutually intersecting, overlapping and combining closed rings which are arranged on prefabricated members and extended outwards to the lateral surface, and replaces the hoop reinforcement arranged independently in the prior art. The method for processing the floor by applying the rib beam hoop reinforcement comprises the following steps: laying the prefabricated members, using an intersecting sleeve consisting of the closed rings on the prefabricated members as the rib beam hoop reinforcement, and inserting a post-cast rib beam main reinforcement into the intersecting sleeve to form a reinforcement framework of a rib beam, and casting concrete in the gaps of the prefabricated members so as to form an integral concrete floor. By adopting the rib beam hoop reinforcement and the floor manufactured by the application method, four lateral surfaces of the prefabricated members and the post-cast rib beam form a vertical superposed face to replace the horizontal superposed face in the prior art, the reliable connection of the prefabricated members and the post-cast concrete is formed through the connection construction of the closed rings and the post-cast rib beam main reinforcement, a post-cast rib beam reinforcement arranged separately is saved, the processing cost is lowered, the construction process is simplified, and the using amount of the reinforcement is reduced.
Description
Technical field
The present invention relates to building field, rib beam hoop reinforcement and application process thereof that particularly a kind of reinforced concrete floor is used.
Background technology
In the existing various concrete floor system process technologies, rib beam hoop reinforcement is a separate configurations, and the cage of reinforcement of girt strip by main muscle and independently stirrup constitute, the problem of existence is that the site work amount is big, stirrup and prefabricated units dowel separate configurations and cause steel content more separately, the cost of processing height.In addition in the existing concrete composite technology, pre-erection (superimposed sheet, superposed beam) all is a horizontal plane with the superposed surfaces (bonding surface) of cast-in-place part, cast-in-situ concrete all is the upper surface that waters at prefabricated component, the problem that exists is that the pre-erection size is big, transporting and hoisting is difficult, construction requirement is high, mainly is that the superimposed mode of level of this big prefabricated units makes that the superstructure globality is very poor.
Summary of the invention
Many weak points at existing rib beam hoop reinforcement existence, the invention provides a kind of brand-new concrete rib beam stirrup and application process thereof, this rib beam hoop reinforcement is by evenly being configured in forming to the side mutual juxtaposition of overhanging closed-loop on the prefabricated component, thereby needing in the prior art to have replaced the independent rib beam hoop reinforcement that is provided with, four sides of prefabricated component with after water that girt strip forms vertical superposed surfaces and the horizontal superposed surfaces that replaces existing technology, by closed-loop with after water the rib beam main tendon joint construction form prefabricated component and be connected with back the reliable of pouring concrete, thereby form prefabricated units with after water the integral cover that girt strip combines.Overhanging closed-loop on the prefabricated component provided by the present invention, one-object-many-purposes, it not only is connected measure as reliable between the pouring concrete of prefabricated component and back again as rib beam hoop reinforcement, and it still is the steel bar stress of integral cover and the local pressure reinforcing bar of prefabricated component simultaneously.The present invention has simplified construction technology, has reduced the consumption of reinforcing bar, has reduced processing cost.
Rib beam hoop reinforcement provided by the present invention is by evenly being configured in forming to the side mutual juxtaposition of overhanging closed-loop on the prefabricated component; According to technological requirement spacing is set between the adjacent closed-loop, both can all evenly arrange, also can be according to technological requirement with several closed-loops as one group, evenly distributed between organizing then, can effectively improve the intensity of formed rib beam hoop reinforcement like this, reduce the consumption of reinforcing bar simultaneously, reduce cost.
Closed-loop on the prefabricated component that is adopted is overhanging at least one side of prefabricated component, can guarantee on the superstructure diverse location requirement for prefabricated component like this, and best configuration is overhanging to four sides of prefabricated component.For easy construction, generally closed-loop is designed to square simultaneously.
Adopt the method for rib beam hoop reinforcement fabrication of concrete superstructure of the present invention, step is as follows:
I. prefabricated component (1) is arranged in turn, make between the adjacent preforms (1) to the mutual juxtaposition of the overhanging closed-loop in side (2), form a cross cap (5);
II. rib beam main tendon (3) is penetrated cross cap (5), make the stirrup of cross cap (5) as cast-in-place girt strip (4);
