CN104746437A - Self-anchoring type mounting method of suspension bridge - Google Patents
Self-anchoring type mounting method of suspension bridge Download PDFInfo
- Publication number
- CN104746437A CN104746437A CN201510187858.8A CN201510187858A CN104746437A CN 104746437 A CN104746437 A CN 104746437A CN 201510187858 A CN201510187858 A CN 201510187858A CN 104746437 A CN104746437 A CN 104746437A
- Authority
- CN
- China
- Prior art keywords
- girder
- steel box
- main
- steel
- span
- 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.)
- Granted
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a self-anchoring type mounting method of a suspension bridge. The method comprises the steps of constructing a main pier and a side pier; erecting beams and splicing through a crane; mounting a medium supporting pier of a side span steel box beam; mounting the side span steel box beam; mounting a temporary steel tower; mounting a main span steel box beam and a temporary cable; mounting a main cable and a lifting cable; converting the systems. The method is free of the limitation of navigation of a waterway; an ultrahigh bracket cannot be constructed in the river at a gorge region with steep bank slopes, so that the input is reduced; the longitudinal moving load can be decreased, and the longitudinal moving range, so that the long-distance and large-tonnage propping and pushing can be avoided, and as a result, the risk of construction safety in longitudinal moving can be reduced; a propping pushing bracket can be avoided being scoured by flood and floating articles, so that the safety risk of construction is reduced, and the construction is sped up.
Description
Technical field
The invention belongs to technical field of bridge construction, especially relate to a kind of self-anchored suspension bridge mounting method.
Background technology
Along with China's economy and social fast development, infrastructure construction is maked rapid progress, and bridge construction technology improves constantly, and large span self-anchoring type steel box-girder suspension bridge increases gradually.Build the large span self-anchored suspension bridge crossing over rivers,lakes and seas, by the impact of hydrogeological conditions etc., difficulty of construction is very big.
Utilize prior art to set up and cross over the large span self-anchored suspension bridge of rivers,lakes and seas, the having high input of needs, risk are high.The process that self-anchoring type steel box-girder suspension bridge is built is generally as follows: first install steel box-girder girder, then install main push-towing rope and be anchored at girder two ends, then installs hoist cable and by girder load transfer on main push-towing rope.Wherein, it is crucial that the installation of steel box-girder girder.
The mount scheme of large span self-anchoring type steel box-girder girder of suspension bridge normally adopts Support Method and incremental launching construction: set up top pushing platform in spanning one or both ends, the supporting construction of several supports as steel box-girder girder is set up in the middle of spanning, by pushing tow mode by steel box-girder girder from one end to the other side pushing tow or from two ends to middle pushing tow, thus complete the installation of steel box-girder.But there is following defect in Support Method and pushing installation scheme: 1, Support Method needs to set up support in river course, and this is unallowed in a lot of place.Such as at Yangtze upriver areas, river course is narrow, and shipping is busy, and The turbulent river crashes its way through, is not allow to set up any obstruction in river course.2, in the area, river, valley that bank slope is steep, the discrepancy in elevation in bridge floor and riverbed is very large, and often exceed 100 meters, install steel girder according to Support Method, the support height in river course will more than 100 meters, support engineering huge structure, and cost is high; So high support carries out growing distance, large-tonnage incremental launching construction, also there is great structural safety risk, and the flood swelled in volume in these places breaks, flow velocity is large, have a large amount of drift in flood, forms great threat safely to support.3, local at some, limit by traffic condition, steel box girder segment cannot transport directly to the top pushing platform position at spanning two ends, unit piece can only be made in factory, loose mail is transported to top pushing platform position, on top pushing platform, spelling becomes steel box girder segment again, piecemeal incremental launching construction, has a strong impact on the speed of steel box-girder installation.
Summary of the invention
In view of this, the present invention is intended to propose a kind of self-anchored suspension bridge mounting method, not by river course navigation restriction, superelevation support need not be set up in river course at the narrow valley region that bank slope is steep thus reduce to drop into, vertical shift load can be reduced, reduce vertical shift scope to avoid on superelevation support long distance, large-tonnage pushing tow thus reduce vertical shift construction safety risk, flood drift can be avoided to impact superelevation pushing tow support in river course to reduce construction safety risk, and steel box-girder installation speed can be accelerated.
