CN103132708B - Beam-column joint reinforcing method and beam-column joint reinforcing device - Google Patents
Beam-column joint reinforcing method and beam-column joint reinforcing device Download PDFInfo
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- CN103132708B CN103132708B CN201310067145.9A CN201310067145A CN103132708B CN 103132708 B CN103132708 B CN 103132708B CN 201310067145 A CN201310067145 A CN 201310067145A CN 103132708 B CN103132708 B CN 103132708B
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Abstract
The invention discloses a beam-column joint reinforcing method and a beam-column joint reinforcing device. The device comprises prestressed steel stranded wires, embedded steel subplates, stainless steel embedded pipes, steel stranded wire bolt connecting devices, stirrups and longitudinal bars. The method includes that each beam-column joint is reinforced by two groups of orthotropic prestressed steel stranded wires, each group of the prestressed steel stranded wires sequentially penetrates through the stainless steel embedded pipes embedded in beams and columns, end-to-end connection is realized by the steel stranded wire bolt connecting devices, prestress is applied, the stainless steel embedded pipes are welded in circular grooves of the embedded steel subplates to apply uniform pre-pressure to sections of the beams and the columns, and the steel stranded wire bolt connecting devices can be used for adjusting prestress to compensate loss of the press of various types caused by long-term use. By applying prestress on the sections of the beams and the columns to improve integrity of beam-column joints of a prefabricated assembly structure, anti-vibration performance of the beam-column joints of the prefabricated assembly structure is evidently improved.
Description
Technical field
The present invention relates to building structure strengthening field, particularly relate to a kind of beam-column joint reinforcing method and bracing means thereof of assembling frame structure.
Background technology
In recent years, China's building trade proposes the target of housing industrialization and industrialization of construction industry.And present stage China's building trade mostly use cast-in-situ concrete, its production efficiency is low, environment pollution is heavy, economic drain is large.Advance the development of industrialized building fundamentally can change traditional architecture production mode, construction is made progressively to go on high in technological content, low in resources consumption, low in the pollution of the environment, good in economic efficiency road, being the major issue being related to sustainable development, is also the effective way realizing construction field autonomous innovation.Therefore, with scale, factorial praluction building products for target, by Integration ofTechnology and product integrated, realize the batch production of architectural process, be factory with exchanging work, raise labour productivity significantly be industrialization of construction industry development only way.
Prefabricated assembled concrete structure is one of main architectural structure system of industrialized building.Concrete structure is divided into many unit by it, builds shaping in factory, more each precast unit is transported to job site hoisted in position and carries out integrated connection and formed.Compared with traditional cast-in-place structural, its superiority is the construction ability and the construction speed that have increased substantially house, saves a large amount of labour, has ensured build guality, and material-saving water-saving and environmental protection.Wherein, frame construction is widely used a kind of structural system in prefabricated concrete structure, there is the advantages such as easy construction, prefabricated rate are high, building area flexible arrangement, there is higher practical value, be usually used in house, hotel, market, office building etc.
But at antidetonation area application precast concrete, usually very large difficulty can be run into.For a long time, the research of precast concrete anti-seismic performance lags behind cast-in-place concrete structure always.Its main cause is exactly that node is connected to the globality that can affect structure to a certain extent, thus causes anti-seismic performance to decline.External many research institutions have carried out the Test And Research Work of a large amount of precast concrete.By the checking of engineering practice, prefabricated assembled concrete structure develops into important architectural structure system gradually, is widely used in many developed countries, and has become the principal mode of some national new buildings.The prefabricated assembled concrete technology of China is relatively backward relative to developed countries and regions.Its one of the main reasons is the imperfection of node link technique, structural integrity and anti-seismic performance bad.In addition, the investigation of violent earthquake several times shows, precast concrete wall construction destroys comparatively light after shake, and the Precast Concrete Frame of large space destroys comparatively serious, main manifestations be because of each component between continuous damage and cause structural entity discrete, collapse.Therefore, in the middle of prefabricated concrete structure system, the connected node between prefabricated units is the weak link of precast concrete, is also the emphasis of precast concrete research.The connected node of connected node particularly load-carrying member plays an important role for structural integrity, load transmission, energy dissipation.Widely popularize application prefabricated concrete structure, the connected node designing performance brilliance is most important, should strengthen if desired to node.
