CN103924737B - End is without bonding variable strength reinforced column - Google Patents
End is without bonding variable strength reinforced column Download PDFInfo
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- CN103924737B CN103924737B CN201410149428.2A CN201410149428A CN103924737B CN 103924737 B CN103924737 B CN 103924737B CN 201410149428 A CN201410149428 A CN 201410149428A CN 103924737 B CN103924737 B CN 103924737B
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- bonding
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- post
- reinforced column
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- 230000002787 reinforcement Effects 0.000 claims abstract description 36
- 239000006260 foam Substances 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 12
- 239000010959 steel Substances 0.000 claims abstract description 12
- 239000000853 adhesive Substances 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims 1
- 210000003205 muscle Anatomy 0.000 abstract description 15
- 239000004033 plastic Substances 0.000 abstract description 9
- 229920003023 plastic Polymers 0.000 abstract description 9
- 238000009415 formwork Methods 0.000 abstract description 4
- 230000021715 photosynthesis, light harvesting Effects 0.000 abstract description 4
- 238000002360 preparation method Methods 0.000 abstract description 2
- 238000011017 operating method Methods 0.000 abstract 1
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 4
- 230000009471 action Effects 0.000 description 2
- 239000011230 binding agent Substances 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
End, without bonding variable strength reinforced column, belongs to Structural Engineering field. Concrete operating procedure comprises: preparation two ends paste that bellows, bellows and the vertical muscle of foam cushion block are fixed, the colligation of steel reinforcement cage, formwork and concretely build and vibrate. Local nothing bonding is realized in the vertical muscle end that bellows is fixed on post by the present invention, and vertical muscle is made up of regular reinforcement and high tensile reinforcement, ensures that first regular reinforcement is surrendered under reciprocating load, and high tensile reinforcement remains on the strain stage, reduces the residual deformation of post. The present invention can effectively improve the length of styletable plastic hinge, improves the energy dissipation capacity of post, improves the anti-seismic performance of post.
Description
Technical field
The present invention relates to reinforced column, relate in particular to end without bonding variable strength reinforced column, belong to Structural EngineeringField.
Background technology
The frequent earthquake occurring in recent years not only brings huge economic loss, and has a strong impact on people's life security. Framework knot1/3 of Gou Zhan China building total amount is more rational anti-seismic structure form. Geological process frame structures under action there will be post hinge mouldFormula, beam hinge pattern and beam column hinge mixed mode three class failure modes, its center pillar hinge pattern is that plastic hinge first occurs at styletable, and mainBe distributed in styletable, if make the upper and lower side of the pillar of certain one deck occur plastic hinge simultaneously, easily cause this floor to be surrendered,And form mechanism with the floor above it. The distribution of this plastic hinge is worst, can seriously undermine structure monolithic stability andVertical bearing capacity, produces weak floor, and local failure occurs. For the appearance that prevents that post hinge type from destroying, the establishing of " strong column and weak beam "Meter theory improves the bearing capacity of post by increasing the sectional area of post or arrangement of reinforcement, and reinforcing bar can coordinated without the way of bonding in endWith concrete deformation relationship time, increase the length of flexing section, make the suffered power mean allocation of styletable originally, thereby increase postThe bearing capacity of son.
The vertical muscle of conventional design center pillar is to adopt symmetric reinforcement according to requirement for bearing capacity, and this can cause vertical muscle under load action to reach simultaneouslyProduce large residual deformation to yield limit. Regular reinforcement and high tensile reinforcement combination configuration can ensure ordinary steel under load actionFirst muscle is surrendered, and high tensile reinforcement is possessed elastic deformability, thereby reduces the residual deformation of post, the areas of plasticity hinge of raising postEnergy dissipation capacity, the anti-seismic performance of raising pillar.
Summary of the invention
The object of the present invention is to provide the end that can effectively reduce earthquake residual deformation and improve energy dissipation capacity without bonding variable strengthReinforced column.
The technical solution used in the present invention is as follows:
End, without bonding variable strength reinforced column, is characterized in that, comprises that end is without bonding regular reinforcement (1), endWithout bonding high tensile reinforcement (2), stirrup (3), rise without the pre-buried bellows (4) of cementation, cylinder foam cushion block (5),The concrete (6) of cast, outside concrete cover (7) composition in steel reinforcement cage; End is without bonding regular reinforcement (1) and endPortion fixes the bellows (4) that is pasted with cylinder foam cushion block (5) in advance without the end of bonding high tensile reinforcement (2), will holdFormwork after portion becomes steel reinforcement cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end without bonding regular reinforcement (1), insideCast concrete, concrete cover is established in outside.