For achieving the above object, technical scheme of the present invention is achieved in that
A kind of self-anchored suspension bridge mounting method, comprises the steps:
1. construction main pylon pier and main bridge abutment pier;
2. the frame support bracket of jointing steel box beam in main pylon pier, and on the slipway beam on frame support bracket top, steel nose girder is installed;
3. assembled girder erection crane on the loop wheel machine base on slipway beam, the simultaneously middle buttress of assembled end bay steel box-girder in end bay;
4. utilize girder erection crane by frame support bracket on the first sections steel beam lifting and be connected with steel nose girder, again by the first sections girder steel, steel nose girder and girder erection crane together to end bay pushing tow, again girder erection crane is retracted into the first sections girder steel front end, with this by section assembling end bay steel box-girder;
5. after end bay steel box-girder pushing installation being put in place, the assembled interim head tower on main pylon pier top;
6. remove steel nose girder, then between abutment pier top and the first sections girder steel, build anchor span concrete beam, anchor span concrete beam and end bay steel box-girder are connected to entirety;
7. utilize girder erection crane free cantilever erection main span steel box girder segment, hang interim drag-line simultaneously, this interim drag-line one end is anchored on main span steel box-girder, and the other end is anchored on interim head tower, until complete main span steel box girder assembling;
8. lift span centre closure segment, the main span steel box-girder of the left and right sides is closed up;
9. cable saddle and main push-towing rope and cord clip and hoist cable are installed; Then in order symmetrical stretch-draw hoist cable, remove interim drag-line, by girder load transfer on hoist cable and main push-towing rope, complete system transform;
10. remove interim head tower, remove buttress in the middle of frame support bracket and end bay steel box-girder.
Further, step 7. in, respectively from two in the middle of side direction main spans by section assembling main span steel box-girder, and synchronous symmetry hangs interim drag-line.
Further, step 9. in, described main push-towing rope two ends are anchored at dual-side respectively across on steel box-girder.
Relative to prior art, a kind of self-anchored suspension bridge mounting method of the present invention has following advantage: not by river course navigation restriction, at the narrow valley region that bank slope is steep, superelevation support need not be set up in river course thus reduce to drop into, vertical shift load can be reduced and reduce vertical shift scope to avoid long distance large-tonnage pushing tow thus to reduce vertical shift construction safety risk, flood drift can be avoided to impact pushing tow support thus reduce construction safety risk, can speed of application be accelerated.
Accompanying drawing explanation
The accompanying drawing forming a part of the present invention is used to provide a further understanding of the present invention, and schematic description and description of the present invention, for explaining the present invention, does not form inappropriate limitation of the present invention.In the accompanying drawings:
Fig. 1 is Bridge Pier Construction and the assembled schematic diagram of girder erection crane in the present invention;
Fig. 2 is end bay steel box-girder scheme of installation in the present invention;
Fig. 3 is interim head tower scheme of installation in the present invention;
Fig. 4 is that in the present invention, main span steel box-girder is installed and interim drag-line scheme of installation;
Fig. 5 is main push-towing rope and hoist cable scheme of installation in the present invention;
Fig. 6 is self-anchored suspension bridge structural representation in the present invention after system transform.
Description of reference numerals:
1-Support bracket, 2-slipway beam, 3-steel nose girder, 4-girder erection crane, buttress in the middle of 5-, 6-main pylon pier, 7-end bay steel box-girder, the interim head tower of 8-, 9-first beam sections, the interim drag-line of 10-, 11-main push-towing rope, 12-hoist cable, 13-abutment pier, 14-anchor span concrete beam, 15-main span steel box-girder, 16-loop wheel machine base, 17-riverbed line, 18-water level.
Detailed description of the invention
It should be noted that, when not conflicting, the embodiment in the present invention and the feature in embodiment can combine mutually.
Below with reference to the accompanying drawings and describe the present invention in detail in conjunction with the embodiments.
A kind of self-anchored suspension bridge mounting method, comprises the steps:
1. as shown in Figure 1, construction main pylon pier 6 and main bridge abutment pier 13;
2. the frame support bracket 1 of jointing steel box beam in main pylon pier 6, and on the slipway beam 2 on frame support bracket 1 top, steel nose girder 3 is installed;
It should be noted that, frame support bracket 1 here doublely can do end bay steel box-girder incremental launching construction platform, and structure is reliable, easy construction.
