CN109914266A - A kind of Large Steel pipeline overhead lifting vertical shift and promote construction method of installation - Google Patents
A kind of Large Steel pipeline overhead lifting vertical shift and promote construction method of installation Download PDFInfo
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- CN109914266A CN109914266A CN201910309553.8A CN201910309553A CN109914266A CN 109914266 A CN109914266 A CN 109914266A CN 201910309553 A CN201910309553 A CN 201910309553A CN 109914266 A CN109914266 A CN 109914266A
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- 238000010276 construction Methods 0.000 title claims abstract description 28
- 238000009434 installation Methods 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 21
- 239000010959 steel Substances 0.000 title claims abstract description 21
- 238000013461 design Methods 0.000 claims abstract description 10
- 230000001737 promoting effect Effects 0.000 claims abstract description 8
- 238000013459 approach Methods 0.000 claims abstract description 4
- 238000005259 measurement Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 22
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Abstract
The present invention provides a kind of Large Steel pipeline overhead lifting entirety vertical shift and lifting construction method, and entire tubular arch is divided into the skewback section of middle part main arch section and both ends, and main arch section weight is limited to the maximum load-carrying capacity no more than main bridge girder steel by when division；The assembly of main arch section is completed on main bridge approach bridge, in the construction of main Surveillance of Continuous Beam, sets up the promotion pylon for promoting main arch section respectively at main bridge both ends, and after the completion of the closure of main Surveillance of Continuous Beam, main arch section vertical shift to main span is designed into stable and continuous lifting position；Two skewback sections are installed at tubular arch design skewback position both ends, then main arch section is promoted to design installation site using promotion pylon, and is connect with two skewback sections, completes tubular arch installation.The present invention not acceptor's bridge girder steel load-bearing capacity and vertical shift section height limitation, greatly expand the scope of application of traditional vertical shift method.
Description
Technical field
The invention belongs to science of bridge building fields, are related in long-span continuous beam arch bridge " first beam rear arch method " installation steel arch
A kind of construction method, specifically synchronize that carry out steel arch in dystopy assembled in Construction of continuous beam, after Construction of continuous beam is completed,
Using vertical shift trolley vertical shift steel arch, is then promoted using lifting system and adjusted design installation site is joined the two sections of a bridge, etc.
Background technique
Elder generation's common method of beam rear arch method construction steel pipe arch bridge has following several at present: the first is that bracket is in situ assembled
Method, the method heavy workload, operating efficiency is low, and construction speed is slow, is only applicable to construction span and the lesser arch bridge of height；Second
Kind is vertical transfer method, its temporary project amount is big, and system transform is complicated, and control difficulty is big, and construction speed is slow, is suitable for construction span
With the biggish arch bridge of height；The third is whole vertical shift method, and assembled main arch, has constructed in arch bridge main span beam body on end bay bridge floor
Whole vertical shift main arch has Construction control difficulty low to installation site, the method after finishing, and parallel construction is not take up critical circuits, construction
The obvious advantage of short time limit, but main arch height and weight are had certain limitations, main arch self weight is no more than vertical shift by beam body
Maximum load-carrying capacity, main arch cannot be excessively high, otherwise will cause the excessive reduction lateral stability coefficient of lateral front face area, therefore although
Have many advantages, such as, but applicable elements are limited.
Summary of the invention
The purpose of the present invention is improving to above-mentioned whole vertical shift method, using the scheme of " vertical shift+promotion ", entirety is overcome
Vertical shift method limits main arch height and self weight, to improve the applicability of this method.
