CN101560752A - Construction method for erecting steel truss girder on uplift pushing tow - Google Patents
Construction method for erecting steel truss girder on uplift pushing tow Download PDFInfo
- Publication number
- CN101560752A CN101560752A CNA2009100204012A CN200910020401A CN101560752A CN 101560752 A CN101560752 A CN 101560752A CN A2009100204012 A CNA2009100204012 A CN A2009100204012A CN 200910020401 A CN200910020401 A CN 200910020401A CN 101560752 A CN101560752 A CN 101560752A
- Authority
- CN
- China
- Prior art keywords
- steel truss
- truss girder
- pier
- pushing tow
- uplift
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention discloses a construction method for erecting a steel truss girder. In the technical proposal of the invention, a buoyancy tank group serves as a carrier for levitation support; buoyancy tanks in the central part thereof are used to fill or drain water to ballast water to adjust elevation in a convenient manner; in addition, the proposal of using pushing tow construction is adopted, so that the steel truss girder can be assembled on a falsework on the spot in a convenient manner, hoisting of members is convenient and construction safety is high; the invention provides a construction method for erecting steel truss girder on uplift pushing tow, which features short construction cycle, convenient operation, short navigation closure period and low cost of erecting the steel truss girder and solves the problems that in the construction of the pushing tow, deflection of the steel truss girder is overlarge and internal stress of the steel truss girder is also overlarge.
Description
(1) technical field
The present invention relates to the job practices that a kind of steel truss girder sets up, particularly be applicable to the job practices that the large-span steel trusses of crossing over the above river course of depth of water 2m sets up.
(2) background technology
During great-leap-forward river course erecting steel truss girder, adopt floating holder method to set up usually, promptly adopt floating towboat support steel truss girder front end, and trailer system is set forwardly draws with the vertical shift steel truss girder.This method need be provided with the more wire rope across the river course, and corresponding assembly pulley, and it is very loaded down with trivial details to construct, and cargo handling operation is many, the command scheduling difficulty.
China Intellectual Property Office's the 200710133927th application for a patent for invention discloses a kind of based on using combine with the suspension cable steel truss girder job practices of tower with suspended cable of steel work center king-post, and steel truss girder job practices has before this been done general description.But because this method has been installed a plurality of loop wheel machines that comprise large-scale tower crane, cost height not only, long construction period, and because the existence of oblique tensile tower makes the Sarasota loop wheel machine very high, self difficulty of construction and safety are affected.In addition, this job practices is also used the walking mechanism fortune beam under the Sarasota, has increased the design difficulty of steel truss girder and to the requirement of strength of steel truss girder bottom walking mechanism.Because the scheme that this job practices uses each sections of steel truss girder to set up piecemeal, that is to say the auxiliary walking beam of being convenient to the welding of workman high-altitude, extension rope need be set, not only increased the time of high-altitude construction, the corresponding difficulty of construction that increased, and the safety of work high above the ground always is obvious.Though it is commonplace that this mode is used now, but difficulty of construction is bigger, a lot of parts all need lifting, correspondingly, if at the center, navigation channel, its lifting is not limited only to the lifting of concrete parts, also corresponding component will be transported to additional step such as relevant position, perhaps utilize above-mentioned walking mechanism to transport beam, difficulty of construction and cycle obviously strengthen.
(3) summary of the invention
Therefore, the present invention is in order to overcome the above-mentioned defective of prior art, the construction method for erecting steel truss girder on uplift pushing tow that a kind of short construction period, easy to operate, iceound time are short, the erecting steel truss girder cost is low is provided, and has solved the excessive and excessive problem of steel truss girder internal stress of steel truss girder amount of deflection in the incremental launching construction.
