CN104746437B - A kind of self-anchored suspension bridge installation method - Google Patents

A kind of self-anchored suspension bridge installation method Download PDF

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Publication number
CN104746437B
CN104746437B CN201510187858.8A CN201510187858A CN104746437B CN 104746437 B CN104746437 B CN 104746437B CN 201510187858 A CN201510187858 A CN 201510187858A CN 104746437 B CN104746437 B CN 104746437B
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China
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girder
steel
main
steel box
bay
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CN201510187858.8A
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Chinese (zh)
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CN104746437A (en
Inventor
宋伟俊
陈宁贤
龚国锋
石九州
齐占国
李向海
朱林达
余绍宾
朱永盛
高学文
刘志
周朝伟
常洁
蔡文焘
邢如祥
张庆
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中国铁建大桥工程局集团有限公司
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Publication of CN104746437A publication Critical patent/CN104746437A/en
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Abstract

The invention provides a kind of self-anchored suspension bridge installation method, mainly include that main pylon pier and abutment pier construction, girder erection crane be assembled, buttress is installed, end bay steel box-girder is installed, interim head tower is installed in the middle of end bay steel box-girder, main span steel box-girder and interim drag-line is installed, main push-towing rope and hoist cable is installed and the step such as system transform.The suspension bridge installation method that the present invention provides is not limited by river course navigation, at the narrow valley region that bank slope is steep, superelevation support need not be set up in river course thus reduce input, it is possible to reduce vertical shift load reduction vertical shift scope and reduce vertical shift construction safety risk it can be avoided that flood drift impacts pushing tow support thus reduces construction safety risk, can accelerate speed of application to avoid distance large-tonnage pushing tow.

Description

A kind of self-anchored suspension bridge installation method

Technical field

The invention belongs to technical field of bridge construction, especially relate to a kind of self-anchored suspension bridge installation side Method.

Background technology

Along with China's economy and the fast development of society, infrastructure construction is maked rapid progress, bridge construction skill Art improves constantly, and large span self-anchored type steel box-girder suspension bridge gradually increases.Build and cross over the big of rivers,lakes and seas Span self-anchored suspension bridge, is affected by hydrogeologic condition etc., and difficulty of construction is very big.

Prior art is utilized to set up the large span self-anchored suspension bridge crossing over rivers,lakes and seas, the input of needs Greatly, risk is high.The process that self-anchored type steel box-girder suspension bridge is built is as follows: first install steel box-girder girder, Main push-towing rope it is installed again and is anchored at girder two ends, then hoist cable being installed and by girder load transfer to main push-towing rope. Wherein, it is crucial that the installation of steel box-girder girder.

The mount scheme of large span self-anchored type steel box-girder girder of suspension bridge is typically with Support Method and pushing tow Construction: set up top pushing platform in spanning one or both ends, set up several supports in the middle of spanning as steel The supporting structure of box beam girder, by pushing tow mode by steel box-girder girder from one end to the other side pushing tow or from Two ends are to middle pushing tow, thus complete the installation of steel box-girder.But Support Method and pushing installation scheme exist with Lower defect: 1, Support Method needs to set up support in river course, and this is unallowed in a lot of places.Example 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 in river course Any barrier.2, in the area, river, valley that bank slope is steep, bridge floor is very big with the discrepancy in elevation in riverbed, Often exceeding 100 meters, install steel girder according to Support Method, the support height in river course will be more than 100 Rice, support engineering huge structure, cost is high;The highest support carries out distance, large-tonnage top Push away construction, there is also great structural safety risk, and the flood swelled in volume in these places breaks, flow velocity Greatly, flood there is a large amount of drift, support is constituted safely great threat.3, local at some, it is subject to Traffic condition limits, and steel box girder segment cannot transport directly to the top pushing platform position at spanning two ends, can only Making unit piece in factory, loose mail transports top pushing platform position, then spelling becomes steel case on top pushing platform Girder segment, piecemeal incremental launching construction, have a strong impact on the speed of steel box-girder installation.

Summary of the invention

In view of this, it is contemplated that propose a kind of self-anchored suspension bridge installation method, do not opened the navigation or air flight by river course Limit, superelevation support need not be set up in river course at the narrow valley region that bank slope is steep thus reduce input, energy Enough reduce vertical shift load, reduce vertical shift scope with avoid on superelevation support distance, large-tonnage pushing tow from And reduce vertical shift construction safety risk, it is possible to avoid the superelevation pushing tow support in flood drift impact river course To reduce construction safety risk, and steel box-girder installation speed can be accelerated.