Further, it is characterized in that, described regular reinforcement is the Ribbed Bar that yield strength is not less than 335MPa.
Further, described high tensile reinforcement is that yield strength is the Ribbed Bar of 500～1500MPa.
Further, the length of described bellows is b0，b0It is the effective cross-section width of post; The diameter of described bellows is 1.5d0，d0It is vertical muscle diameter; The thickness of described bellows is 0.5～2mm.
Further, the length that sticks on the cylinder foam cushion block at bellows two ends is 1/10b0, diameter is 1.5d0。
Further, the described stirrup spacing without adhesive section is to have 1/2 of adhesive section stirrup spacing.
Utilize above-mentioned end to improve the preparation method of anti-seismic performance without bonding variable strength armored concrete column technology, its step is as follows:
Step 1: make the diameter cylinder foam cushion block (5) identical with bellows, the circle that diameter is less than bar diameter is drawn at centerThe two ends to bellows (4) by foam plugs are smeared after 914 binding agents in hole in foam wall.
Step 2: the bellows (4) that is plugged with foamed plastics is inserted into the middle part of reinforcing bar (1) (2), uses finer wire lateral penetrationBellows and foamed plastics are to fix the position of bellows.
Step 3: the reinforcing bar (1) (2) of the fixing bellows of end is become to steel reinforcement cage with stirrup (3) colligation.
Step 4: formwork, the inner cast concrete of steel reinforcement cage, and establish concrete cover in outside.
The present invention is with respect to advantage and the beneficial effect of prior art:
1, improve ductility and the energy dissipation capacity of reinforced column. Can increase and mould without bonding armored concrete column technology by endThe length in Xing Jiao district, the energy dissipation capacity of raising post.
2. reduce residual deformation. Under the effect of Cyclic Loading, first the combination of common muscle and high-strength muscle surrenders common muscle, disappearsConsume a large amount of energy. High-strength muscle can be possessed the ability of strain, thereby reduces the residual deformation of structural entity.
3. good integrity. After steel reinforcement cage, bellows colligation complete, one-time-concreting concrete formation, make reinforcing bar, bellows andConcrete firmly bonds together, mutually transmission internal force.
4, economy is strong. This programme is applied in the plastic hinge region of post, successful and can not improve significantly construction costs, propertyValency is more intense, is adapted at extensively promoting in engineering.
Below by drawings and Examples, technical solution of the present invention is described in further detail.
Brief description of the drawings
Fig. 1 is the use status architecture schematic diagram of the present invention in post plastic hinge region.
Fig. 2 is A-A profile in Fig. 1.
Fig. 3 is B-B profile in Fig. 1.
In figure: 1, end is without bonding regular reinforcement; 2, end is without bonding high tensile reinforcement; 3, stirrup; 4, bellows; 5, circleCylinder foam cushion block; 6, the concrete of perfusion in steel reinforcement cage; 7, concrete cover
Detailed description of the invention
1. cutting bellows filled and process plug.
The maximum gauge of vertical muscle used is d0, choosing diameter is 1.5d0Bellows, by bellows according to the cross section effective width of postb0Cut. Making diameter is 1.5d0Be highly 1/10b0Cylinder foam cushion block, at cylinder foam cushion blockThe circular hole that diameter is less than vertical muscle diameter is drawn at center. With 914 binding agents, foam cushion block is fixed on to the two ends of bellows.
2. the bellows of two ends being filled is fixed on the end of vertical muscle.
Vertical muscle is through the foam plugs hole on bellows, penetrates bellows and reinforcing bar is fixed with finer wire.
3. the colligation of steel reinforcement cage
The colligation of steel reinforcement cage must be carried out in strict accordance with related specifications and drawing.
4. the formwork of post and concretely build and vibrate
Carry out formwork according to the size of post, check template qualified after by concreting in template and vibrate, until closely knit.Vibrating spear must not touch reinforcing bar.