The present invention is by the following technical solutions:
This invention construction method for erecting steel truss girder on uplift pushing tow, it may further comprise the steps:
1) a. falsework is set up, and littoral abutment pier is that the beam of constructing is just set up first main pier that is positioned at water line always with the standard military beam, with the platform as steel truss girder assembly unit, incremental launching construction;
B. glide path is laid, at just vertical even horizontal shop sleeper on the beam of described construction, and on sleeper the symmetrical rail that is provided as glide path;
C. assembly unit steel truss, assembly unit steel truss girder on described falsework;
D. sliding way setting is provided with the sliding way that mates with described rail at described steel truss girder lower chord;
E. incremental launching device is installed, and hydraulic pressure self-locking incremental launching device and ancillary service thereof are arranged on the steel truss girder rear end as incremental launching device, and its hydraulic pressure self-locking device is the clamping fulcrum with described glide path;
2) when carrying out step 1), carry out following steps:
A '. buoyancy tank spelling connection is water down, and the multiple lines and multiple rows buoyancy tank is fastenedly connected, its middle part buoyancy tank splendid attire water ballast, and the pump drainage wetting system of this water ballast is set, and the anchor chain system is set four jiaos of buoyancy tank groups;
B '. the buoyancy tank of splendid attire water ballast is full of water ballast, on described buoyancy tank group, sets up the joist on over draft support and top thereof, and make described joist hold colligation on described steel truss girder front end lower chord;
3) start described incremental launching device pushing tow steel truss girder and advance, and adjust described anchor chain hoist engine wire rope synchronously, and the water ballast of discharging the amount of adapting makes steel truss girder front end bottom surface be higher than bridge pier top elevation, monitoring steel truss girder longitudinal axis; When it surpasses setting value, adjust left and right sides anchor chain hoist engine folding and unfolding wire rope and adjust;
4) steel case back is pushed into when putting bridge pier top rear side in place, proofreaies and correct steel truss girder longitudinal axis off normal, and then pushing steel box girder puts in place, confirm that steel case beam longitudinal axis, end line position to desired location, locate the buoyancy tank group;
5) buoyancy tank water filling is supported in the steel truss girder front end to put in place on the bridge pier sleeper buttress, remove being connected between carriage and steel truss girder after, water filling in buoyancy tank once more makes it break away from steel truss girder and removes;
6) remove fall behind described incremental launching device and the slide block beam and erection support.
The present invention adopts in advance the assembly unit steel truss girder and needn't build Sarasota again, and its assembly unit finishes on falsework basically, and the falsework large part is convenient to the transportation and the lifting of material in the bank, has saved service time and operating expenses, and has increased safety.
Cause the big problem of steel truss girder amount of deflection in order to overcome overarm, adopt the mode that the over draft pier is set in the navigation channel, make it not constitute the overarm form of construction work, thereby solve the excessive problem of its amount of deflection.And, the carrier of described over draft pier is the buoyancy tank group, and the middle part buoyancy tank of this buoyancy tank group is used to carry water ballast, utilizes the buoyancy of how much adjusting the buoyancy tank group of water ballast, thereby can adjust the elevation of described over draft pier easily, and and then can accurately adjust the problem of steel truss girder end elevation.On the other hand, if only Zhong Bu buoyancy tank is filled with water ballast, can adjusts very easily and can not influence the stability of buoyancy tank group.
In addition, above-mentioned buoyancy tank group is provided with the anchor chain system for four jiaos, not only can adjust the operation of buoyancy tank group by the length of adjusting anchor chain, can also adjust its operation deviation.And, four anchor chain systems can be reliably fixing buoyancy tank group.
For the bigger river course of span, a plurality of buoyancy tank groups can correspondingly be set, produce excessive amount of deflection with the side's of preventing trusses.Nature, the technician in described field can also obvious drawing, if there are a plurality of bridge piers in the river course, so after the steel truss girder pushing tow puts in place to first bridge pier, buoyancy tank group this bridge pier front of detouring constitutes new over draft and supports, thereby can be to next bridge pier pushing tow.Thereby making it is not only the construction that is used for single arch bridge, also is applicable to the construction of multiple arch bridge, wider based on the job practices scope of application of this case.
It is more convenient that dismounting is joined in buoyancy tank assembling, and this programme also adopted the standarized component that comprises the standard military beam, and cost is low, is convenient to install, and has saved the engineering time greatly.
The job practices that gives this programme is little to the influence in navigation channel, reason is, the time that the buoyancy tank group takies the river course is exactly the time of its assembling duration and incremental launching construction basically, and than present steel truss girder job practices, it is shorter to give this iceound time ratio in scheme job practices river course.