Technical scheme is as follows:
A kind of Large Steel pipeline overhead lifting vertical shift and promote construction method of installation, it is characterised in that:
(1) entire tubular arch is divided into the skewback section of middle part main arch section and both ends, is limited main arch section weight when division
For the maximum load-carrying capacity no more than main bridge girder steel；
(2) assembled main arch section: main arch section assembling support is set up on main bridge approach bridge, the vertical shift of main arch section both ends arch springing is installed
Trolley utilizes large-scale assembling hoist main arch section；After the completion of main arch section is assembled, the interim prestressing force system at installation connection main arch section both ends
Bar forms tie-rod arch structure, then removes steel-pipe assembly bracket；
(3) it sets up promotion pylon: when main Surveillance of Continuous Beam is constructed, is set up respectively at main bridge both ends for promoting main arch section
Promotion pylon, tower top install hydraulic synchronization jack lifting system；
(4) after the completion of the closure of main Surveillance of Continuous Beam, installation vertical shift track and debugging vertical shift jack main arch section vertical shift: are laid with
Main arch section vertical shift to main span is designed lifting position to stable and continuous by system；
(5) two skewback sections are installed at tubular arch design skewback position both ends, then utilize the hydraulic company for promoting tower top
Continuous synchronous jack system promotes main arch section to design installation site, after accurate measurement adjustment, at a temperature of closure with two skewback sections
Tubular arch installation is completed in connection.
It is that entire tubular arch is along the bridge moved to master along bridge using track vertical shift trolley that conventional steel pipe, which encircles vertical shift method,
Encircle installation site, due to not having adjustment mechanism, tubular arch not can be carried out transversal line adjustment and elevation adjustment after vertical shift in place, in place
Required precision is high, and difficulty of construction is big, and tubular arch must cause center of gravity height, lateral windage to design mounting height shift-in row vertical shift
Power is big, lateral stability is poor, thus using limited.
The present invention increases on the basis of conventional steel encircles vertical shift method and promotes tower adjustment mechanism, carried out following optimization:
1, increase vertical shift section safety and stability: invention increases after whole lifting means, vertical shift can be reduced
The height of section tubular arch reduces lateral wind resistance with the height that lowers the center of gravity, can significantly improve safety during vertical shift and
Stability.
2, reduce difficulty of construction: invention increases after whole hoist links, the flexibility that can use lifting means is hung
Suo Jinhang longitudinally, laterally with the adjusting of height, can also adjust arching degree using interim stretch tie-bar, it will be apparent that reduce main arch and close
Dragon docking difficulty.
3, reduce the limitation of passability: the present invention can flexibly choose vertical shift segment length according to load carrying capacity of bridge, indulge
The skewback section for moving section two sides uses bridge floor assembly method matching operation, reduces the limitation to large-scale steel arch bridge vertical shift.
4, shorten the construction period: using the present invention, main arch assembly synchronous can be carried out with beams of concrete construction, in concrete
Beam carries out main arch vertical shift construction after reaching intensity, is not take up duration critical circuits, can significantly shorten the construction period.
In a concrete application embodiment of the invention, successfully solves the technology of main bridge 220m Large Steel pipeline overhead lifting installation
Problem creates good duration and economic benefit, provides good reference function for the construction of same type large bridge.
Detailed description of the invention
Fig. 1 is the assembled status diagram of main arch section；
Fig. 2 is status diagram when main arch section starts vertical shift；
Fig. 3 is the status diagram in main arch section vertical shift to main bridge；
Fig. 4 be the vertical shift of main arch section in place, the status diagram that is installed of skewback section；
Fig. 5 is the status diagram for promoting the connection of main arch Duan Bingyu skewback section；
Fig. 6 is the status diagram after tubular arch is installed.
Specific embodiment
Below in conjunction with attached drawing, description of specific embodiments of the present invention.
It (1) is the skewback section of middle part main arch section and both ends by entire tubular arch design partition before the present invention starts construction, it is main
Encircle section using end of the bridge assembly, the construction method of vertical shift in place.Main arch section weight is limited to when tubular arch divides to be no more than main bridge
The maximum load-carrying capacity of girder steel；When in view of vertical shift windage to steel pipe for the influence of section, except being carried according to the maximum of master bridge body
Ability determines outside main arch section, and the height of main arch section can be also determined according to lateral wind load.During avoiding excessive height from leading to vertical shift
Structural instability.
(2) as shown in Figure 1, setting up main arch section assembling support 2 on main bridge approach bridge 1, installation main arch section both ends arch springing is indulged
Moving stage vehicle 3, using large-scale assembling hoist main arch section 4, the assembling method of 4 assembling method of main arch section and common vertical shift method tubular arch
It is identical.After the completion of 4 assembly of main arch section, the interim prestressed tie bar 5 at installation connection main arch section both ends forms tie-rod arch structure, so
Steel-pipe assembly bracket 2 is removed afterwards.
(3) it sets up promotion pylon: when main Surveillance of Continuous Beam is constructed, is set up respectively at main bridge both ends for promoting main arch section
Promotion pylon 6, tower top install hydraulic synchronization jack lifting system；Promote the structure such as institute in Fig. 3, Fig. 4, Fig. 5 of pylon 6
Show.
(4) as shown in Figure 2, Figure 3, Figure 4, it after the completion of main Surveillance of Continuous Beam joins the two sections of a bridge, etc, is laid with installation vertical shift track and debugging is vertical
Jack system is moved, 4 vertical shift of main arch section to main span is designed into stable and continuous lifting position；The vertical shift method of main arch section and common
The tubular arch vertical shift method of vertical shift method is identical.
(5) as shown in figure 4, two skewback sections 9 are installed in two skewback of tubular arch, 8 position on main bridge 7；As shown in figure 5, skewback section
After 9 are installed, main arch section 4 is promoted to design installation using the hydraulic continuous synchronous jack system for promoting 6 top of pylon
Position is connect at a temperature of closure with two skewback sections 9 after accurate measurement adjustment, completes the tubular arch installation of arch bridge.
As shown in fig. 6, after tubular arch is installed, removes and promote pylon, continues construction and complete that entire main bridge 7 is subsequent applies
Work.
Claims (2)
1. a kind of Large Steel pipeline overhead lifting vertical shift and promotion construction method of installation, it is characterised in that:
(1) entire tubular arch is divided into the skewback section of middle part main arch section and both ends, main arch section weight is limited to not by when division
More than the maximum load-carrying capacity of main bridge girder steel；
(2) assembled main arch section: main arch section assembling support is set up on main bridge approach bridge, the vertical shift platform of main arch section both ends arch springing is installed
Vehicle utilizes large-scale assembling hoist main arch section；After the completion of main arch section is assembled, the interim prestressing force system at installation connection main arch section both ends
Bar forms tie-rod arch structure, then removes steel-pipe assembly bracket；
(3) it sets up promotion pylon: when main Surveillance of Continuous Beam is constructed, is set up respectively at main bridge both ends for promoting mentioning for main arch section
Pylon is risen, hydraulic synchronization jack lifting system is installed in tower top；
(4) after the completion of the closure of main Surveillance of Continuous Beam, installation vertical shift track and debugging vertical shift jack system main arch section vertical shift: are laid with
Main arch section vertical shift to main span is designed lifting position to stable and continuous by system；
(5) two skewback sections are installed at tubular arch design skewback position both ends, it is then same using the hydraulic continuous for promoting tower top
Jack system is walked to connect main arch section promotion to design installation site after accurate measurement adjustment with two skewback sections at a temperature of closure,
Complete tubular arch installation.
2. Large Steel pipeline overhead lifting entirety vertical shift according to claim 1 and lifting construction method, it is characterised in that: divide steel pipe
When encircleing main arch section, in addition to determining main arch section according to the maximum load-carrying capacity of master bridge body, main arch section is determined also according to lateral wind load
Height.
