CN202202577U - Post disassembly structure of pre-stressed support beam - Google Patents

Post disassembly structure of pre-stressed support beam Download PDF

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Publication number
CN202202577U
CN202202577U CN2011203020263U CN201120302026U CN202202577U CN 202202577 U CN202202577 U CN 202202577U CN 2011203020263 U CN2011203020263 U CN 2011203020263U CN 201120302026 U CN201120302026 U CN 201120302026U CN 202202577 U CN202202577 U CN 202202577U
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CN
China
Prior art keywords
prestressing
vierendeel girder
open
column
piece
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Expired - Fee Related
Application number
CN2011203020263U
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Chinese (zh)
Inventor
陈正财
南建林
周宇
王凯
陈忠明
杨晓靖
马秀鹏
孙伟良
米君楠
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SHANGHAI ADVANCED TECHNOLOGY OF BUILDING CONSTRUCTION Co Ltd
ZHENGYI GROUP Co Ltd
Original Assignee
SHANGHAI ADVANCED TECHNOLOGY OF BUILDING CONSTRUCTION Co Ltd
ZHENGYI GROUP Co Ltd
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Publication date
Application filed by SHANGHAI ADVANCED TECHNOLOGY OF BUILDING CONSTRUCTION Co Ltd, ZHENGYI GROUP Co Ltd filed Critical SHANGHAI ADVANCED TECHNOLOGY OF BUILDING CONSTRUCTION Co Ltd
Priority to CN2011203020263U priority Critical patent/CN202202577U/en
Application granted granted Critical
Publication of CN202202577U publication Critical patent/CN202202577U/en
Anticipated expiration legal-status Critical
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Abstract

The utility model discloses a post disassembly structure of a pre-stressed support beam, relating to the technical field of a building structure and aiming at solving the technical problem of improvement on post disassembly of the existing building structure. The structure comprises two pre-stressed bundles and two support posts, wherein the two support posts are arranged at the left side and the right side of a vertical post to be disassembled, the top ends of the two support posts are used for separately supporting a frame beam of the original building structure, the two pre-stressed bundles are symmetrically arranged at the front side and the rear side of the vertical post to be disassembled, the two ends of the two pre-stressed bundles are respectively anchored on the frame beam of the original building structure by concrete and an anchoring device, the left ends of the two pre-stressed bundles are positioned at the left side of a left support post, the right ends of the two pre-stressed bundles are positioned at the right side of a right support post, the two ends of each of the pre-stressed bundles are anchored on the frame beam of the original building structure, and the middle part of each of the pre-stressed bundles is bent downwards to a joint between the vertical post to be disassembled and the bottom face of the frame beam of the original building structure, is lower than anchoring ends at two sides, and is in rigid connection with the frame beam of the original building structure. The post disassembly structure provided by the utility model is suitable for improvement on the post disassembly of the existing building structure.