By the classification of precast construction construction method, the connection of supporting member can be divided into wet connection and involvement to connect.Wet connection needs concreting or grout injection between two components connected.Involvement connects, and is by being implanted into steel plate or other steel part at the component connected, being bolted or welding, thus reach the object of connection.Both differences are, the wet wet trade being connected to job site and still needing to a certain degree. involvement connects, and has departed from wet trade completely.Better, the industrialization degree of the latter is higher, more saves labour for the former structural integrity and stress performance, reduces construction period, and advantageously in energy-conserving and environment-protective.When adopting dry connected node, beam column component and connector are all in factory process, as long as job site is assembled, but integrality performance of the structure is more weak relative to cast-in-place structural, seem more loose, therefore, need to make it connect effect by special mode and strengthened, make the anti-seismic performance of structure be ensured simultaneously.
Existing bean column node is strengthened mode and is related to the different structure such as steel, concrete form, and different because of node connected mode.In reinforced concrete frame structure, strengthen mode compared with bean column node, the connected mode of bean column node is more concerned, and reinforcement mode relates to less.
Existing bean column node strengthens mode to be had:
1, carbon cloth reinforced, as triangle steel being banded on beam and column with carbon cloth, or first bottom bean column node beam, augment plain concrete, then and beam-ends surperficial at this concrete block and beam column, styletable paste cloth etc.These class methods are easy to operate, but cost is higher, affect very large by construction quality, and the connection of carbon cloth joint is reliable not, and during normal use do not participate in stressed, under earthquake, brittle fracture possibility is larger.
2, steel strand reinforced, such as by steel strand lateral circular at reinforced concrete beam column node core space, and by prestress application device to this steel strand Shi Hanzhang.The method can only strengthen beam-ends, does not strengthen pillar, can not think and strengthen whole bean column node, and horizontal steel strand need through floor, and construction is extremely restricted, larger on the impact of original structure.
3, the cross section by adding crossbeam reinforces, and the steel hoop that the vertical muscle in such as enlarging section beam is installed with post periphery is connected, then builds.These class methods are mainly used in the reinforcing of existing node, destroy less, but make loaded down with trivial details, can not very effectively must be connected with original structure original structure.
4, Strengthening by Steel-Packing, as wrapped angle steel on frame column four limit, the end of angle steel is connected by band steel, by the nut Shi Hanzhang of high-strength bolt, thus reinforces pillar; Or at side and top and bottom, four faces of pillar and the equal fixation steel plate in top and bottom of floor of four beams, and be welded to each other.These class methods are intuitively succinct, but steel quantity consumption is large, and cutting processing steel plate process is loaded down with trivial details, and welding quality is larger on consolidation effect impact.
Summary of the invention
Goal of the invention: the invention provides a kind of beam-column joint reinforcing method and bracing means thereof, this invention adopts steel strand to orthogonal beam and column Shi Hanzhang, effectively can strengthen the assembling frame Structure Beam-column node adopting involvement to connect, strengthen the globality of structure, improve the anti-seismic performance of structure.
Technical scheme: a kind of beam-column joint reinforcing method, by two groups of orthogonal prestress steel strand reinforced bean column nodes, in the upright plane that is crossed beam column axis, first group of prestress wire is respectively successively through the stainless steel built-in pipe on pre-buried steel backing plate in beam, node lower prop, beam, node upper prop, then prestress wire is connected by steel strand bolt connecting device head and the tail, and Shi Hanzhang; Stretch-draw second group of prestress wire in the upright plane that another is orthogonal with it, and make second group of prestress wire stretching force identical with first group of prestress wire stretching force.
Pre-buried steel backing plate is placed in beam and column respectively, and there is an arc groove at the axis place being embedded in the pre-buried steel backing plate side in beam, is embedded in and the pre-buried steel backing plate in post has two orthogonal and arc grooves that are that be connected up and down; Described arc groove and stainless steel built-in pipe agree with.