III. fluid concrete can form integral cover in the space between adjacent preforms (1).
Adopt the rib beam hoop reinforcement of this structure and use the superstructure of its processing, in the space between prefabricated component, closed-loop separately of adjacent preforms is intersected mutually and is formed a cross cap, this cross cap has just formed rib beam hoop reinforcement, the rib beam hoop reinforcement that has replaced existing independent configuration, reduce the amount of reinforcement of rib beam hoop reinforcement, thereby reduced whole weight; The formed rib beam hoop reinforcement of cross cap with after water the cage of reinforcement that the rib beam main tendon forms girt strip, after water girt strip and need not to dispose separately again stirrup; By closed-loop with after water the rib beam main tendon this structure be connected, form prefabricated component with after water reliably being formed by connecting of girt strip and be integral cover; Prefabricated component with after water girt strip and on vertical plane, form superposed surfaces, replaced horizontal superposed surfaces of the prior art.Because closed-loop is to concrete hoop effect of contraction and the rib beam main tendon pin wedge action to the prefabricated component closed-loop between the prefabricated component, prefabricated component with after water and formed reliable tight being connected between the girt strip, this connection has guaranteed that the concrete floor system with prefabricated component processing is an integral body fully, rather than integral cover must be complete cast-in-place pattern in the existing technology.
In sum, prefabricated component closed-loop of the present invention serves many purposes, the stirrup that waters girt strip after it is not only be again guarantee prefabricated component with after water and form the construction measure that reliably is connected between the girt strip, the while, it still was superstructure integral body steel bar stress and prefabricated component local pressure reinforcing bar.In the method for fabrication of concrete superstructure provided by the invention, thus prefabricated component with after water girt strip superposed surfaces replace four sides that superposed surfaces is the way of upper horizontal surface in the existing composite technologies, promptly the prefabricated component upper surface does not have cast-in-situ concrete.Wet trade, part that technical scheme provided by the present invention has reduced the job site have realized batch production production, have simplified construction technology, have reduced amount of reinforcement, have strengthened the superstructure globality.
Description of drawings
Fig. 1 is a prefabricated component schematic diagram of the present invention;
Fig. 2 is the sectional view of prefabricated component of the present invention;
Fig. 3 is that superstructure of the present invention adds the sectional view between the adjacent preforms in man-hour;
Fig. 4 is the partial sectional view of superstructure of the present invention;
Among the figure, 1 is that prefabricated component, 2 is that closed-loop, 3 is to water girt strip, 5 after rib beam main tendon, 4 is to be cross cap.
The specific embodiment
A kind of rib beam hoop reinforcement upward forms to four overhanging mutual juxtapositions of closed-loop (2) in side by evenly being configured in prefabricated component (1).This closed-loop be square.Prefabricated component planar dimension 1.0 * 1.0m, because of the prefabricated component present position is the stirrup encrypted area of girt strip, stirrup spacing can not be greater than 100mm, so each direction of prefabricated component is provided with 10 closed-loops, to guarantee the stirrup spacing requirement.
Use this rib beam hoop reinforcement and process the method for this concrete floor system, step is as follows:
I. prefabricated component (1) is arranged in turn, made the mutual juxtaposition of overhanging closed-loop (2) between the adjacent preforms (1), form a cross cap (5);
II. rib beam main tendon (3) is penetrated cross cap (5), make the stirrup of cross cap (5) as cast-in-place girt strip (4);
III. can get final product fluid concrete in the space between the adjacent preforms (1).
A kind of rib beam hoop reinforcement is formed by the closed-loop juxtaposition that evenly is configured on the prefabricated component.This closed-loop is square.Described closed-loop is overhanging to four sides of prefabricated component.The prefabricated component planar dimension is similarly embodiment 1 described 1.0 * 1.0m, the prefabricated component present position is: the stirrup encrypted area that direction is a girt strip, stirrup spacing requires to be not more than 100mm, and the other direction girt strip is non-stirrup encrypted area, stirrup spacing requires to be not more than 200mm, therefore prefabricated component is provided with 10 closed-loops in a direction, and at other direction 5 closed-loops is set.
Use this rib beam hoop reinforcement and process the method for this concrete floor system, step is as follows:
I. prefabricated component is arranged in turn, made the mutual juxtaposition of overhanging closed-loop between the adjacent preforms, form a cross cap;
II. the rib beam main tendon is penetrated cross cap, make the stirrup of cross cap as cast-in-place girt strip;
III. can get final product fluid concrete in the space between the adjacent preforms.
Claims (5)
1. rib beam hoop reinforcement is characterized in that: it be by evenly be configured on the prefabricated component (1) to the overhanging closed-loop in side (2) mutually juxtaposition forming.
2. rib beam hoop reinforcement according to claim 1 is characterized in that: described closed-loop is overhanging at least one side of prefabricated component.
3. rib beam hoop reinforcement according to claim 2 is characterized in that: described closed-loop is overhanging to four sides of prefabricated component.
4. superstructure prefabricated component according to claim 1 is characterized in that: described closed-loop is square.