Description

The prestressing force joist is torn rod structure open
Technical field
The utility model relates to building structure technology, particularly relates to the technology that a kind of prestressing force joist is torn rod structure open.
Background technology
It is huge that building or structure all have the scale of construction, builds and remove the characteristics that cost is high, resource consumption is big.In urbanization process, utilize modern structure technology, utilize the original building structure of existing building or structure, avoid or reduce to tear open greatly and build the common recognition that becomes under the low-carbon economy in large scale through rational renovation technique.
At present; Design of building structures and construction time that a lot of buildings or structure are arranged are early; Receive the limit value of economic condition, instructions for use and the level of understanding at that time, the building structure ubiquity post net of these buildings or structure is close, span is little, uses the problem of underaction; These building structure will adapt to new large space function of use requirement under the situation of not rebuilding again, will inevitably run into to remove the transformation requirement that column is divided in the center.It is traditional when building structure is torn open post and transformed; All bear the upper load of waiting to tear open column through setting up steel work or concrete structure (hereinafter to be referred as setting up structure); Though setting up structure can meet the demands from the supporting capacity aspect; But temporary support structure must be set earlier; Remove column then and its upper load is transferred to temporary support structure, and then vacating space construction sets up structure and do not remove being connected of part with the original building structure, and then dismounting temporary support structure and its upper load transferred to setting up on the structure of new construction again.This employing is set up structure and the original building structure is torn open in the mode of post transformation; Transfer on the temporary support structure will waiting the upper load of tearing column open; Transfer to from temporary support structure again and set up the structural repeatedly load transfer process; Be positioned at and set up the adjacent original building structure in structure top and do not remove part and certainly lead to the accumulation of vertical deformation; If the accumulation of this vertical deformation exceeds certain limit, the original building structure that tends to cause setting up structure top is not removed part generation cracking, thereby has influence on function of use and the safety that the original building structure of setting up structure top is not removed part.
The utility model content
To the defective that exists in the above-mentioned prior art; The utility model technical problem to be solved provides a kind ofly can effectively be avoided the original building structure not remove in tearing the post transformation process open being partially damaged, and guarantees that the original building structure do not remove the prestressing force joist of part safety and tear rod structure open.
In order to solve the problems of the technologies described above; A kind of prestressing force joist that the utility model provided is torn rod structure open; Comprise the original building structure, said original building structure comprises column to be torn open, and by waiting to tear open the Vierendeel girder that column supports; Top column by Vierendeel girder supported is characterized in that: this is torn rod structure open and comprises two prestressing tendons, two bearing posts;
Said two bearing posts are positioned at the left and right sides of waiting to tear open column, and the top of two bearing posts supports Vierendeel girder respectively;
Said two prestressing tendons are symmetrically placed in the both sides, front and back of waiting to tear open column; Each is anchored at the two ends of two prestressing tendons on the Vierendeel girder through concrete and anchor device; And its left end is positioned at left bearing post left side, and its right-hand member is positioned at right bearing post right side, and the two ends of every prestressing tendon all are anchored in the bottom surface or the end face of Vierendeel girder; The middle part of every prestressing tendon all is bent to downwards waits to tear open column and junction, Vierendeel girder bottom surface and is lower than its both sides anchored end, and is rigidly connected with Vierendeel girder.
Further, said Vierendeel girder and two prestressing tendons are one through concreting, constitute a prestressing force conversion beam, and the two ends of this prestressing force conversion beam fall within on two bearing posts, and two prestressing tendons all are positioned within the concrete of being built;
The global shape of said prestressing tendon is shaped form or broken line shape.