Steel strand bolt connecting device comprises intermediate plate, bolt and iron hoop, and by the Shi Hanzhang that tights a bolt, the pulling force of the prestress wire applied is recorded by vibratory drilling method; During installation, prestress wire through after iron hoop in midpoint doubling, then two strands twist into one, by being joined end to end by intermediate plate and steel strand bolt connecting device after stainless steel built-in pipe again.A kind of beam-column joint reinforcing device, comprises prestress wire, pre-buried steel backing plate, stainless steel built-in pipe, steel strand bolt connecting device, stirrup and vertical muscle; Cross beam column axis at two and in mutually orthogonal upright plane, distinguish the prestress wire that stretch-draw two groups is orthogonal, for reinforcement Column border node; Two groups of prestress wires, respectively successively through the stainless steel built-in pipe on pre-buried steel backing plate in node upper prop, beam, node lower prop, beam, are then connected by steel strand bolt connecting device head and the tail.
The present invention adopts technique scheme, there is following beneficial effect: in the periphery of existing prefabrication and assembly construction bean column node, precompression is applied to bean column node by prestress wire, solve the problem that existing prefabricated splicing structure node connectivity can be poor, improve the switching performance of precast assembly node, thus enhance the globality of structure, improve the anti-seismic performance of structure.Prestress wire is joined end to end by steel strand bolt connecting device, both can measure Suo Li by vibratory drilling method, can also regulate prestressing force size at any time.
The stainless steel built-in pipe bending to circular arc can avoid pre-buried steel backing plate to be subject to excessive concentrated force, thus the power of prestress wire is passed to framework beam and column uniformly across pre-buried steel backing plate.Position due to pre-buried steel backing plate is located at the outside of prefabrication and assembly construction node joint face, and therefore prestress wire can apply precompression by pre-buried steel backing plate to precast assembly node, plays the effect of reinforcement.Pre-buried steel backing plate is directly connected with concrete, therefore can give full play to the stronger advantage of concrete anti-compression ability.
Along with the popularization of precast assembly structure and the pay attention to day by day of industrialization of construction industry and fast development, this prestress wire beam-column joint reinforcing linkage and method thereof will obtain engineer applied widely, produce significant economic results in society.
Accompanying drawing explanation
Fig. 1 is the prestress steel strand reinforced bean column node sectional drawing of employing of the embodiment of the present invention;
Fig. 2 is the prestress steel strand reinforced bean column node top view of employing of the embodiment of the present invention;
Fig. 3 a is the lateral view of pre-buried steel backing plate riding position in beam of the embodiment of the present invention;
Fig. 3 b is the top view of pre-buried steel backing plate riding position in beam of the embodiment of the present invention;
Fig. 4 a is the lateral view of pre-buried steel backing plate riding position in post of the embodiment of the present invention;
Fig. 4 b is the top view of pre-buried steel backing plate riding position in post of the embodiment of the present invention;
Fig. 5 a is pre-buried steel backing plate elevation in the beam of the embodiment of the present invention;
Fig. 5 b is pre-buried steel backing plate lateral view in the beam of the embodiment of the present invention;
Fig. 5 c is pre-buried steel backing plate top view in the beam of the embodiment of the present invention;
Fig. 6 a is pre-buried steel backing plate elevation in the post of the embodiment of the present invention;
Fig. 6 b is pre-buried steel backing plate lateral view in the post of the embodiment of the present invention;
Fig. 6 c is pre-buried steel backing plate top view in the post of the embodiment of the present invention;
Fig. 7 is the steel strand bolt connecting device schematic diagram of the embodiment of the present invention.
Detailed description of the invention
Below in conjunction with specific embodiment, illustrate the present invention further, these embodiments should be understood only be not used in for illustration of the present invention and limit the scope of the invention, after having read the present invention, the amendment of those skilled in the art to the various equivalent form of value of the present invention has all fallen within the application's claims limited range.