5. application rights requires the method for 1 described rib beam hoop reinforcement fabrication of concrete superstructure, and it is characterized in that: step is as follows:
I. prefabricated component (1) is arranged in turn, made the mutual juxtaposition of closed-loop (2) between the adjacent preforms (1), form a cross cap (5);
II. rib beam main tendon (3) is penetrated cross cap (5), make the stirrup of cross cap (5) as cast-in-place girt strip (4);
III. fluid concrete gets final product in the space between adjacent preforms (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100154704A CN101570998A (en) | 2009-05-25 | 2009-05-25 | Rib beam hoop reinforcement and application method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100154704A CN101570998A (en) | 2009-05-25 | 2009-05-25 | Rib beam hoop reinforcement and application method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101570998A true CN101570998A (en) | 2009-11-04 |
Family
ID=41230461
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2009100154704A Pending CN101570998A (en) | 2009-05-25 | 2009-05-25 | Rib beam hoop reinforcement and application method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101570998A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102051931A (en) * | 2011-01-13 | 2011-05-11 | 北京交通大学 | Steel reinforcement cage for multi-ribbed composite wall and method for installing steel reinforcement cage |
| CN102094490A (en) * | 2011-03-11 | 2011-06-15 | 湖南大学 | Partially confined concrete beam |
| CN102116073A (en) * | 2011-01-07 | 2011-07-06 | 管乃彦 | Plate type prefabricated part with stirrups for beams and columns preinstalled at edges and plate type prefabricated part system |
| CN102352669A (en) * | 2011-08-22 | 2012-02-15 | 李治轮 | Combined multi-limb constraint stirrup |
-
2009
- 2009-05-25 CN CNA2009100154704A patent/CN101570998A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102116073A (en) * | 2011-01-07 | 2011-07-06 | 管乃彦 | Plate type prefabricated part with stirrups for beams and columns preinstalled at edges and plate type prefabricated part system |
| CN102051931A (en) * | 2011-01-13 | 2011-05-11 | 北京交通大学 | Steel reinforcement cage for multi-ribbed composite wall and method for installing steel reinforcement cage |
| CN102094490A (en) * | 2011-03-11 | 2011-06-15 | 湖南大学 | Partially confined concrete beam |
| CN102352669A (en) * | 2011-08-22 | 2012-02-15 | 李治轮 | Combined multi-limb constraint stirrup |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106677049B (en) | Assembled steel-concrete combined structure bridge and construction method | |
| CN103924711B (en) | The construction technology of assembling grillage shear wall structural system | |
| CN206707124U (en) | Prefabricated assembling type reinforced concrete component with joint of steel structure | |
| CN105064511A (en) | Connecting structure of prestress hollow floor slab and H-shaped steel beam and construction method thereof | |
| CN104895230A (en) | Post-cast belt for precast composite floor slabs and construction method of post-cast belt | |
| CN206859479U (en) | A kind of steel bar girder laminated floor slab | |
| CN106013432A (en) | Joint connecting structure in high-ductility assembled integrated frame and construction method | |
| CN103061410A (en) | Building assembled with prefabricated space frame substructures and construction method thereof | |
| CN101570998A (en) | Rib beam hoop reinforcement and application method thereof | |
| CN106337361A (en) | Separated fiber reinforced plastic (FRP)-concrete-steel composite girder bridge structure and construction method thereof | |
| CN107130715A (en) | Teeth groove is poured after a kind of to be linked and packed the construction method of formula building roof system | |
| CN104929294A (en) | Concrete composite plate with built-in cross hollow square steel pipes | |
| CN106320192A (en) | Beam section replacement reinforcement method for large-span concrete continuous beam bridge | |
| CN103938871A (en) | Method for constructing concrete-filled steel tube column and bonded prestressed frame beam structure adopting reinforced concrete ring beam joints | |
| CN206769150U (en) | After pour teeth groove and be linked and packed formula building roof system | |
| CN103603452B (en) | Assembly type profile of tooth laminated floor slab | |
| CN206562792U (en) | Overlapping for existing structure strengthening reconstruction changes antitorque structure | |
| KR101625995B1 (en) | Precast deck and slab having the same | |
| CN104074131A (en) | Assembled inverted T-shaped slab bridge structure and construction method thereof | |
| CN207812771U (en) | A kind of multi-laminate plywood of framework of steel reinforcement interval adjustable | |
| CN103194982A (en) | Construction method for short cantilever support at bridge side span cast-in-situ segment | |
| CN201411809Y (en) | Precast element for concrete floors | |
| CN102605945B (en) | Manufacturing method of big wood formwork | |
| CN215629294U (en) | Bent cap structure and pier | |
| CN214831925U (en) | ECC material-based bridge wet joint structure with template |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Open date: 20091104 |