Further; Be fixed with four conversion blocks on the said Vierendeel girder; Be respectively left conversion block, go up right conversion block, infralevoversion changes piece, infradextroversion changes piece, the stage casing of said prestressing tendon is positioned at the Vierendeel girder outside, said infralevoversion changes piece, infradextroversion changes piece and all is fixed on the Vierendeel girder bottom surface; And lay respectively at the left and right sides of waiting to tear open column; Infralevoversion changes the bundle body that bottom that piece and infradextroversion change piece props up two prestressing tendons respectively, saidly left conversion block, goes up right conversion block and all be fixed on the Vierendeel girder end face, and go up left conversion block and be positioned at infralevoversion and change the piece left side; Last right conversion block is positioned at infradextroversion and changes the piece right side, and the top of going up left conversion block and last right conversion block props up the bundle body of two prestressing tendons respectively;
The global shape of said prestressing tendon is a broken line shape.
Further, the main muscle of said prestressing tendon is prestress wire, steel wire, carbon fibre bar or aramid fiber muscle.
Further, said two equal symmetries of prestressing tendon are divided into multi beam.
The prestressing force joist that the utility model provides is torn rod structure open; Utilize the Vierendeel girder collaborative work of prestressing tendon, anchor device and original building structure; Bear and wait to tear open the superstructure load that column bears, but the conversion of being torn open the column upper load through stretch-draw prestressing force bundle ACTIVE CONTROL, and the vertical displacement of structure is very little in the transfer process; In tearing the post transformation process open, can effectively avoid the original building structure not remove is partially damaged; Assurance original building structure is not removed part safety, and the Vierendeel girder thickness of original building structure can not increase or increase seldom after transforming, and can effectively guarantee to build the headroom of use.
Description of drawings
Fig. 1 is the structural representation that the prestressing force joist of the utility model first embodiment is torn rod structure open;
Fig. 2 is that the prestressing force joist of the utility model first embodiment is torn the sectional drawing after rod structure dissects along the A-A line among Fig. 1 open;
Fig. 3 is the structural representation that the prestressing force joist of the utility model second embodiment is torn rod structure open;
Fig. 4 is that the prestressing force joist of the utility model second embodiment is torn the sectional drawing after rod structure dissects along the B-B line among Fig. 1 open.
The specific embodiment
Embodiment to the utility model describes in further detail below in conjunction with description of drawings, but present embodiment is not limited to the utility model, and analog structure of every employing the utility model and similar variation thereof all should be listed the protection domain of the utility model in.
Like Fig. 1-shown in Figure 2; A kind of prestressing force joist that the utility model first embodiment is provided is torn rod structure open; Comprise the original building structure, said original building structure comprises waits to tear open column 17, and by waiting to tear open the Vierendeel girder 16 that column 17 is supported; Top column by Vierendeel girder 16 is supported is characterized in that: this is torn rod structure open and comprises two prestressing tendons 13, two bearing posts 12;
Said two bearing posts 12 are positioned at the left and right sides of waiting to tear open column 17, and the top of two bearing posts 12 supports Vierendeel girder 16 respectively;
Said two prestressing tendons 13 are symmetrically placed in the both sides, front and back of waiting to tear open column 17; Each is anchored at the two ends of two prestressing tendons 13 on the Vierendeel girder 16 through concrete and anchor device 14; And its left end is positioned at left bearing post 12 left sides; Its right-hand member is positioned at right bearing post 12 right sides; The two ends of every prestressing tendon 13 all are anchored in the bottom surface or the end face of Vierendeel girder 16, and the middle part of every prestressing tendon 13 all is bent to downwards waits to tear open column 17 with Vierendeel girder junction, 16 bottom surface and be lower than its both sides anchored end, and is rigidly connected with Vierendeel girder 16.
Among the utility model first embodiment; Said Vierendeel girder 16 and two prestressing tendons 13 are built through concrete 15 and are one; Constitute a prestressing force conversion beam, the two ends of this prestressing force conversion beam fall within on two bearing posts 12, and two prestressing tendons 13 all are positioned within the concrete 15 of being built.
Among the utility model first embodiment; Said prestressing tendon 13 can adopt does not have bonding or bonded prestress form; The main muscle of prestressing tendon is prestress wire, steel wire, carbon fibre bar or aramid fiber muscle; The global shape of prestressing tendon is a shaped form, and the global shape of prestressing tendon also can be a broken line shape during practical application, and two prestressing tendons all can symmetry be divided into multi beam.
Among the utility model first embodiment, said bearing post 12 can be formed through strengthening construction by the column of original building structure, also can be the column that increases newly.