The above, be only wherein a kind of embodiment of the present invention, also can be for the concrete of the plastic hinge region of other members approximatelyBundle. Every any amendment of above embodiment being made according to the technology of the present invention essence, change or equivalent structure change, and all should belong toThe protection domain of technical solution of the present invention.
Claims (4)
1. end, without bonding variable strength reinforced column, is characterized in that, comprises that end is without bonding regular reinforcement (1), endPortion without bonding high tensile reinforcement (2), stirrup (3), rise without the pre-buried bellows (4) of cementation, cylinder foam cushion block (5),Concrete (6), the outside concrete cover (7) of cast in steel reinforcement cage; End without bonding regular reinforcement (1) and end without glueOn the end of knot high tensile reinforcement (2) is fixing in advance, be pasted with the bellows (4) of cylinder foam cushion block (5), by end without stickyFormwork after knot regular reinforcement (1) becomes steel reinforcement cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end, inner cast is mixedSolidifying soil, concrete cover is established in outside.
2. end according to claim 1, without bonding variable strength reinforced column, is characterized in that described ordinary steelMuscle is the Ribbed Bar that yield strength is not less than 335MPa.
3. end according to claim 1, without bonding variable strength reinforced column, is characterized in that described high-strength steelMuscle is that yield strength is the Ribbed Bar of 500～1500MPa.
4. end according to claim 1, without bonding variable strength reinforced column, is characterized in that, without adhesive sectionStirrup spacing is to have 1/2 of adhesive section stirrup spacing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410149428.2A CN103924737B (en) | 2014-04-12 | 2014-04-12 | End is without bonding variable strength reinforced column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410149428.2A CN103924737B (en) | 2014-04-12 | 2014-04-12 | End is without bonding variable strength reinforced column |
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| Publication Number | Publication Date |
|---|---|
| CN103924737A CN103924737A (en) | 2014-07-16 |
| CN103924737B true CN103924737B (en) | 2016-05-18 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410149428.2A Active CN103924737B (en) | 2014-04-12 | 2014-04-12 | End is without bonding variable strength reinforced column |
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| Country | Link |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107299641A (en) * | 2017-06-02 | 2017-10-27 | 中国建筑股份有限公司 | A kind of assembled heel join node and its construction method |
| CN108824675A (en) * | 2018-05-07 | 2018-11-16 | 北京工业大学 | A kind of shear wall and preparation method thereof |
| CN108385900A (en) * | 2018-05-10 | 2018-08-10 | 北京工业大学 | Damage controllable steel tube concrete superposed column and preparation method thereof |
| CN113279394A (en) * | 2020-12-30 | 2021-08-20 | 中国五冶集团有限公司 | Cylinder formwork-free pouring concrete structure and method |
| CN114991388A (en) * | 2022-07-15 | 2022-09-02 | 西安建筑科技大学 | Reinforced concrete composite column containing mixed steel bars and construction method |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3418726B2 (en) * | 2000-04-11 | 2003-06-23 | 京都大学長 | High seismic performance RC pier with unbonded high strength core material |
| CN100398760C (en) * | 2004-07-27 | 2008-07-02 | 柳州欧维姆机械股份有限公司 | No bonded finish rolled deformed reinforcing bar with spiral ribs, anchoring system and construction method |
| JP4428304B2 (en) * | 2005-06-29 | 2010-03-10 | 鹿島建設株式会社 | Plastic hinge part of RC structure |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN102287029B (en) * | 2011-06-20 | 2013-06-05 | 北京工业大学 | High-strength reinforcement built-in ultra high performance concrete (UHPC) beam member |
| CN102505805A (en) * | 2011-11-22 | 2012-06-20 | 江苏国建新材料股份有限公司 | Mixed reinforcement high-strength reinforced concrete component |
| CN102535743B (en) * | 2012-02-20 | 2014-08-13 | 同济大学 | Unbonded prestressed steel concrete beam |
| CN103290993B (en) * | 2013-06-03 | 2015-08-26 | 北京工业大学 | Span centre Self-resetting mild-steel energy-consumption concrete beam |
| CN103541438B (en) * | 2013-10-28 | 2015-10-28 | 北京工业大学 | A kind of Reinforced Concrete Circular Cylinder node area gauze wire cloth parcel and additional thin-wall circular steel pipe reinforcement structure and preparation method |
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