CN103924728A - End unbonded reinforced concrete beam with non-equal strengths - Google Patents
End unbonded reinforced concrete beam with non-equal strengths Download PDFInfo
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- CN103924728A CN103924728A CN201410149544.4A CN201410149544A CN103924728A CN 103924728 A CN103924728 A CN 103924728A CN 201410149544 A CN201410149544 A CN 201410149544A CN 103924728 A CN103924728 A CN 103924728A
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- bonding
- bellows
- reinforced concrete
- concrete beam
- variable strength
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 21
- 239000004567 concrete Substances 0.000 claims abstract description 27
- 230000002787 reinforcement Effects 0.000 claims abstract description 20
- 239000006260 foam Substances 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 6
- 239000010959 steel Substances 0.000 claims abstract description 6
- 238000009415 formwork Methods 0.000 claims abstract description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 23
- 210000003205 muscle Anatomy 0.000 claims description 13
- 239000004033 plastic Substances 0.000 claims description 13
- 229920003023 plastic Polymers 0.000 claims description 13
- 239000000853 adhesive Substances 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 4
- 239000012530 fluid Substances 0.000 claims description 4
- 230000000694 effects Effects 0.000 abstract description 2
- 230000005489 elastic deformation Effects 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 230000035515 penetration Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect 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
- 239000000463 material Substances 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 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)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention relates to an end unbonded reinforced concrete beam with non-equal strengths, belonging to the structural engineering field. The specific operating steps comprise preparing a corrugated pipe of which two ends are bonded with foam pads, fixing the corrugated pipe and a longitudinal bar, binding a reinforcement cage, pouring a beam formwork and concrete and vibrating. According to the end unbonded reinforced concrete beam, the corrugated pipe is fixed at the end of the longitudinal bar of the beam to achieve locally unbonded effect, the longitudinal bar is composed of an ordinary steel bar and a high-strength steel bar, the ordinary steel bar is yielded firstly under the action of repeated loading, and the high-strength steel bar is kept in an elastic deformation stage, so that the residual deformation of the beam is reduced. The length of the buckling section of the beam can be effectively increased, the energy-dissipating capacity of the beam is improved and the anti-seismic property of the beam is improved.
Description
Technical field
The present invention relates to reinforced concrete beam, relate in particular to end without bonding variable strength reinforced concrete beam, 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.Frame construction ensures that according to the design concept of " strong column and weak beam " structure improves the anti-seismic performance of beam under the prerequisite of reasonable stress.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 central sill hinge pattern is optimal failure mode, in the time of geological process, beam-ends is first surrendered out hinge, and plastic hinge is mainly distributed in each beam beam-ends, beam hinge is by the sufficient rotation seismic energy that dissipates.By improving the ductility in Liang Jiao district, the length that increases surrender section just can effectively improve the anti-seismic performance of structure under beam hinge pattern.
Reinforced concrete structure is the form of structure of the most frequently used beam.It is between the two, to have reliable bonding and anchoring that reinforcing bar and concrete form the cooperative primary condition of a kind of combined material.For the reinforcing bar of a beam, if do not bondd along its length and concrete, and do not establish ground tackle in end yet, under very little load action, will there is fragility and fracture in this beam, and reinforcing bar is not born power, and this beam and plain concrete beam are as good as.If in beam, reinforcing bar and concrete there is no bonding, but in end, mechanical type ground tackle are set, this beam reinforcement stresses under load action equates along total length, and bearing capacity improves a lot, and the two-hinged arch but it is stressed is not the stress state of " beam ".Only have in the time that reinforcing bar and concrete reliably bond, just change with cross section moment of flexure at the reinforcement stresses of load action underbeam.Beam is the main flexural member of frame construction, and concrete tensile strength is low, tension ultimate deformation is little, incompatible with reinforcing work state, causes occurring prematurely crack under load action, and this is a basic weakness of Reinforced Concrete Members with Flexure.Tension ultimate deformation value when tension ultimate deformation value when crack appears in concrete is far smaller than reinforcing bar and reaches its permissible stress, adopt end without bonding technology, that utilizes beam-ends can increase the length of flexing section without bond regions in coordinating reinforcing bar and concrete deformation relationship, thereby improves the energy dissipation capacity of beam.