A kind of embodiment of the present invention is: the field-mounted process of beam-column joint reinforcing method starts after beam, Column border node connect.As shown in Figure 1, beam-column joint reinforcing method is specifically included in the upright plane of a lintel, post axis, one is passed iron hoop 9 through the prestress wire calculating checking, sectional area is applicable to, after midpoint doubling, two strands twist into one, again successively through the stainless steel built-in pipe 3 in beam, lower prop, beam, upper prop, the clamping pulling force that also stretch-draw is set in intermediate plate 7.As shown in Figure 2, stretch-draw second group of prestress wire in the beam column upright plane that another group is orthogonal with it, ensures that stretching force is identical with a group of stretch-draw before.Prestress wire is joined end to end by steel strand bolt connecting device.
Beam-column joint reinforcing device, comprises prestress wire 1, pre-buried steel backing plate 2, stainless steel built-in pipe 3, steel strand bolt connecting device 4, stirrup 5 and vertical muscle 6.Wherein, pre-buried steel backing plate 2 is divided into two kinds, and one is placed in beam, and one is placed in pillar.Be placed on the arc groove that the pre-buried steel backing plate 2 in beam has high both sides, a centre low above, as shown in Fig. 5 a, 5b, 5c; Stainless steel built-in pipe 3 is put into wherein, and is connected with pre-buried steel backing plate 2 by welding.Be placed on and the pre-buried steel backing plate 2 in post have two orthogonal and neighbouring arc grooves, arc groove is also that middle high both sides are low, as shown in Fig. 6 a, 6b, 6c, just in time can put into two stainless steel built-in pipes 3.
Pre-buried steel backing plate 2 and stainless steel built-in pipe 3 are before precast beam, post are built, the position of pre-buried steel backing plate is placed between twice stirrup, the outside of prefabrication and assembly construction node joint face, should be greater than the member section length of side with the distance that link position is separated by, placement location is as shown in Fig. 3 a, 3b, 4a, 4b.
As shown in Figure 7, steel strand bolt connecting device used is in this embodiment made up of intermediate plate 7, bolt 8, iron hoop 9.Iron hoop 9 and bolt 8 are formed by integral type casting, and the size of bolt 8 and iron hoop 9 meets corresponding tension requirement by calculating.By swivel bolt Shi Hanzhang, measure the pulling force of prestress wire by vibratory drilling method, easy for installation and be convenient to regulate Suo Li, if there is the phenomenon such as loss of prestress, prestress steel twist LSOR, prestressing force can be increased quickly and easily.
Claims (4)
1. a beam-column joint reinforcing method, it is characterized in that, by two groups of orthogonal prestress steel strand reinforced bean column nodes, in the upright plane that is crossed beam column axis, first group of prestress wire is respectively successively through the stainless steel built-in pipe on pre-buried steel backing plate in node one curb girder, node lower prop, another curb girder of node, node upper prop, then prestress wire is connected by steel strand bolt connecting device head and the tail, and Shi Hanzhang; Stretch-draw second group of prestress wire in the upright plane that another is orthogonal with described upright plane, and make second group of prestress wire stretching force identical with first group of prestress wire stretching force.
2. beam-column joint reinforcing method as claimed in claim 1, it is characterized in that, pre-buried steel backing plate is placed in beam and column respectively, there is an arc groove at the axis place being embedded in the pre-buried steel backing plate side in beam, is embedded in and the pre-buried steel backing plate in post has two orthogonal and arc grooves that are that be connected up and down; Described arc groove and stainless steel built-in pipe agree with.
3. beam-column joint reinforcing method as claimed in claim 1, it is characterized in that, steel strand bolt connecting device comprises intermediate plate, bolt and iron hoop, and by the Shi Hanzhang that tights a bolt, the prestressing force applied is recorded by vibratory drilling method; During installation, prestress wire through after iron hoop in midpoint doubling, then two strands twist into one, by being joined end to end by intermediate plate and steel strand bolt connecting device after stainless steel built-in pipe again.
