CN103924737A - Reinforced concrete columns with unbonded end parts and unequal strength - Google Patents
Reinforced concrete columns with unbonded end parts and unequal strength Download PDFInfo
- Publication number
- CN103924737A CN103924737A CN201410149428.2A CN201410149428A CN103924737A CN 103924737 A CN103924737 A CN 103924737A CN 201410149428 A CN201410149428 A CN 201410149428A CN 103924737 A CN103924737 A CN 103924737A
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- bonding
- reinforced concrete
- bellows
- post
- columns
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 15
- 239000004567 concrete Substances 0.000 claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 18
- 239000006260 foam Substances 0.000 claims abstract description 13
- 239000004033 plastic Substances 0.000 claims abstract description 12
- 229920003023 plastic Polymers 0.000 claims abstract description 12
- 238000009415 formwork Methods 0.000 claims abstract description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 210000003205 muscle Anatomy 0.000 claims description 12
- 239000000853 adhesive Substances 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 4
- 239000012530 fluid Substances 0.000 claims description 3
- 230000009471 action Effects 0.000 abstract description 4
- 238000000034 method Methods 0.000 abstract description 3
- 230000008569 process Effects 0.000 abstract description 3
- 230000005489 elastic deformation Effects 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 4
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 239000010959 steel Substances 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
- 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
- 230000035515 penetration Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000001568 sexual effect Effects 0.000 description 1
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- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses reinforced concrete columns with unbonded end parts and the unequal strength, and belongs to the field of structural engineering. The process comprises the following concrete operation steps: preparing corrugated pipes with foam pads attached to two ends; fixing the corrugated pipes and longitudinal bars; strapping reinforcement cages; and pouring and vibrating a formwork and concrete. The corrugated pipes are fixed at the end parts of the longitudinal bars of the columns to achieve the local unbonded target. The longitudinal bars are formed by common reinforcement and high-strength reinforcement, so that the common reinforcement is firstly yielded under the reciprocating load action, the high-strength reinforcement is kept at an elastic deformation stage, and the residual deformation of the columns is reduced. By adopting the reinforced concrete columns, the lengths of plastic hinges at the ends of the columns can be effectively improved, the energy-dissipating capacity of each column is improved, and the anti-seismic property of each column is also improved.
Description
Technical field
The present invention relates to reinforced concrete post, relate in particular to end without bonding variable strength reinforced concrete post, belong to Structural Engineering field.
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.Frame construction accounts for 1/3 of China's building total amount, is more rational earthquake resistant structure form.Geological process frame structures under action there will be post hinge pattern, 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 be mainly 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 monolithic stability and the vertical bearing capacity of structure, produces weak floor, and local failure occurs.For the appearance that prevents that post hinge type from destroying, the design concept of " strong column and weak beam " improves the bearing capacity of post by increasing the sectional area of post or arrangement of reinforcement, and end can increase the length of flexing section in coordinating reinforcing bar and concrete deformation relationship without the way of bonding, make the suffered power mean allocation of styletable originally, thereby increase the bearing capacity of pillar.
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 yield limit simultaneously and produce large permanent set.Plain bars and high tensile reinforcement combination configuration can ensure that under load action, first plain bars is surrendered, and high tensile reinforcement is possessed elastic deformability, thereby reduces the permanent set of post, improves the energy dissipation capacity of the areas of plasticity hinge of post, improves the anti-seismic performance of pillar.
Summary of the invention
The object of the present invention is to provide the end that can effectively reduce earthquake permanent set and improve energy dissipation capacity without bonding variable strength reinforced concrete post.
The technical solution used in the present invention is as follows:
End is without bonding variable strength reinforced concrete post, it is characterized in that, comprise that end forms without concrete (6), the outside concrete cover (7) of cast in bonding high tensile reinforcement (2), stirrup (3), a pre-buried bellows (4) without cementation, cylinder foam cushion block (5), reinforcing cage without the plain bars (1) that bonds, end; The bellows (4) that is pasted with cylinder foam cushion block (5) is fixed without bonding plain bars (1) and end in advance in end without the end of bonding high tensile reinforcement (2); formwork after end is become to reinforcing cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end without bonding plain bars (1); inner fluid concrete, concrete cover is established in outside.