The vertical muscle of conventional design central sill 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 beam, improves the anti-seismic performance of beam.
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 beam.
The technical solution used in the present invention is as follows:
End is without bonding variable strength reinforced concrete beam, 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, 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 h
0, h
0it is the useful cross section height of beam; The diameter of described bellows is 1.5d
0, d
0it 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 1/10h
0, diameter is 1.5d
0.
Further, bellows used replaces with pvc pipe or thin-wall steel tube.
Further, the described stirrup spacing without adhesive section is to have 1/2 of adhesive section stirrup spacing.
End is without bonding variable strength reinforced concrete beam, comprise reinforcing cage, it is formed without bonding high tensile reinforcement (2) and stirrup (3) colligation without bonding plain bars (1), end by end, it is characterized in that: the vertical muscle end cover of described reinforcing cage has bellows (4) to rise without cementation, when the two ends of bellows (4) prevent from being in the milk by the 914 cementing agent bonding cylindrical foam cushion block (5) identical with bellows diameter, concrete enters bellows.
Utilize above-mentioned end to improve the preparation method of anti-seismic performance without bonding variable strength reinforced concrete beam technology, its step is as follows:
The way of side bar:
Step 1: make the diameter cylinder foamed plastics (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 end without plain bars (1) and the end distance tip length b place without bonding high tensile reinforcement (2) that bonds, b is the width of beam, with finer wire lateral penetration bellows and foamed plastics to fix the position of bellows.
Step 3: the end of the fixing bellows of end is become to reinforcing cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end without bonding plain bars (1).
Step 4: inner fluid concrete, and establish concrete cover in outside.
The way of middle girder:
Step 1: make the diameter cylinder foamed plastics (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: by the bellows (4) that is plugged with foamed plastics be inserted into end without bonding plain bars (1) and end the middle part without the high tensile reinforcement (2) that bonds, with finer wire lateral penetration bellows and foamed plastics to fix the position of bellows.
Step 3: the end of the fixing bellows in middle part is become to reinforcing cage without bonding high tensile reinforcement (2) with stirrup (3) colligation with end without bonding plain bars (1).The node of beam column is located at bellows side.
Step 4: inner fluid concrete, 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 beam.Can increase the length of plastic hinge region by beam-ends without bonding reinforced concrete beam technology, improve the energy dissipation capacity of beam.
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 beam, 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 beam 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 effective depth of section h of beam
0cut.Making diameter is 1.5d
0the cylinder foam plugs that is highly, the height of foam plugs is 1/10h
0, draw the circular hole that diameter is less than vertical muscle diameter at the center of foam plugs.With 914 cementing agents, foam plugs 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 beam and concretely build and vibrate
Carry out formwork according to the size of beam, 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 (7)
1. end is without bonding variable strength reinforced concrete beam, 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 beam, 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 beam, 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 beam, is characterized in that, the length of described bellows is h
0, h
0it is the useful cross section height of beam; 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 beam, is characterized in that, the length that sticks on the cylinder foamed plastics at bellows two ends is 1/10h
0, diameter is 1.5d
0.
6. end according to claim 1, without bonding variable strength reinforced concrete beam, is characterized in that, bellows used replaces with pvc pipe or thin-wall steel tube.