Above-mentioned construction method for erecting steel truss girder on uplift pushing tow, when setting up falsework in the described step 1), between the pier stud under the falsework, set in advance the elevation interim pier consistent, and at lifting construction just before the beam with described pier stud, check described pier stud and interim pier so that just each fulcrum of beam on same horizontal plane.Described construction just beam all need be through safety inspection calculation before the steel truss girder assembly unit with interim pier.
Described construction just beam is corresponding to steel truss girder both sides main couple two groups, and is provided with the horizontal support that is connected on its upper and lower chord member between two groups.
Described falsework bridge floor and described steel truss girder support pinner with high.
The every side of described rail is provided with two, and correspondingly, the hydraulic pressure self-locking device of described incremental launching device is provided with four.
Described top shoe is that wherein the place ahead slide block is located on the steel truss girder first node, and after described carriage holds the colligation steel truss girder, removes the place ahead slide block corresponding to the place ahead slide block and rear slide block before and after the described steel truss girder.
Above-mentioned construction method for erecting steel truss girder on uplift pushing tow, described interim pier and over draft pier all adopt the military pier of standard.
Described top shoe adopts the slide block of polytetrafluoroethylene (PTFE) material.
Described over draft pier is provided with two so that described steel truss girder longitudinal axis is symmetrical.。
(4) description of drawings
Specify the present invention below in conjunction with Figure of description, make those skilled in the art better understand the present invention, wherein:
Fig. 1 leans out the structural representation of falsework for the steel truss girder phase I in the embodiment of the invention.
Fig. 2 is the A portion enlarged drawing of figure one.
Fig. 3 is a kind of structural representation of over draft support holding state.
Fig. 4 is the steel truss girder pushing tow structural representation that puts in place.
Among the figure: 1, bank pier, 2, the just beam of constructing, 3, steel truss girder, 4, the place ahead slide block, 5, sleeper buttress, 6, water line, 7, first main pier, 8, ground line, 9, interim pier, 10, incremental launching device, 11, rail, 12, upper chord, 13, sleeper, 14, Tuo Liang, 15, the over draft pier, 16, the buoyancy tank group, 17, anchor chain, 18, sleeper buttress, 19, preceding main pier.
(5) specific embodiment
Below technical scheme of the present invention is made exemplary illustration, protection scope of the present invention is not constituted concrete the qualification.
With reference to Figure of description 1 to 4, construction method for erecting steel truss girder on uplift pushing tow, it may further comprise the steps:
1) a. falsework is set up, and littoral abutment pier 1 is that the beam 2 of constructing is just set up first main pier 7 that is positioned at water line 6 always with the standard military beam, with the platform as steel truss girder 3 assembly units, incremental launching construction;
B. glide path is laid, at just vertical even horizontal shop sleeper 13 on the beam of described construction, and on sleeper the symmetrical rail 11 that is provided as glide path;
C. assembly unit steel truss, assembly unit steel truss girder on described falsework;
D. sliding way setting is provided with the sliding way that mates with described rail at described steel truss girder lower chord;
E. incremental launching device 10 is installed, and hydraulic pressure self-locking incremental launching device and ancillary service thereof are arranged on the steel truss girder rear end as incremental launching device, and its hydraulic pressure self-locking device is the clamping fulcrum with described glide path;
2) when carrying out step 1), carry out following steps:
A '. buoyancy tank group 16 is pieced together connection water down, and the multiple lines and multiple rows buoyancy tank is fastenedly connected, its middle part buoyancy tank splendid attire water ballast, and the pump drainage wetting system of this water ballast is set, and anchor chain 17 systems are set four jiaos of buoyancy tank groups;
B '. the buoyancy tank of splendid attire water ballast is full of water ballast, on described buoyancy tank group, sets up the joist 14 on over draft support 15 and top thereof, and make described joist hold colligation on described steel truss girder front end lower chord;
3) start described incremental launching device pushing tow steel truss girder and advance, and adjust described anchor chain hoist engine wire rope synchronously, and the water ballast of discharging the amount of adapting makes steel truss girder front end bottom surface be higher than bridge pier top elevation, monitoring steel truss girder longitudinal axis; When it surpasses setting value, adjust left and right sides anchor chain hoist engine folding and unfolding wire rope and adjust;
4) steel case back is pushed into when putting bridge pier 20 top rear sides in place, proofreaies and correct steel truss girder longitudinal axis off normal, and then pushing steel box girder puts in place, confirm that steel case beam longitudinal axis, end line position to desired location, locate the buoyancy tank group;
5) buoyancy tank water filling is supported in the steel truss girder front end to put in place on the bridge pier sleeper buttress 19, remove being connected between carriage and steel truss girder after, water filling in buoyancy tank once more makes it break away from steel truss girder and removes;
6) remove fall behind described incremental launching device and the slide block beam and erection support.