4. a beam-column joint reinforcing device, comprise prestress wire, pre-buried steel backing plate, stainless steel built-in pipe, steel strand bolt connecting device, stirrup and vertical muscle, it is characterized in that, beam column axis and in mutually orthogonal upright plane are crossed at two, the prestress wire that stretch-draw two groups is orthogonal respectively, for reinforcement Column border node; Described two groups of prestress wires, respectively successively through the stainless steel built-in pipe on pre-buried steel backing plate in node upper prop, node one curb girder, node lower prop, another curb girder of node, are then connected by steel strand bolt connecting device head and the tail.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201310067145.9A CN103132708B (en) | 2013-03-01 | 2013-03-01 | Beam-column joint reinforcing method and beam-column joint reinforcing device |
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| CN201310067145.9A CN103132708B (en) | 2013-03-01 | 2013-03-01 | Beam-column joint reinforcing method and beam-column joint reinforcing device |
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| CN103132708A CN103132708A (en) | 2013-06-05 |
| CN103132708B true CN103132708B (en) | 2015-05-06 |
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Families Citing this family (8)
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| CN105651479B (en) * | 2014-03-07 | 2017-11-21 | 山东建筑大学 | Beam column space nodes shock test device |
| CN105738058B (en) * | 2014-03-07 | 2017-11-21 | 山东建筑大学 | Beam column space nodes shock test method and shock test beam-ends restraint device |
| CN105758603B (en) * | 2014-03-07 | 2017-11-21 | 山东建筑大学 | Beam column space nodes shock test system |
| CN106948495A (en) * | 2017-04-07 | 2017-07-14 | 盐城工学院 | The prestressing force integral node and its construction method of steel core concrete column and beams of concrete |
| CN110359380A (en) * | 2019-08-09 | 2019-10-22 | 上海悍马建筑科技有限公司 | The three-dimensional tensioning equipment of concrete foundation cushion cap prestressing force |
| CN111945882B (en) * | 2020-08-18 | 2022-03-01 | 中交鹭建有限公司 | Prestressed steel strand reinforced concrete beam column joint structure and construction method thereof |
| CN112376939A (en) * | 2020-10-23 | 2021-02-19 | 安徽一品小院建筑科技有限公司 | Prefabricated reinforced concrete frame structure supports and consolidates node component |
| CN113958053B (en) * | 2021-10-14 | 2023-06-20 | 扬州大学 | Prestressed wood structure house and assembling method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1999049155A1 (en) * | 1998-03-24 | 1999-09-30 | University Of Ottawa | Retrofitting existing concrete columns by external prestressing |
| JP3498111B2 (en) * | 1999-12-28 | 2004-02-16 | 株式会社千代田コンサルタント | Reinforcement method of concrete structure |
| CN201588411U (en) * | 2009-12-10 | 2010-09-22 | 华侨大学 | Strengthening device of beam column node of reinforced concrete |
| CN201753501U (en) * | 2010-07-16 | 2011-03-02 | 东南大学 | FRP (fiber reinforced plastic) rib tensioning and anchoring device |
| CN102251684A (en) * | 2011-05-30 | 2011-11-23 | 北京交通大学 | Construction method for circumferential pretensioning steel strand reinforcement circular structure or construction member |
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2013
- 2013-03-01 CN CN201310067145.9A patent/CN103132708B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1999049155A1 (en) * | 1998-03-24 | 1999-09-30 | University Of Ottawa | Retrofitting existing concrete columns by external prestressing |
| JP3498111B2 (en) * | 1999-12-28 | 2004-02-16 | 株式会社千代田コンサルタント | Reinforcement method of concrete structure |
| CN201588411U (en) * | 2009-12-10 | 2010-09-22 | 华侨大学 | Strengthening device of beam column node of reinforced concrete |
| CN201753501U (en) * | 2010-07-16 | 2011-03-02 | 东南大学 | FRP (fiber reinforced plastic) rib tensioning and anchoring device |
| CN102251684A (en) * | 2011-05-30 | 2011-11-23 | 北京交通大学 | Construction method for circumferential pretensioning steel strand reinforcement circular structure or construction member |
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