3. assembled girder erection crane 4 on the loop wheel machine base 16 on slipway beam 2, the simultaneously middle buttress 5 of assembled end bay steel box-girder in end bay;
4. as shown in Figure 2, utilize girder erection crane 4 that first sections girder steel 9 is lifted upper frame support bracket 1, and lead with steel, 3 connect, again by the first sections girder steel 9, steel nose girder 3 and girder erection crane 4 together to end bay pushing tow, girder erection crane 4 is retracted into the first sections girder steel 9 front end again, repeats above step, by section assembling end bay steel box-girder; It should be noted that, the first sections girder steel 9 is mainly used as the girder steel of the end bay steel-concrete adapter section be combined with anchor span concrete beam 14.
5. as shown in Figure 3, after end bay steel box-girder pushing installation is put in place, the assembled interim head tower 8 on main pylon pier 6 top;
6. remove steel nose girder 3, then between abutment pier 13 top and the first sections girder steel 9, build anchor span concrete beam 14, anchor span concrete beam 14 and end bay steel box-girder are connected to entirety;
7. as shown in Figure 4, utilize girder erection crane 4 free cantilever erection main span steel box girder segment, hang interim drag-line 10 simultaneously, this interim drag-line 10 one end is anchored on main span steel box-girder, and the other end is anchored on interim head tower 8, until complete main span steel box girder assembling;
8. lift span centre closure segment, the main span steel box-girder of the left and right sides is closed up;
9. as shown in Figure 5, cable saddle and main push-towing rope 11 and cord clip and hoist cable 12 are installed; Then in order symmetrical stretch-draw hoist cable 12, remove interim drag-line 10, by girder load transfer on hoist cable 12 and main push-towing rope, complete system transform;
It should be noted that, the stretch-draw that hoist cable 12 must be symmetrical in order, to ensure the balance of steel box-girder, makes the structural strength of suspension bridge obtain reliable guarantee.
10. as shown in Figure 6, remove interim head tower 8, remove buttress 5 in the middle of frame support bracket 1 and end bay steel box-girder.
Wherein, step 7. in, respectively from two in the middle of side direction main spans by section assembling main span steel box-girder, and synchronous symmetry hangs interim drag-line 10.
Wherein, step 9. in, described main push-towing rope 11 two ends are anchored at dual-side respectively across on steel box-girder.
Self-anchored suspension bridge mounting method provided by the invention is not by river course navigation restriction, at the narrow valley region that bank slope is steep, superelevation support need not be set up in river course thus reduce to drop into, vertical shift load can be reduced and reduce vertical shift scope to avoid long distance large-tonnage pushing tow thus to reduce vertical shift construction safety risk, flood drift can be avoided to impact pushing tow support thus reduce construction safety risk, can speed of application be accelerated.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (3)
1. a self-anchored suspension bridge mounting method, is characterized in that, comprises the steps:
1. construction main pylon pier and main bridge abutment pier;
2. the frame support bracket of jointing steel box beam in main pylon pier, and on the slipway beam on frame support bracket top, steel nose girder is installed;
3. assembled girder erection crane on the loop wheel machine base on slipway beam, the simultaneously middle buttress of assembled end bay steel box-girder in end bay;
4. utilize girder erection crane by frame support bracket on the first sections steel beam lifting and be connected with steel nose girder, again by the first sections girder steel, steel nose girder and girder erection crane together to end bay pushing tow, again girder erection crane is retracted into the first sections girder steel front end, with this by section assembling end bay steel box-girder;
5. after end bay steel box-girder pushing installation being put in place, the assembled interim head tower on main pylon pier top;
6. remove steel nose girder, then between abutment pier top and the first sections girder steel, build anchor span concrete beam, anchor span concrete beam and end bay steel box-girder are connected to entirety;
7. utilize girder erection crane free cantilever erection main span steel box girder segment, hang interim drag-line simultaneously, this interim drag-line one end is anchored on main span steel box-girder, and the other end is anchored on interim head tower, until complete main span steel box girder assembling;
8. lift span centre closure segment, the main span steel box-girder of the left and right sides is closed up;
9. cable saddle and main push-towing rope and cord clip and hoist cable are installed; Then in order symmetrical stretch-draw hoist cable, remove interim drag-line, by girder load transfer on hoist cable and main push-towing rope, complete system transform;
10. remove interim head tower, remove buttress in the middle of frame support bracket and end bay steel box-girder.