7. end according to claim 1, without bonding variable strength reinforced concrete beam, 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 |
|---|---|---|---|
| CN201410149544.4A CN103924728B (en) | 2014-04-12 | 2014-04-12 | End soap-free emulsion polymeization variable strength reinforced beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410149544.4A CN103924728B (en) | 2014-04-12 | 2014-04-12 | End soap-free emulsion polymeization variable strength reinforced beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103924728A true CN103924728A (en) | 2014-07-16 |
| CN103924728B CN103924728B (en) | 2016-08-17 |
Family
ID=51143106
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410149544.4A Expired - Fee Related CN103924728B (en) | 2014-04-12 | 2014-04-12 | End soap-free emulsion polymeization variable strength reinforced beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103924728B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105046005A (en) * | 2015-07-27 | 2015-11-11 | 中铁工程设计咨询集团有限公司 | Method for determining allowable fatigue stress range of high-strength steel bar base material and connection structure of base material |
| CN111980151A (en) * | 2020-09-01 | 2020-11-24 | 湖南大学 | Cast-in-place square column precast square beam concrete frame node |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09221872A (en) * | 1996-02-20 | 1997-08-26 | Fujita Corp | Reinforced concrete beam using extremely low yield point steel |
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN2911057Y (en) * | 2006-03-16 | 2007-06-13 | 同济大学 | Concrete beam having partially bond prestressed FRP bars |
| CN101029503A (en) * | 2007-04-06 | 2007-09-05 | 北京工业大学 | Beam and pile assembled node of precast and prestressed concrete structure |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN201437619U (en) * | 2009-07-07 | 2010-04-14 | 广东省第四建筑工程公司 | Super-sized reinforced concrete composite beam |
| CN101845871A (en) * | 2010-06-30 | 2010-09-29 | 哈尔滨工业大学 | Cast-in-place steel-concrete composite 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 |
| CN202882217U (en) * | 2012-09-26 | 2013-04-17 | 同济大学 | Unbonded prestressed steel reinforced concrete (SRC) beam |
| CN203174882U (en) * | 2013-04-25 | 2013-09-04 | 陈天夫 | Shock resistant composite beam for housing building |
-
2014
- 2014-04-12 CN CN201410149544.4A patent/CN103924728B/en not_active Expired - Fee Related
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09221872A (en) * | 1996-02-20 | 1997-08-26 | Fujita Corp | Reinforced concrete beam using extremely low yield point steel |
| US20010046417A1 (en) * | 2000-04-11 | 2001-11-29 | Hirokazu Iemura | High-aseismic reinforced concrete pier using unbonded high-strength core member |
| CN2911057Y (en) * | 2006-03-16 | 2007-06-13 | 同济大学 | Concrete beam having partially bond prestressed FRP bars |
| CN200952215Y (en) * | 2006-09-14 | 2007-09-26 | 同济大学 | Partial adhesive non-prestress fiber plastic concrete beam |
| CN101029503A (en) * | 2007-04-06 | 2007-09-05 | 北京工业大学 | Beam and pile assembled node of precast and prestressed concrete structure |
| CN201437619U (en) * | 2009-07-07 | 2010-04-14 | 广东省第四建筑工程公司 | Super-sized reinforced concrete composite beam |
| CN101845871A (en) * | 2010-06-30 | 2010-09-29 | 哈尔滨工业大学 | Cast-in-place steel-concrete composite 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 |
| CN202882217U (en) * | 2012-09-26 | 2013-04-17 | 同济大学 | Unbonded prestressed steel reinforced concrete (SRC) beam |
| CN203174882U (en) * | 2013-04-25 | 2013-09-04 | 陈天夫 | Shock resistant composite beam for housing building |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105046005A (en) * | 2015-07-27 | 2015-11-11 | 中铁工程设计咨询集团有限公司 | Method for determining allowable fatigue stress range of high-strength steel bar base material and connection structure of base material |
| CN105046005B (en) * | 2015-07-27 | 2017-12-29 | 中铁工程设计咨询集团有限公司 | The method for determining high tensile reinforcement mother metal and its allowable stress range of fatigue of attachment structure |
| CN111980151A (en) * | 2020-09-01 | 2020-11-24 | 湖南大学 | Cast-in-place square column precast square beam concrete frame node |
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| Publication number | Publication date |
|---|---|
| CN103924728B (en) | 2016-08-17 |
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Effective date of registration: 20210119 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: 20210624 Address after: 226000 No.37, group 22, Huolong Xinfu neighborhood committee, Sijia Town, Haimen District, Nantong City, Jiangsu Province Patentee after: Nantong HanKun building materials 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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