The concrete construction sequence of the utility model first embodiment is following:
Be one with Vierendeel girder and two prestressing tendons through concreting earlier; Constitute the prestressing force conversion beam; After waiting that the concrete strength of being built reaches designing requirement; The end of two prestressing tendons is carried out stretch-draw respectively and is anchored on the Vierendeel girder with anchor device, and then will wait to tear open column and remove, through the prestressing tendon in the stretch-draw prestressing force conversion beam; Can produce equilibrium load upwards; Thereby initiatively bear and torn open the original upper load that bears of column, the transfer of being torn open the original upper load that bears of column can realize the ACTIVE CONTROL of overall process through the stretch-draw of control prestressing tendon, can effectively avoid in the load transfer process being torn open the superstructure that column carries and produce the additive effect of distortion.
Like Fig. 3-shown in Figure 4; A kind of prestressing force joist that the utility model second embodiment is provided is torn rod structure open; Comprise the original building structure, said original building structure comprises waits to tear open column 27, and by waiting to tear open the Vierendeel girder 26 that column 27 is supported; Top column by Vierendeel girder 26 is supported is characterized in that: this is torn rod structure open and comprises two prestressing tendons 23, two bearing posts 22;
Said two bearing posts 22 are positioned at the left and right sides of waiting to tear open column 27, and the top of two bearing posts 22 supports Vierendeel girder 26 respectively;
Said two prestressing tendons 23 are symmetrically placed in the both sides, front and back of waiting to tear open column 27; Each is anchored at the two ends of two prestressing tendons 23 on the Vierendeel girder 26 through concrete 25 and anchor device 24; And its left end is positioned at left bearing post 22 left sides; Its right-hand member is positioned at right bearing post 22 right sides; The two ends of every prestressing tendon 23 all are anchored in the bottom surface or the end face of Vierendeel girder 26, and the middle part of every prestressing tendon 23 all is bent to downwards waits to tear open column 27 with Vierendeel girder junction, 26 bottom surface and be lower than its both sides anchored end, and is rigidly connected with Vierendeel girder 26.
Among the utility model second embodiment; Be fixed with four conversion blocks 28 on the said Vierendeel girder 26; Be respectively left conversion block, go up right conversion block, infralevoversion changes piece, infradextroversion changes piece, the stage casing of said prestressing tendon 23 is positioned at Vierendeel girder 26 outsides, said infralevoversion changes piece, infradextroversion changes piece and all is fixed on Vierendeel girder 26 bottom surfaces; And lay respectively at the left and right sides of waiting to tear open column 27; Infralevoversion changes the bundle body that bottom that piece and infradextroversion change piece props up two prestressing tendons 23 respectively, saidly left conversion block, goes up right conversion block and all be fixed on Vierendeel girder 26 end faces, and go up left conversion block and be positioned at infralevoversion and change the piece left side; Last right conversion block is positioned at infradextroversion and changes the piece right side, and the top of going up left conversion block and last right conversion block props up the bundle body of two prestressing tendons 23 respectively.
Among the utility model second embodiment; Said prestressing tendon 23 can adopt does not have bonding or bonded prestress form; The main muscle of prestressing tendon is prestress wire, steel wire, carbon fibre bar or aramid fiber muscle; The global shape of prestressing tendon is a broken line shape, and two prestressing tendons all can symmetry be divided into multi beam.
Among the utility model second embodiment, said bearing post 22 can be formed through strengthening construction by the column of original building structure, also can be the column that increases newly.
The concrete construction sequence of the utility model second embodiment is following:
To build the concrete that is used for anchoring at the Vierendeel girder two ends earlier; After waiting that the concrete strength of being built reaches designing requirement; With the stretch-draw and be anchored on the Vierendeel girder respectively of the end of two prestressing tendons with anchor device; And then will wait to tear open column and remove, through the stretch-draw prestressing force bundle, can produce equilibrium load upwards; Thereby initiatively bear and torn open the original upper load that bears of column; The transmission of power realizes through each conversion block between Vierendeel girder and the prestressing tendon, and the transfer of being torn open the original upper load that bears of column can realize the ACTIVE CONTROL of overall process through the stretch-draw of control prestressing tendon, can effectively avoid in the load transfer process being torn open the superstructure that column carries and produce the additive effect of distortion.