When setting up falsework in the described step 1), between the pier stud under the falsework, set in advance the elevation interim pier 9 consistent,, improve its stability so that falsework is constituted supplemental support with described pier stud.And at lifting construction just before the beam, check described pier stud and interim pier so that just each fulcrum of beam on same horizontal plane, thereby can obtain more smooth steel truss girder platform for lining, also be convenient to the installation of top shoe on the steel truss girder, with and the realization of incremental launching construction.
Described construction just beam all need obtain than higher safety factor through safety inspection calculation before the steel truss girder assembly unit with interim pier, avoids major accident to take place.
For resistance to overturning and the rigidity that improves falsework, described construction just beam is corresponding to steel truss girder both sides main couple two groups, and is provided with the horizontal support that is connected on its upper and lower chord member between two groups.
For the ease of pushing tow, described falsework bridge floor and described steel truss girder support pinner with high.
In order to improve the stability of pushing tow, the every side of described rail is provided with two, and correspondingly, the hydraulic pressure self-locking device of described incremental launching device is provided with four.
Described top shoe is that wherein the place ahead slide block is located on the steel truss girder first node, and after described carriage holds the colligation steel truss girder, removes the place ahead slide block corresponding to the place ahead slide block 4 and rear slide block before and after the described steel truss girder.
Described interim pier and over draft pier all adopt the military pier of standard, such as the military pier of " six or five " formula.
Described top shoe adopts the slide block of polytetrafluoroethylene (PTFE) material.
Described over draft pier is provided with two so that described steel truss girder longitudinal axis is symmetrical.
Claims (10)
1. construction method for erecting steel truss girder on uplift pushing tow, it may further comprise the steps:
1) a. falsework is set up, and littoral abutment pier (1) is that the beam (2) of constructing is just set up first main pier (7) that is positioned at water line (6) always with the standard military beam, with the platform as steel truss girder (3) assembly unit, incremental launching construction;
B. glide path is laid, at just vertical even horizontal shop sleeper (13) on the beam of described construction, and on sleeper the symmetrical rail (11) that is provided as glide path;
C. assembly unit steel truss, assembly unit steel truss girder on described falsework;
D. sliding way setting is provided with the sliding way that mates with described rail at described steel truss girder lower chord;
E. incremental launching device (10) is installed, and hydraulic pressure self-locking incremental launching device and ancillary service thereof are arranged on the steel truss girder rear end as incremental launching device, and its hydraulic pressure self-locking device is the clamping fulcrum with described glide path;
2) when carrying out step 1), carry out following steps:
A '. buoyancy tank group (16) is pieced together connection water down, and the multiple lines and multiple rows buoyancy tank is fastenedly connected, its middle part buoyancy tank splendid attire water ballast, and the pump drainage wetting system of this water ballast is set, and anchor chain (17) system is set four jiaos of buoyancy tank groups;
B '. the buoyancy tank of splendid attire water ballast is full of water ballast, on described buoyancy tank group, sets up the joist (14) on over draft support (15) and top thereof, and make described joist hold colligation on described steel truss girder front end lower chord;
3) start described incremental launching device pushing tow steel truss girder and advance, and adjust described anchor chain hoist engine wire rope synchronously, and the water ballast of discharging the amount of adapting makes steel truss girder front end bottom surface be higher than bridge pier top elevation, monitoring steel truss girder longitudinal axis; When it surpasses setting value, adjust left and right sides anchor chain hoist engine folding and unfolding wire rope and adjust;
When 4) steel case back being pushed into the bridge pier that puts in place (20) top rear side, proofread and correct steel truss girder longitudinal axis off normal, and then pushing steel box girder puts in place, confirm that steel case beam longitudinal axis, end line position to desired location, locate the buoyancy tank group;
5) buoyancy tank water filling is supported in the steel truss girder front end to put in place on the bridge pier sleeper buttress (19), remove being connected between carriage and steel truss girder after, water filling in buoyancy tank once more makes it break away from steel truss girder and removes;
6) remove fall behind described incremental launching device and the slide block beam and erection support.