2. a kind of self-anchored suspension bridge mounting method according to claim 1, is characterized in that: step 7. in, respectively from two in the middle of side direction main spans by section assembling main span steel box-girder, and synchronous symmetry hangs interim drag-line.
3. a kind of self-anchored suspension bridge mounting method according to claim 1, is characterized in that: step 9. in, described main push-towing rope two ends are anchored at dual-side respectively across on steel box-girder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510187858.8A CN104746437B (en) | 2015-04-20 | 2015-04-20 | A kind of self-anchored suspension bridge installation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510187858.8A CN104746437B (en) | 2015-04-20 | 2015-04-20 | A kind of self-anchored suspension bridge installation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104746437A true CN104746437A (en) | 2015-07-01 |
| CN104746437B CN104746437B (en) | 2016-10-05 |
Family
ID=53586640
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510187858.8A Active CN104746437B (en) | 2015-04-20 | 2015-04-20 | A kind of self-anchored suspension bridge installation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104746437B (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105696470A (en) * | 2016-01-18 | 2016-06-22 | 中国铁建大桥工程局集团有限公司 | Synchronous quick steel box girder in-situ incremental launching and tower column construction method |
| CN106049293A (en) * | 2016-07-29 | 2016-10-26 | 四川天元机械工程股份有限公司 | Method for installing stiffening beam of suspension bridge over navigable river and swing shift system used in method |
| CN107059637A (en) * | 2017-05-16 | 2017-08-18 | 武汉工程大学 | Long span self-anchoring type suspension bridge system conversion method |
| WO2018133045A1 (en) * | 2017-01-20 | 2018-07-26 | 中国铁建大桥工程局集团有限公司 | Method for mounting self-anchored suspension bridge |
| CN109267497A (en) * | 2018-11-28 | 2019-01-25 | 中国铁建大桥工程局集团有限公司 | A kind of Stiffening Girder of Self-Anchored Suspension Bridge closure method |
| CN109914258A (en) * | 2019-04-08 | 2019-06-21 | 中国铁建大桥工程局集团有限公司 | A kind of self-anchored suspension bridge cat road track cable steering structure |
| CN110904857A (en) * | 2019-12-30 | 2020-03-24 | 中国铁建投资集团有限公司 | Temporary buckling tower installation method for self-anchored suspension bridge construction |
| CN110907299A (en) * | 2019-11-21 | 2020-03-24 | 中国矿业大学 | Main cable multipoint variable load bending fatigue monitoring device and monitoring method thereof |
| CN113322814A (en) * | 2021-05-10 | 2021-08-31 | 中国建筑第六工程局有限公司 | Construction method of cable-stayed bridge steel box girder spanning multiple obstacles |
| CN113550224A (en) * | 2021-08-09 | 2021-10-26 | 山东省交通规划设计院集团有限公司 | Double-main-hole single-tower self-anchored suspension bridge structural system and construction process |
| CN113605255A (en) * | 2021-09-17 | 2021-11-05 | 中国铁建大桥工程局集团有限公司 | Rapid construction method for steel truss and steel box combined beam bridge in offshore height-limiting and navigation-limiting area |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007051426A (en) * | 2005-08-15 | 2007-03-01 | Public Works Research Institute | Bridge and construction method of bridge |
| CN101078198A (en) * | 2007-07-04 | 2007-11-28 | 湖南省交通规划勘察设计院 | Steel box beam erection method for self-anchored suspension bridge |
| KR100889022B1 (en) * | 2008-04-10 | 2009-03-19 | (주)신흥이앤지 | Bridge constructing method |
| CN101418543A (en) * | 2008-11-21 | 2009-04-29 | 上海市政工程设计研究总院 | Self-anchored rope-suspension bridge inclined drawing construction method |
| CN101581072A (en) * | 2008-05-14 | 2009-11-18 | 上海远东国际桥梁建设有限公司 | Method for bridging self-anchoring suspension bridge |
| CN102587291A (en) * | 2012-03-27 | 2012-07-18 | 中交四航局第一工程有限公司 | Walking type multipoint pushing construction method and walking type multipoint pushing construction system for steel box girder |