Claims (5)

1. a prestressing force joist is torn rod structure open; Comprise the original building structure, said original building structure comprises column to be torn open, and by waiting to tear open the Vierendeel girder that column supports; Top column by Vierendeel girder supported is characterized in that: this is torn rod structure open and comprises two prestressing tendons, two bearing posts;
Said two bearing posts are positioned at the left and right sides of waiting to tear open column, and the top of two bearing posts supports Vierendeel girder respectively;
Said two prestressing tendons are symmetrically placed in the both sides, front and back of waiting to tear open column; Each is anchored at the two ends of two prestressing tendons on the Vierendeel girder through concrete and anchor device; And its left end is positioned at left bearing post left side, and its right-hand member is positioned at right bearing post right side, and the two ends of every prestressing tendon all are anchored in the bottom surface or the end face of Vierendeel girder; The middle part of every prestressing tendon all is bent to downwards waits to tear open column and junction, Vierendeel girder bottom surface and is lower than its both sides anchored end, and is rigidly connected with Vierendeel girder.
2. prestressing force joist according to claim 1 is torn rod structure open; It is characterized in that: said Vierendeel girder and two prestressing tendons are one through concreting; Constitute a prestressing force conversion beam; The two ends of this prestressing force conversion beam fall within on two bearing posts, and two prestressing tendons all are positioned within the concrete of being built;
The global shape of said prestressing tendon is shaped form or broken line shape.
3. prestressing force joist according to claim 1 is torn rod structure open; It is characterized in that: be fixed with four conversion blocks on the said Vierendeel girder; Be respectively left conversion block, go up right conversion block, infralevoversion changes piece, infradextroversion changes piece, the stage casing of said prestressing tendon is positioned at the Vierendeel girder outside, said infralevoversion changes piece, infradextroversion changes piece and all is fixed on the Vierendeel girder bottom surface; And lay respectively at the left and right sides of waiting to tear open column; Infralevoversion changes the bundle body that bottom that piece and infradextroversion change piece props up two prestressing tendons respectively, saidly left conversion block, goes up right conversion block and all be fixed on the Vierendeel girder end face, and go up left conversion block and be positioned at infralevoversion and change the piece left side; Last right conversion block is positioned at infradextroversion and changes the piece right side, and the top of going up left conversion block and last right conversion block props up the bundle body of two prestressing tendons respectively;
The global shape of said prestressing tendon is a broken line shape.
4. prestressing force joist according to claim 1 is torn rod structure open, it is characterized in that: the main muscle of said prestressing tendon is prestress wire, steel wire, carbon fibre bar or aramid fiber muscle.
5. prestressing force joist according to claim 1 is torn rod structure open, it is characterized in that: said two equal symmetries of prestressing tendon are divided into multi beam.
CN2011203020263U 2011-08-18 2011-08-18 Post disassembly structure of pre-stressed support beam Expired - Fee Related CN202202577U (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102704703A (en) * 2012-05-30 2012-10-03 东南大学 Method for underpinning large-space wall by using pre-stressed carbon fiber composite cable
CN103321443A (en) * 2013-06-14 2013-09-25 朱奎 Structural-transformation construction method
CN105401655A (en) * 2015-12-16 2016-03-16 南京工业大学 Self-control energy consumption unbonded prestressed concrete framework
CN105625743A (en) * 2016-02-24 2016-06-01 朱奎 Concrete girder reinforcing structure with
CN109537929A (en) * 2018-11-30 2019-03-29 北京市建筑工程研究院有限责任公司 Demolishing columns bracing means and reinforcement means
CN111677328A (en) * 2017-01-12 2020-09-18 叶香竹 Prestressed steel strand reinforced concrete beam structure
CN112502471A (en) * 2020-12-30 2021-03-16 中国电建集团河南省电力勘测设计院有限公司 Steel frame structure joist column pulling transformation and reinforcement method and structure

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102704703A (en) * 2012-05-30 2012-10-03 东南大学 Method for underpinning large-space wall by using pre-stressed carbon fiber composite cable
CN103321443A (en) * 2013-06-14 2013-09-25 朱奎 Structural-transformation construction method
CN105401655A (en) * 2015-12-16 2016-03-16 南京工业大学 Self-control energy consumption unbonded prestressed concrete framework
CN105625743A (en) * 2016-02-24 2016-06-01 朱奎 Concrete girder reinforcing structure with
CN107269018A (en) * 2016-02-24 2017-10-20 朱奎 Concrete girder reinforced construction method with secondary beam
CN105625743B (en) * 2016-02-24 2017-11-14 朱奎 Concrete girder ruggedized construction with secondary beam
CN111677328A (en) * 2017-01-12 2020-09-18 叶香竹 Prestressed steel strand reinforced concrete beam structure
CN109537929A (en) * 2018-11-30 2019-03-29 北京市建筑工程研究院有限责任公司 Demolishing columns bracing means and reinforcement means
CN109537929B (en) * 2018-11-30 2021-04-20 北京市建筑工程研究院有限责任公司 Reinforcing device and reinforcing method for extracting column reconstruction
CN112502471A (en) * 2020-12-30 2021-03-16 中国电建集团河南省电力勘测设计院有限公司 Steel frame structure joist column pulling transformation and reinforcement method and structure

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Granted publication date: 20120425

Termination date: 20150818