2. construction method for erecting steel truss girder on uplift pushing tow according to claim 1, it is characterized in that: when setting up falsework in the described step 1), between the pier stud under the falsework, set in advance the elevation interim pier (9) consistent with described pier stud, and at lifting construction just before the beam, check described pier stud and interim pier so that just each fulcrum of beam on same horizontal plane.
3. construction method for erecting steel truss girder on uplift pushing tow according to claim 2 is characterized in that: described construction just beam all need be through safety inspection calculation before the steel truss girder assembly unit with interim pier.
4. construction method for erecting steel truss girder on uplift pushing tow according to claim 1 is characterized in that: described construction just beam and is provided with the horizontal support that is connected on its upper and lower chord member for corresponding to two groups of steel truss girder both sides main couple between two groups.
5. construction method for erecting steel truss girder on uplift pushing tow according to claim 1 is characterized in that: described falsework bridge floor and described steel truss girder support pinner with high.
6. construction method for erecting steel truss girder on uplift pushing tow according to claim 1 is characterized in that: the every side of described rail is provided with two, and correspondingly, the hydraulic pressure self-locking device of described incremental launching device is provided with four.
7. construction method for erecting steel truss girder on uplift pushing tow according to claim 1, it is characterized in that: described top shoe is the place ahead slide block (4) and rear slide block corresponding to described steel truss girder front and back, wherein the place ahead slide block is located on the steel truss girder first node, and after described carriage holds the colligation steel truss girder, remove the place ahead slide block.
8. according to the described construction method for erecting steel truss girder on uplift pushing tow of one of claim 1 to 7, it is characterized in that: described interim pier and over draft pier all adopt the military pier of standard.
9. according to the described construction method for erecting steel truss girder on uplift pushing tow of one of claim 1 to 7, it is characterized in that: described top shoe adopts the slide block of polytetrafluoroethylene (PTFE) material.
10. according to the described construction method for erecting steel truss girder on uplift pushing tow of one of claim 1 to 7, it is characterized in that: described over draft pier is provided with two so that described steel truss girder longitudinal axis is symmetrical.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100204012A CN101560752A (en) | 2009-04-02 | 2009-04-02 | Construction method for erecting steel truss girder on uplift pushing tow |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100204012A CN101560752A (en) | 2009-04-02 | 2009-04-02 | Construction method for erecting steel truss girder on uplift pushing tow |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101560752A true CN101560752A (en) | 2009-10-21 |
Family
ID=41219710
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2009100204012A Pending CN101560752A (en) | 2009-04-02 | 2009-04-02 | Construction method for erecting steel truss girder on uplift pushing tow |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101560752A (en) |
Cited By (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101831874A (en) * | 2010-05-27 | 2010-09-15 | 中铁大桥局集团第一工程有限公司 | Multipoint synchronous push construction method for porous large-span continuous steel truss girder |
| CN101906755A (en) * | 2010-09-06 | 2010-12-08 | 中铁大桥局集团有限公司 | Three-truss continuous steel truss girder pushing device and arrangement method thereof |