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| CN201910309553.8A CN109914266B (en) | 2019-04-17 | 2019-04-17 | Construction method for longitudinally moving and lifting installation of large steel pipe arch |
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| CN201910309553.8A CN109914266B (en) | 2019-04-17 | 2019-04-17 | Construction method for longitudinally moving and lifting installation of large steel pipe arch |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110616635A (en) * | 2019-08-12 | 2019-12-27 | 中交二航局第二工程有限公司 | Closure structure and lowering dislocation closure method of hybrid beam rigid frame bridge under strong surge condition |
| CN110616636A (en) * | 2019-08-12 | 2019-12-27 | 中交二航局第二工程有限公司 | Closure structure of hybrid beam rigid frame bridge under strong surge condition and method for lifting staggered closure |
| CN110777667A (en) * | 2019-11-14 | 2020-02-11 | 中铁八局集团有限公司 | Hoisting method for preventing deformation of steel pipe arch |
| CN112281685A (en) * | 2020-10-23 | 2021-01-29 | 广州文船重工有限公司 | Lifting construction method of steel arch structure |
| CN112359730A (en) * | 2020-10-26 | 2021-02-12 | 中铁三局集团有限公司 | Steel pipe arch installation method |
| CN114319117A (en) * | 2021-12-24 | 2022-04-12 | 江苏沪宁钢机股份有限公司 | A sliding lift method for bridge steel arches |
| WO2022099548A1 (en) * | 2020-11-12 | 2022-05-19 | China Railway No.3 Engineering Group Co.Ltd | Method for installing steel tube arches |
| CN115613475A (en) * | 2022-12-05 | 2023-01-17 | 安徽省公路桥梁工程有限公司 | A construction method for hoisting arch ribs of integral long-span steel arch bridges in expressway engineering |
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| CN207919363U (en) * | 2017-12-21 | 2018-09-28 | 中铁广州工程局集团有限公司 | A kind of Filled Steel Tubular Arch Bridge low level assembly lifting system |
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| KR20100138121A (en) * | 2009-06-24 | 2010-12-31 | (주)청석엔지니어링 | Mobile temporary facility for construction of composite composite arch structures |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110616635A (en) * | 2019-08-12 | 2019-12-27 | 中交二航局第二工程有限公司 | Closure structure and lowering dislocation closure method of hybrid beam rigid frame bridge under strong surge condition |
| CN110616636A (en) * | 2019-08-12 | 2019-12-27 | 中交二航局第二工程有限公司 | Closure structure of hybrid beam rigid frame bridge under strong surge condition and method for lifting staggered closure |
| CN110616636B (en) * | 2019-08-12 | 2020-12-25 | 中交二航局第二工程有限公司 | Closure structure of hybrid beam rigid frame bridge under strong surge condition and method for lifting staggered closure |
| CN110616635B (en) * | 2019-08-12 | 2020-12-25 | 中交二航局第二工程有限公司 | Closure structure and lowering dislocation closure method of hybrid beam rigid frame bridge under strong surge condition |
| CN110777667A (en) * | 2019-11-14 | 2020-02-11 | 中铁八局集团有限公司 | Hoisting method for preventing deformation of steel pipe arch |
| CN112281685A (en) * | 2020-10-23 | 2021-01-29 | 广州文船重工有限公司 | Lifting construction method of steel arch structure |
| CN112359730A (en) * | 2020-10-26 | 2021-02-12 | 中铁三局集团有限公司 | Steel pipe arch installation method |
| WO2022099548A1 (en) * | 2020-11-12 | 2022-05-19 | China Railway No.3 Engineering Group Co.Ltd | Method for installing steel tube arches |
| US11655600B2 (en) | 2020-11-12 | 2023-05-23 | China Railway No.3 Engineering Group Co.Ltd | Method for installing steel tube arches |
| CN114319117A (en) * | 2021-12-24 | 2022-04-12 | 江苏沪宁钢机股份有限公司 | A sliding lift method for bridge steel arches |
| CN115613475A (en) * | 2022-12-05 | 2023-01-17 | 安徽省公路桥梁工程有限公司 | A construction method for hoisting arch ribs of integral long-span steel arch bridges in expressway engineering |
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| CN109914266B (en) | 2020-07-10 |
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