Further, it is characterized in that, described plain bars 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 b
0, b
0it is the useful cross section width of post; The diameter of described bellows is 1.5d
0, d0 is vertical muscle diameter; The thickness of described bellows is 0.5～2mm.
Further, the length that sticks on the cylinder foamed plastics at bellows two ends is 1/10b
0, diameter is 1.5d
0.
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 steel concrete column technology, its step is as follows:
Step 1: make the diameter cylinder foam cushion block (5) identical with bellows, the circular hole that diameter is less than bar diameter is drawn at center is smeared the two ends of foam plugs being arrived after 914 cementing agents to bellows (4) 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), with finer wire lateral penetration bellows and foamed plastics to fix the position of bellows.
Step 3: the reinforcing bar (1) (2) of the fixing bellows of end is become to reinforcing cage with stirrup (3) colligation.
Step 4: formwork, the inner fluid concrete of reinforcing 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 concrete post.Can increase the length of plastic hinge region by end without bonding steel concrete column technology, improve the energy dissipation capacity of post.
2. reduce permanent set.Under the effect of Cyclic Loading, first the combination of common muscle and high-strength muscle surrenders common muscle, consumes a large amount of energy.High-strength muscle can be possessed the ability of elastic deformation, thereby reduces the permanent set of structural entity.
3. good integrity.After reinforcing cage, bellows colligation complete, one-time-concreting concrete formation, firmly bonds together reinforcing bar, bellows and concrete, 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, and sexual valence 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 sectional drawing in Fig. 1.
Fig. 3 is B-B sectional drawing in Fig. 1.
In figure: 1, end is without bonding plain bars; 2, end is without bonding high tensile reinforcement; 3, stirrup; 4, bellows; 5, foam cushion block; 6, the concrete of perfusion in reinforcing cage; 7, concrete cover
Detailed description of the invention
1. cutting bellows filled and process plug.
The maximum gauge of vertical muscle used is d
0, choosing diameter is 1.5d
0bellows, by bellows according to the cross section effective width b of post
0cut.Making diameter is 1.5d
0be highly 1/10b
0cylinder foam cushion block, draw the circular hole that diameter is less than vertical muscle diameter at the center of foam cushion block.With 914 cementing 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 reinforcing cage
The colligation of reinforcing 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 constraint of the plastic hinge region of other members.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 to the protection domain of technical solution of the present invention.
Claims (6)
1. end is without bonding variable strength reinforced concrete post, it is characterized in that, comprise end without bonding plain bars (1), end without bonding high tensile reinforcement (2), stirrup (3), play concrete (6), outside concrete cover (7) without cast in the pre-buried bellows (4) of cementation, cylinder foam cushion block (5), reinforcing cage; The bellows (4) that is pasted with cylinder foam cushion block (5) is fixed without bonding plain bars (1) and end in advance in end without the end of bonding high tensile reinforcement (2); formwork after end is become to reinforcing cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end without bonding plain bars (1); inner fluid concrete, concrete cover is established in outside.
2. end according to claim 1, without bonding variable strength reinforced concrete post, is characterized in that, described plain bars is the Ribbed Bar that yield strength is not less than 335MPa.
3. end according to claim 1, without bonding variable strength reinforced concrete post, is characterized in that, described high tensile reinforcement is that yield strength is the Ribbed Bar of 500～1500MPa.
4. end according to claim 1, without bonding variable strength reinforced concrete post, is characterized in that, the length of described bellows is b
0, b
0it is the useful cross section width of post; The diameter of described bellows is 1.5d
0, d
0it is vertical muscle diameter; The thickness of described bellows is 0.5～2mm.
5. end according to claim 1, without bonding variable strength reinforced concrete post, is characterized in that, the length that sticks on the cylinder foamed plastics at bellows two ends is 1/10b
0, diameter is 1.5d
0.