| CN102071642A (en) * | 2010-12-16 | 2011-05-25 | 河南省新开元路桥工程咨询有限公司 | Improvement method for slideway during pushing construction of steel truss girder |
| CN102433840A (en) * | 2011-12-28 | 2012-05-02 | 中铁大桥局股份有限公司 | Incremental launching construction method for large-tonnage steel truss girder and sliding block switching system |
| CN102747691A (en) * | 2012-08-02 | 2012-10-24 | 中铁二十三局集团有限公司 | Integral pushing erection method for truss girders |
| CN102877421A (en) * | 2012-09-17 | 2013-01-16 | 长沙理工大学 | Construction control method capable of realizing unstressed line shapes of pushing construction beam bodies at high accuracy |
| CN103205935A (en) * | 2013-03-11 | 2013-07-17 | 中交武汉港湾工程设计研究院有限公司 | Automatic pushing system for modular steel truss and construction technology for automatic pushing system |
| CN104532748A (en) * | 2014-12-15 | 2015-04-22 | 中铁上海工程局集团有限公司 | Exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method |
| CN104562940A (en) * | 2014-12-22 | 2015-04-29 | 盈都桥梁钢构工程有限公司 | Steel box beam jacking pushing and slide moving construction method and beam falling auxiliary device |
| CN105926466A (en) * | 2016-04-22 | 2016-09-07 | 上海市机械施工集团有限公司 | Device and construction method for steel truss bridge integral transporting |
| CN106835984A (en) * | 2016-12-29 | 2017-06-13 | 中交第二航务工程局有限公司 | The reverse construction method of installation of slug matching bridge Bridge Erector |
| CN107244388A (en) * | 2017-05-17 | 2017-10-13 | 中铁十九局集团有限公司 | Floating towboat and bridge erection system, method for installing girder steel |
| CN107700450A (en) * | 2017-06-12 | 2018-02-16 | 亨通华西海洋工程有限公司 | A kind of mounting process of floating-supported type offshore wind farm mounting platform |
| CN108221708A (en) * | 2018-01-04 | 2018-06-29 | 嘉兴学院 | A kind of mobile Temporary Piers for bridge incremental launching construction |
| CN108313230A (en) * | 2018-02-02 | 2018-07-24 | 芜湖市皖南造船有限公司 | A kind of simple towboat device |
| CN108592774A (en) * | 2018-04-25 | 2018-09-28 | 东南大学 | A kind of measuring device and its measurement method for D types just the beam changing of the relative positions and bridge pier inclination angle |
| CN109797663A (en) * | 2019-01-15 | 2019-05-24 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method that the floating bracket of bridge structure is set |
| CN110374001A (en) * | 2019-06-27 | 2019-10-25 | 中国一冶集团有限公司 | A kind of bridge bottom long-span beam construction method |
| CN110396938A (en) * | 2019-08-07 | 2019-11-01 | 中铁二十四局集团有限公司 | Longspan steel truss girder bridge multiple spot floats jacking and pushes away construction system |
| CN111350135A (en) * | 2020-02-21 | 2020-06-30 | 中铁十九局集团第三工程有限公司 | Large-span steel truss girder floating towing frame facility construction method |
| CN112030776A (en) * | 2020-08-25 | 2020-12-04 | 中铁大桥局第七工程有限公司 | Bridge floating-towing erection method |
| CN113026560A (en) * | 2021-02-26 | 2021-06-25 | 江苏雷威建设工程有限公司 | Large-span steel truss girder erection method |
| CN113047175A (en) * | 2021-01-05 | 2021-06-29 | 中铁四局集团有限公司 | Steel box girder assembling and sliding platform and floating transportation method |
| CN114457681A (en) * | 2021-12-27 | 2022-05-10 | 江苏沪宁钢机股份有限公司 | Sliding floating support equipment for bridge engineering and working method thereof |
| CN114790696A (en) * | 2022-04-27 | 2022-07-26 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
-
2009
- 2009-04-02 CN CNA2009100204012A patent/CN101560752A/en active Pending
Cited By (38)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101831874B (en) * | 2010-05-27 | 2011-08-03 | 中铁大桥局集团第一工程有限公司 | Multipoint synchronous push construction method for porous large-span continuous steel truss girder |
| CN101831874A (en) * | 2010-05-27 | 2010-09-15 | 中铁大桥局集团第一工程有限公司 | Multipoint synchronous push construction method for porous large-span continuous steel truss girder |