| CN103233427A (en) * | 2013-04-27 | 2013-08-07 | 长沙理工大学 | Sling tensioning and system conversion method for double-tower three-span plane main cable self-anchorage type suspension bridge |
| CN103266573A (en) * | 2013-06-17 | 2013-08-28 | 中铁山桥集团有限公司 | Self-anchored suspension bridge steel box girder three-slideway synchronous jacking construction method |
-
2015
- 2015-04-20 CN CN201510187858.8A patent/CN104746437B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007051426A (en) * | 2005-08-15 | 2007-03-01 | Public Works Research Institute | Bridge and construction method of bridge |
| CN101078198A (en) * | 2007-07-04 | 2007-11-28 | 湖南省交通规划勘察设计院 | Steel box beam erection method for self-anchored suspension bridge |
| KR100889022B1 (en) * | 2008-04-10 | 2009-03-19 | (주)신흥이앤지 | Bridge constructing method |
| CN101581072A (en) * | 2008-05-14 | 2009-11-18 | 上海远东国际桥梁建设有限公司 | Method for bridging self-anchoring suspension bridge |
| CN101418543A (en) * | 2008-11-21 | 2009-04-29 | 上海市政工程设计研究总院 | Self-anchored rope-suspension bridge inclined drawing construction method |
| CN102587291A (en) * | 2012-03-27 | 2012-07-18 | 中交四航局第一工程有限公司 | Walking type multipoint pushing construction method and walking type multipoint pushing construction system for steel box girder |
| CN103233427A (en) * | 2013-04-27 | 2013-08-07 | 长沙理工大学 | Sling tensioning and system conversion method for double-tower three-span plane main cable self-anchorage type suspension bridge |
| CN103266573A (en) * | 2013-06-17 | 2013-08-28 | 中铁山桥集团有限公司 | Self-anchored suspension bridge steel box girder three-slideway synchronous jacking construction method |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105696470A (en) * | 2016-01-18 | 2016-06-22 | 中国铁建大桥工程局集团有限公司 | Synchronous quick steel box girder in-situ incremental launching and tower column construction method |
| CN105696470B (en) * | 2016-01-18 | 2017-05-17 | 中国铁建大桥工程局集团有限公司 | Synchronous quick steel box girder in-situ incremental launching and tower column construction method |
| CN106049293A (en) * | 2016-07-29 | 2016-10-26 | 四川天元机械工程股份有限公司 | Method for installing stiffening beam of suspension bridge over navigable river and swing shift system used in method |
| CN106049293B (en) * | 2016-07-29 | 2017-10-13 | 德阳天元重工股份有限公司 | Stiffening girder of suspension bridge installation method and used shifting system is swung on navigable river |
| WO2018133045A1 (en) * | 2017-01-20 | 2018-07-26 | 中国铁建大桥工程局集团有限公司 | Method for mounting self-anchored suspension bridge |
| CN107059637A (en) * | 2017-05-16 | 2017-08-18 | 武汉工程大学 | Long span self-anchoring type suspension bridge system conversion method |
| CN109267497A (en) * | 2018-11-28 | 2019-01-25 | 中国铁建大桥工程局集团有限公司 | A kind of Stiffening Girder of Self-Anchored Suspension Bridge closure method |
| CN109914258A (en) * | 2019-04-08 | 2019-06-21 | 中国铁建大桥工程局集团有限公司 | A kind of self-anchored suspension bridge cat road track cable steering structure |
| CN109914258B (en) * | 2019-04-08 | 2024-01-23 | 中国铁建大桥工程局集团有限公司 | Self-anchored suspension bridge catwalk bearing cable steering structure |
| CN110907299A (en) * | 2019-11-21 | 2020-03-24 | 中国矿业大学 | Main cable multipoint variable load bending fatigue monitoring device and monitoring method thereof |
| CN110907299B (en) * | 2019-11-21 | 2021-11-02 | 中国矿业大学 | Main cable multipoint variable load bending fatigue monitoring device and monitoring method thereof |
| CN110904857A (en) * | 2019-12-30 | 2020-03-24 | 中国铁建投资集团有限公司 | Temporary buckling tower installation method for self-anchored suspension bridge construction |
| CN113322814A (en) * | 2021-05-10 | 2021-08-31 | 中国建筑第六工程局有限公司 | Construction method of cable-stayed bridge steel box girder spanning multiple obstacles |
| CN113550224A (en) * | 2021-08-09 | 2021-10-26 | 山东省交通规划设计院集团有限公司 | Double-main-hole single-tower self-anchored suspension bridge structural system and construction process |