6. end according to claim 1, without bonding variable strength reinforced concrete post, is characterized in that, the described stirrup spacing without adhesive section 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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103924737A true CN103924737A (en) | 2014-07-16 |
| CN103924737B CN103924737B (en) | 2016-05-18 |
Family
ID=51143115
Family Applications (1)
| 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 |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103924737B (en) |
Cited By (4)
| 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 |
| 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 |
| CN108824675A (en) * | 2018-05-07 | 2018-11-16 | 北京工业大学 | A kind of shear wall and preparation method thereof |
| 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 |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN1727599A (en) * | 2004-07-27 | 2006-02-01 | 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 |
| JP2007009460A (en) * | 2005-06-29 | 2007-01-18 | Kajima Corp | Rc structure and plastic hinge section thereof |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN102287029A (en) * | 2011-06-20 | 2011-12-21 | 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 |
| CN102535743A (en) * | 2012-02-20 | 2012-07-04 | 同济大学 | Unbonded prestressed steel concrete beam |
| CN103290993A (en) * | 2013-06-03 | 2013-09-11 | 北京工业大学 | Mid-span self-resetting soft-steel energy-dissipation concrete beam |
| CN103541438A (en) * | 2013-10-28 | 2014-01-29 | 北京工业大学 | Reinforced concrete cylindrical node area reinforcing structure wrapped by steel wire mesh and externally provided with thin wall round steel pipe and manufacturing method thereof |
-
2014
- 2014-04-12 CN CN201410149428.2A patent/CN103924737B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN1727599A (en) * | 2004-07-27 | 2006-02-01 | 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 |
| JP2007009460A (en) * | 2005-06-29 | 2007-01-18 | Kajima Corp | Rc structure and plastic hinge section thereof |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN102287029A (en) * | 2011-06-20 | 2011-12-21 | 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 |
| CN102535743A (en) * | 2012-02-20 | 2012-07-04 | 同济大学 | Unbonded prestressed steel concrete beam |
| CN103290993A (en) * | 2013-06-03 | 2013-09-11 | 北京工业大学 | Mid-span self-resetting soft-steel energy-dissipation concrete beam |
| CN103541438A (en) * | 2013-10-28 | 2014-01-29 | 北京工业大学 | Reinforced concrete cylindrical node area reinforcing structure wrapped by steel wire mesh and externally provided with thin wall round steel pipe and manufacturing method thereof |
Cited By (4)
| 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 |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103924737B (en) | 2016-05-18 |
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Effective date of registration: 20210125 Address after: Room 1424, Floor 4, Peony Pioneer Building, No. 2 Garden Road, Haidian District, Beijing, 100191 Patentee after: Beijing Zhonglian Technology Service Co.,Ltd. Address before: 100124 No. 100 Chaoyang District Ping Tian Park, Beijing Patentee before: Beijing University of Technology |
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Effective date of registration: 20210817 Address after: 226000 No.78 Nanjing Road, Sijia Town, Haimen City, Nantong City, Jiangsu Province Patentee after: Gaorun New Material Science and Technology (Nantong) Co.,Ltd. Address before: Room 1424, Floor 4, Peony Pioneer Building, No. 2 Garden Road, Haidian District, Beijing, 100191 Patentee before: Beijing Zhonglian Technology Service Co.,Ltd. |
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Effective date of registration: 20221227 Address after: Room 305, Floor 3, Urban Energy Empowerment Center, No. 817 Bingsheng Road, Guangrao Economic Development Zone, Guangrao County, Dongying City, Shandong Province, 257000 Patentee after: Dongying Jiamai E-commerce Co.,Ltd. Address before: 226000 No.78 Nanjing Road, Sijia Town, Haimen City, Nantong City, Jiangsu Province Patentee before: Gaorun New Material Science and Technology (Nantong) Co.,Ltd. |
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Effective date of registration: 20230627 Address after: A205 (Jiangning Development Zone), C Creation Space, Floor 2, No. 7, Nanyou Road, Jiangjun Avenue, Jiangning District, Nanjing City, Jiangsu Province, 211100 Patentee after: Nanjing Weisian Information Technology Co.,Ltd. Address before: Room 305, Floor 3, Urban Energy Empowerment Center, No. 817 Bingsheng Road, Guangrao Economic Development Zone, Guangrao County, Dongying City, Shandong Province, 257000 Patentee before: Dongying Jiamai E-commerce Co.,Ltd. |