| US8732882B2 (en) | 2010-09-06 | 2014-05-27 | China Zhongtie Major Bridge Engineering Group Co., Ltd. | Three-truss continuous steel truss girder-pushing device and arrangement method thereof |
| CN101906755A (en) * | 2010-09-06 | 2010-12-08 | 中铁大桥局集团有限公司 | Three-truss continuous steel truss girder pushing device and arrangement method thereof |
| WO2012031538A1 (en) * | 2010-09-06 | 2012-03-15 | 中铁大桥局集团有限公司 | Three-truss continuous steel truss beam-pushing device and arrangement method thereof |
| CN101906755B (en) * | 2010-09-06 | 2012-07-04 | 中铁大桥局集团有限公司 | Three-truss continuous steel truss girder pushing device and arrangement method thereof |
| CN102071642A (en) * | 2010-12-16 | 2011-05-25 | 河南省新开元路桥工程咨询有限公司 | Improvement method for slideway during pushing construction of steel truss girder |
| CN102071642B (en) * | 2010-12-16 | 2013-01-23 | 河南省新开元路桥工程咨询有限公司 | Improvement method for slideway during pushing construction of steel truss girder |
| CN102433840A (en) * | 2011-12-28 | 2012-05-02 | 中铁大桥局股份有限公司 | Incremental launching construction method for large-tonnage steel truss girder and sliding block switching system |
| CN102747691A (en) * | 2012-08-02 | 2012-10-24 | 中铁二十三局集团有限公司 | Integral pushing erection method for truss girders |
| CN102747691B (en) * | 2012-08-02 | 2014-08-27 | 中铁二十三局集团有限公司 | Integral pushing erection method for truss girders |
| CN102877421A (en) * | 2012-09-17 | 2013-01-16 | 长沙理工大学 | Construction control method capable of realizing unstressed line shapes of pushing construction beam bodies at high accuracy |
| CN102877421B (en) * | 2012-09-17 | 2014-07-23 | 长沙理工大学 | Construction control method capable of realizing unstressed line shapes of pushing construction beam bodies at high accuracy |
| CN103205935A (en) * | 2013-03-11 | 2013-07-17 | 中交武汉港湾工程设计研究院有限公司 | Automatic pushing system for modular steel truss and construction technology for automatic pushing system |
| CN103205935B (en) * | 2013-03-11 | 2015-06-24 | 中交武汉港湾工程设计研究院有限公司 | Automatic pushing system for modular steel truss and construction technology for automatic pushing system |
| CN104532748A (en) * | 2014-12-15 | 2015-04-22 | 中铁上海工程局集团有限公司 | Exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method |
| CN104562940A (en) * | 2014-12-22 | 2015-04-29 | 盈都桥梁钢构工程有限公司 | Steel box beam jacking pushing and slide moving construction method and beam falling auxiliary device |
| CN105926466A (en) * | 2016-04-22 | 2016-09-07 | 上海市机械施工集团有限公司 | Device and construction method for steel truss bridge integral transporting |
| CN106835984A (en) * | 2016-12-29 | 2017-06-13 | 中交第二航务工程局有限公司 | The reverse construction method of installation of slug matching bridge Bridge Erector |
| CN107244388A (en) * | 2017-05-17 | 2017-10-13 | 中铁十九局集团有限公司 | Floating towboat and bridge erection system, method for installing girder steel |
| CN107700450A (en) * | 2017-06-12 | 2018-02-16 | 亨通华西海洋工程有限公司 | A kind of mounting process of floating-supported type offshore wind farm mounting platform |
| CN108221708A (en) * | 2018-01-04 | 2018-06-29 | 嘉兴学院 | A kind of mobile Temporary Piers for bridge incremental launching construction |
| CN108221708B (en) * | 2018-01-04 | 2019-08-13 | 嘉兴学院 | A kind of mobile Temporary Piers for bridge incremental launching construction |
| CN108313230A (en) * | 2018-02-02 | 2018-07-24 | 芜湖市皖南造船有限公司 | A kind of simple towboat device |
| CN108592774B (en) * | 2018-04-25 | 2020-05-08 | 东南大学 | Device and method for measuring D-shaped beam dislocation and pier inclination angle |
| CN108592774A (en) * | 2018-04-25 | 2018-09-28 | 东南大学 | A kind of measuring device and its measurement method for D types just the beam changing of the relative positions and bridge pier inclination angle |
| CN109797663A (en) * | 2019-01-15 | 2019-05-24 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method that the floating bracket of bridge structure is set |
| CN110374001B (en) * | 2019-06-27 | 2021-05-18 | 中国一冶集团有限公司 | Bridge bottom large-span cross beam construction method |