| CN113605255A (en) * | 2021-09-17 | 2021-11-05 | 中国铁建大桥工程局集团有限公司 | Rapid construction method for steel truss and steel box combined beam bridge in offshore height-limiting and navigation-limiting area |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104746437B (en) | 2016-10-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104746437B (en) | A kind of self-anchored suspension bridge installation method | |
| CN101418543B (en) | Self-anchored rope-suspension bridge inclined drawing construction method | |
| WO2018133045A1 (en) | Method for mounting self-anchored suspension bridge | |
| CN102192368B (en) | Large-span overhead pipeline sliding installation method | |
| CN104480862B (en) | A kind of erection method of cable stayed bridge end bay steel truss girder | |
| CN201943007U (en) | Constant amplitude frame beam crane capable of being used in combination with movable support frame | |
| CN103669216A (en) | Steel box girder scattered-splicing sliding device and installation method | |
| CN106012797A (en) | All-ground-anchor type single-tower double-span cable-stayed bridge structure and construction method thereof | |
| CN103882812B (en) | Across the construction method of girder in stayed-cable bridge | |
| CN103911956B (en) | A kind of large span stayed-cable bridge steel truss girder mounting method | |
| CN105970836A (en) | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever | |
| CN109778718A (en) | Construction method for long-span continuous steel box girder main span pure cantilever assembly mid-span closure | |
| CN104652283A (en) | Asynchronous splicing construction method for symmetrically splicing main steel girder erection cranes of cable-stayed bridge | |
| CN106192776A (en) | A kind of big Span Continuous Flexible arch bridge with steel truss beam free cantilever erection construction technology | |
| CN101380954A (en) | Suspension train traffic system with hanging rail | |
| CN106192755A (en) | A kind of fish-bellied type shaped form cross a river double width steel box-girder steel bridge construction method of installation | |
| CN101509229B (en) | Method for constructing side span beam section without joist bracket of large-span steel box girder cable-stayed bridge | |
| CN201102544Y (en) | Hanging train traffic system of hanging rail | |
| CN210420902U (en) | Concrete box girder flange plate cutting and dismantling stabilizing device | |
| CN205775786U (en) | A kind of novel railway curve Cable-stayed Bridge with Slanted Pylon | |
| CN104314009A (en) | Large segment lifting mechanism and use method thereof | |
| CN105568867A (en) | Low-position sliding fast construction method for steel box girder | |
| CN208009277U (en) | A kind of short sliding installation system of land-based area large-tonnage steel box beam | |
| CN102535344A (en) | Concrete transportation method for bridge body of high-pier bridge in gully region | |
| CN204703068U (en) | A kind of up suspention section assembling traversing carriage bridge fabrication machine |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Song Weijun Inventor after: Gao Xuewen Inventor after: Liu Zhi Inventor after: Zhou Chaowei Inventor after: Chang Jie Inventor after: Cai Wendao Inventor after: Xing Ruxiang Inventor after: Zhang Qing Inventor after: Chen Ningxian Inventor after: Gong Guofeng Inventor after: Shi Jiuzhou Inventor after: Qi Zhanguo Inventor after: Li Xianghai Inventor after: Zhu Linda Inventor after: Yu Shaobin Inventor after: Zhu Yongsheng Inventor before: Chen Ningxian Inventor before: Shi Jiuzhou Inventor before: Zhu Yongsheng Inventor before: Chang Jie Inventor before: Cai Wentao Inventor before: Xing Ruxiang Inventor before: Zhang Qing |
|
| COR | Change of bibliographic data | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |