CN104153299B - The overall docking calculation of large-scale pier stud concrete reinforcement - Google Patents
The overall docking calculation of large-scale pier stud concrete reinforcement Download PDFInfo
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- CN104153299B CN104153299B CN201410414312.7A CN201410414312A CN104153299B CN 104153299 B CN104153299 B CN 104153299B CN 201410414312 A CN201410414312 A CN 201410414312A CN 104153299 B CN104153299 B CN 104153299B
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Abstract
A kind of overall docking calculation of large-scale pier stud concrete reinforcement, described docking calculation includes: adopt the top locating rack of lifting that according to arranging position, vertical reinforcing bar is carried out the fixing lifting in top, top locating rack is transferred the docking location to lower joint reinforcing bar, by what lower joint reinforcing bar top was arranged, connected components is become as a whole with the bar connecting of corresponding lifting. The overall docking calculation efficiency of construction of this large-scale pier stud concrete reinforcement is high, time saving and energy saving, steel bar preassembling colligation is in place convenient and swift, safe and reliable, on-the-spot only need to being carried out by the reinforcing bar vertically docked is unloaded connection and mends colligation, both saved the plenty of time, the designing requirement of concreting age difference can have been met again.
Description
Technical field
The invention belongs to the reinforcement construction technology of pier stud in the construction of overhead bridge, be specifically related to the overall docking calculation of large-scale pier stud concrete reinforcement.
Background technology
Along with the development of traffic construction, increasing overhead road bridge needs Bridge Piers construction, the framework of steel reinforcement of such Bridge Piers generally individually employing steel structure colligation, then carries out concrete pouring construction. Owing in framework of steel reinforcement, reinforcing bar needs to realize vertical docking, to meet the requirement of strength of framework of steel reinforcement. In conventional concrete in the construction technology of framework of steel reinforcement, it is necessary to carry out the prefabricated of framework of steel reinforcement entirety according to the structure that arranges of embedded bar in concrete. For Bridge Piers, its whole height and structure are comparatively huge, need to carry out setting up of peripheral various auxiliary support body according to construction requirement, and carry out steel reinforcement abutting joints by root lifting and install after Primary Location, its difficulty of construction and construction procedure are excessively complicated, and this has had a strong impact on framework of steel reinforcement and the construction of whole pier column.
Summary of the invention
The invention provides the overall docking calculation of high, the time saving and energy saving large-scale pier stud concrete reinforcement of a kind of efficiency of construction, it is by lifting the overall para-position of vertical reinforcement to be docked, then transfer to docking location and complete the docking of vertical reinforcement, the speed of construction is greatly promoted, and effectively reduces labor intensity simultaneously and improves working security.
The technical solution adopted in the present invention is as follows:
Vertical reinforcing bar is carried out the fixing lifting in top according to arranging position by the top locating rack that step a, employing lift,
Step b, top locating rack is transferred the docking location to lower joint reinforcing bar,
Step c, by lower joint reinforcing bar top arrange connected components is become as a whole with the bar connecting of corresponding lifting.
Wherein, lower joint reinforcing bar install before concrete placings with on the joint identical steel construction locating rack of steel bar positioning frame, save locating rack under removing after concrete placings.
In step a, top locating rack is connected with the stiff skeleton arranged outside large-scale pier stud formation rock-steady structure, then passes through the installation site that on the locating rack of top, the reinforcing bar lifting part of distribution pre-sets by reinforcing bar and lift,
In step b, top locating rack is transferred to docking region along stiff skeleton, first connected components is adjusted by lower joint reinforcing bar top before transferring,
In step c, the described branch sleeve to connected components being lower joint reinforcing bar upper end and arranging, it is threaded connection between this branch sleeve and the reinforcing bar docked.
In one embodiment, described docking calculation farther includes:
First the lower joint reinforcing bar that colligation is fixing is carried out part concrete pouring construction, then carry out the vertical fixing lifting of reinforcing bar on the locating rack of top according to the correspondence position of lower joint reinforcing bar.
In another embodiment, described docking calculation farther includes:
Lower joint reinforcing bar is become with the bar connecting of corresponding lifting as a whole after, carry out reinforcing bar binding construction by other reinforcing bars.
The overall docking calculation of this large-scale pier stud concrete reinforcement is thrown except the intensity that works long hours of on-the-spot assembling reinforcement, and according to Large Bridge Pier prefabricated concreting age difference rigors, it is achieved that low idle job carry out framework of steel reinforcement time saving and energy saving lifting docking. By top locating rack, reinforcing bar to be docked carrying out lifting in advance and forms monolithic stability structure, then lifting is to the on-the-spot docking carrying out lower joint reinforcing bar, owing to the major part of lower joint reinforcing bar has been completed concrete building, so at the bottom of construction height. Adding the fixing lifting that reinforcing bar to be docked only carries out on top, therefore the adjustment of docking site, lower end is very flexible, it is possible to improves docking efficiency and saves docking time. Carry out after all steel reinforcement abutting joints of this top locating rack lifting connect, more can pass through this top locating rack interim fixing and carry out that reinforcing bar is laterally fixing and benefit is tied up, be efficiently completed the integrated connection of framework of steel reinforcement in length and breadth and fixing.
The beneficial effects of the present invention is, the overall docking calculation efficiency of construction of this large-scale pier stud concrete reinforcement is high, time saving and energy saving, steel bar preassembling colligation is in place convenient and swift, safe and reliable, on-the-spot the reinforcing bar vertically docked only need to carry out unloading connection and benefit is bound, both saved the plenty of time, the designing requirement of concreting age difference can have been met again.
Below in conjunction with the drawings and specific embodiments, the present invention is further elaborated.
Accompanying drawing explanation
Fig. 1 is the part-structure schematic diagram in the specific embodiment of the invention after reinforcing bar integral hoisting.
Detailed description of the invention
The overall docking calculation of this large-scale pier stud concrete reinforcement specifically includes, and the lower joint reinforcing bar that banded is fixing is carried out part concrete pouring construction, forms the construction height that the construction of steel reinforcement abutting joints is basic and relatively low. then as shown in Figure 1, vertical reinforcing bar 21 is carried out the fixing lifting in top according to arranging position by the top locating rack 20 adopting lifting, top locating rack can be configured according to the lifting region of lower rebar, top locating rack arranges the reinforcing bar fixed bit needing to be docked, the top lifting of reinforcing bar to be docked is fixed on locating rack, the reinforcing bar correspondence to be docked of each lifting once saves reinforcing bar, by mast-up 30, the locating rack of fixing reinforcing bar is lifted, top locating rack is connected formation rock-steady structure with the stiff skeleton 10 arranged outside large-scale pier stud, top locating rack is transferred to docking region along stiff skeleton, then the vertical fixing lifting of reinforcing bar on the locating rack of top is carried out according to the correspondence position of lower joint reinforcing bar.Can first connected components be adjusted by lower joint reinforcing bar top before transferring. Connected components can be the branch sleeve that lower joint reinforcing bar upper end is arranged by this, is threaded connection between this branch sleeve and the reinforcing bar docked. Then lower joint reinforcing bar is become with the bar connecting of corresponding lifting as a whole after, carry out reinforcing bar binding construction by other reinforcing bars.
Claims (3)
1. the overall docking calculation of one kind large-scale pier stud concrete reinforcement, it is characterised in that described docking calculation includes:
Vertical reinforcing bar is carried out the fixing lifting in top according to arranging position by the top locating rack that step a, employing lift,
Step b, top locating rack is transferred the docking location to lower joint reinforcing bar,
Step c, by lower joint reinforcing bar top arrange connected components is become as a whole with the bar connecting of corresponding lifting,
In step a, top locating rack is connected with the stiff skeleton arranged outside large-scale pier stud formation rock-steady structure, then passes through the installation site that on the locating rack of top, the reinforcing bar lifting part of distribution pre-sets by reinforcing bar and lift,
In step b, top locating rack is transferred to docking region along stiff skeleton, first connected components is adjusted by lower joint reinforcing bar top before transferring,
In step c, the described branch sleeve to connected components being lower joint reinforcing bar upper end and arranging, it is threaded connection between this branch sleeve and the reinforcing bar docked.
2. the overall docking calculation of large-scale pier stud concrete reinforcement according to claim 1, it is characterised in that described docking calculation farther includes:
First the lower joint reinforcing bar that colligation is fixing is carried out part concrete pouring construction, then carry out the vertical fixing lifting of reinforcing bar on the locating rack of top according to the correspondence position of lower joint reinforcing bar.
3. the overall docking calculation of large-scale pier stud concrete reinforcement according to claim 1, it is characterised in that described docking calculation farther includes:
Lower joint reinforcing bar is become with the bar connecting of corresponding lifting as a whole after, carry out reinforcing bar binding construction by other reinforcing bars.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410414312.7A CN104153299B (en) | 2014-08-21 | 2014-08-21 | The overall docking calculation of large-scale pier stud concrete reinforcement |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410414312.7A CN104153299B (en) | 2014-08-21 | 2014-08-21 | The overall docking calculation of large-scale pier stud concrete reinforcement |
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| CN104153299A CN104153299A (en) | 2014-11-19 |
| CN104153299B true CN104153299B (en) | 2016-06-08 |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110629663A (en) * | 2019-09-29 | 2019-12-31 | 中铁大桥局集团有限公司 | Pier body construction method and pier body construction device |
| CN112663502B (en) * | 2020-12-18 | 2022-06-17 | 中交第二航务工程局有限公司 | Integral hoisting matching butt joint method for variable cross-section tower column segment steel bar part |
Citations (5)
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| JPH10311087A (en) * | 1997-05-09 | 1998-11-24 | Kajima Corp | Connecting method for columnar prefabricated reinforcements |
| JP2002339512A (en) * | 2001-05-14 | 2002-11-27 | Yoshinobu Hayashi | Method for arranging and installing annular reinforcement in reinforced block and part |
| CN102092626A (en) * | 2011-01-12 | 2011-06-15 | 河南省矿山起重机有限公司 | Reinforcement cage lifting device |
| JP4989411B2 (en) * | 2007-10-19 | 2012-08-01 | 株式会社竹中工務店 | Joining structure of precast concrete members and joining method of precast concrete members |
| CN103362119A (en) * | 2013-06-28 | 2013-10-23 | 中建七局第二建筑有限公司 | Non-welded connection method and connection structure for major diameter reinforcing cage |
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2014
- 2014-08-21 CN CN201410414312.7A patent/CN104153299B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10311087A (en) * | 1997-05-09 | 1998-11-24 | Kajima Corp | Connecting method for columnar prefabricated reinforcements |
| JP2002339512A (en) * | 2001-05-14 | 2002-11-27 | Yoshinobu Hayashi | Method for arranging and installing annular reinforcement in reinforced block and part |
| JP4989411B2 (en) * | 2007-10-19 | 2012-08-01 | 株式会社竹中工務店 | Joining structure of precast concrete members and joining method of precast concrete members |
| CN102092626A (en) * | 2011-01-12 | 2011-06-15 | 河南省矿山起重机有限公司 | Reinforcement cage lifting device |
| CN103362119A (en) * | 2013-06-28 | 2013-10-23 | 中建七局第二建筑有限公司 | Non-welded connection method and connection structure for major diameter reinforcing cage |
Non-Patent Citations (1)
| Title |
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| 穿越未知的历程;李冬梅;《中交一航局第五工程有限公司网站》;20130522;第1-3页 * |
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Effective date of registration: 20160314 Address after: 300461, Tianjin Binhai New Area Tianjin Port Free Trade Zone Yuejin Road Shipping Service Center Building 8 Applicant after: CCCC First Harbor Engineering Co., Ltd. Applicant after: No.1 Engineering Compay Ltd of CCCC First Barbor Engineering Company Ltd. Address before: 066000 Haibin Road, Qinhuangdao, Hebei Province, No. 47 Applicant before: No.1 Engineering Compay Ltd of CCCC First Barbor Engineering Company Ltd. |
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