| CN110374001A (en) * | 2019-06-27 | 2019-10-25 | 中国一冶集团有限公司 | A kind of bridge bottom long-span beam construction method |
| CN110396938A (en) * | 2019-08-07 | 2019-11-01 | 中铁二十四局集团有限公司 | Longspan steel truss girder bridge multiple spot floats jacking and pushes away construction system |
| CN111350135A (en) * | 2020-02-21 | 2020-06-30 | 中铁十九局集团第三工程有限公司 | Large-span steel truss girder floating towing frame facility construction method |
| CN111350135B (en) * | 2020-02-21 | 2021-07-20 | 中铁十九局集团第三工程有限公司 | Large-span steel truss girder floating towing frame facility construction method |
| CN112030776A (en) * | 2020-08-25 | 2020-12-04 | 中铁大桥局第七工程有限公司 | Bridge floating-towing erection method |
| CN113047175A (en) * | 2021-01-05 | 2021-06-29 | 中铁四局集团有限公司 | Steel box girder assembling and sliding platform and floating transportation method |
| CN113026560A (en) * | 2021-02-26 | 2021-06-25 | 江苏雷威建设工程有限公司 | Large-span steel truss girder erection method |
| CN114457681A (en) * | 2021-12-27 | 2022-05-10 | 江苏沪宁钢机股份有限公司 | Sliding floating support equipment for bridge engineering and working method thereof |
| CN114790696A (en) * | 2022-04-27 | 2022-07-26 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
| CN114790696B (en) * | 2022-04-27 | 2023-10-27 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101560752A (en) | Construction method for erecting steel truss girder on uplift pushing tow | |
| CN103669224B (en) | Method and steel pipe support for construction of arch tower of inclined arch tower double-cable-plane prestressed concrete cable-stayed bridge | |
| CN203768811U (en) | Embedded steel anchor beam combined pylon anchoring structure | |
| CN109629440B (en) | Steel box girder pushing construction method based on walking type three-dimensional hydraulic pushing equipment | |
| CN106087752B (en) | Multispan cable-carried arch bridge construction method | |
| CN101117792A (en) | Erection method of large-span continuous steel truss arch | |
| CN109695206B (en) | Method for dismantling superstructure of cable-stayed bridge of water-borne lean cable system | |
| CN102367650A (en) | Construction method of steel pipe arch bridge | |
| CN101158146A (en) | Cable-stayed bridge main-beam sliding form frame system and construction method | |
| CN102154988B (en) | Arch-after-girder construction method of large-span steel box tacked arch bridge | |
| CN106192776A (en) | A kind of big Span Continuous Flexible arch bridge with steel truss beam free cantilever erection construction technology | |
| CN103075020A (en) | Steel tray supporting force transferring system | |
| CN104831632B (en) | A kind of bridge cable tower entablature and sill construction method | |
| CN111254836A (en) | Site assembling and bridge girder erection machine erecting construction method for large-span steel-concrete composite beam in mountainous area | |
| CN104532749A (en) | Support used for construction of upper beam of main tower of suspension bridge | |
| CN110820582A (en) | Method for erecting steel truss girder of cable-stayed bridge | |
| CN105297613A (en) | Compact stay cable steel anchor beam and construction method thereof | |
| CN114215170A (en) | Method for lifting super-altitude giant hanging multi-layer connected structure | |
| CN104314009B (en) | Big sections hoisting mechanism and using method | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN104562944A (en) | Large span composite beam cable-stayed bridge side steel box temporary anchorage system | |
| CN105442453A (en) | Construction method for suspension bridge tower crossbeam combination support | |
| CN113756209B (en) | Cable-stayed pushing construction method for large-span steel beam | |
| CN106087771B (en) | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction technology | |
| CN113802461B (en) | Steel box girder erection method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Open date: 20091021 |