For reaching above-mentioned purpose, the technical scheme is that and be achieved in that:

A kind of self-anchored suspension bridge installation 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 pacify on the slipway beam on frame support bracket top Steel loading nose girder;

3. assembled girder erection crane on the loop wheel machine base on slipway beam, simultaneously assembled end bay steel case in end bay Buttress in the middle of beam;

4. girder erection crane is utilized by frame support bracket on first segment steel beam lifting and to be connected with steel nose girder, then will First segment girder steel, steel nose girder and girder erection crane are together to end bay pushing tow, then are retracted into by girder erection crane First segment 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, between abutment pier top and first segment girder steel, then pour anchor span concrete beam, by anchor Entirety is connected to across concrete beam and end bay steel box-girder;

7. utilizing girder erection crane free cantilever erection main span steel box girder segment, hang interim drag-line simultaneously, this is interim Drag-line one end is anchored on main span steel box-girder, and the other end is anchored on interim head tower, until completing main span steel Box girder assembling;

8. lifting span centre closure segment, makes the main span steel box-girder of the left and right sides close up;

9. cable saddle and main push-towing rope and cord clip and hoist cable are installed;The most symmetrical stretch-draw hoist cable, dismounting Interim drag-line, by girder load transfer to hoist cable and main push-towing rope, completes 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 by section assembling main span steel box-girder in the middle of two lateral main spans, and Synchronize symmetry and hang interim drag-line.

Further, step 9. in, described main push-towing rope two ends are anchored at dual-side respectively on steel box-girder.

Relative to prior art, a kind of self-anchored suspension bridge installation method of the present invention has following excellent Gesture: do not limited by river course navigation, at the narrow valley region that bank slope is steep, it is not necessary to set up superelevation in river course and prop up Frame thus reduce input, it is possible to reduce vertical shift load reduce vertical shift scope to avoid distance large-tonnage pushing tow Thus reduce vertical shift construction safety risk it can be avoided that flood drift impacts pushing tow support thus reduces and execute Work security risk, speed of application can be accelerated.

Accompanying drawing explanation

The accompanying drawing of the part constituting the present invention is used for providing a further understanding of the present invention, the present invention's Schematic description and description is used for explaining the present invention, is not intended that inappropriate limitation of the present invention.? In accompanying drawing:

Fig. 1 is Bridge Pier Construction and girder erection crane assembly schematic diagram 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-king-tower Pier, 7-end bay steel box-girder, the interim head tower of 8-, 9-first segment beam, 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 in the case of not conflicting, the embodiment in the present invention and the spy in embodiment Levy and can be mutually combined.

Describe the present invention below with reference to the accompanying drawings and in conjunction with the embodiments in detail.

A kind of self-anchored suspension bridge installation method, comprises the steps:

1. as it is 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 at the slideway on frame support bracket 1 top Steel nose girder 3 is installed on beam 2;

It should be noted that frame support bracket 1 here can also serve as end bay steel box-girder incremental launching construction platform, Structure is reliable, easy construction.

3. assembled girder erection crane 4 on the loop wheel machine base 16 on slipway beam 2, simultaneously assembled limit in end bay Buttress 5 in the middle of steel box-girder;

4. as in figure 2 it is shown, utilize girder erection crane 4 that first segment girder steel 9 lifts upper frame support bracket 1, And be connected with steel nose girder 3, then by first segment girder steel 9, steel nose girder 3 and girder erection crane 4 together to End bay pushing tow, then girder erection crane 4 is retracted into first segment girder steel 9 front end, repeat above step, by Section assembling end bay steel box-girder;It should be noted that first segment girder steel 9 is mainly used as and anchor span concrete beam The girder steel of the 14 end bay steel-concrete adapter sections combined.

5. as it is shown on figure 3, after end bay steel box-girder pushing installation is put in place, face in main pylon pier 6 top assembly Shi Gangta 8;

6. remove steel nose girder 3, between abutment pier 13 top and first segment girder steel 9, then pour anchor span concrete beam 14, anchor span concrete beam 14 and end bay steel box-girder are connected to entirety;

The most as shown in Figure 4, utilize girder erection crane 4 free cantilever erection main span steel box girder segment, hang simultaneously and face Time drag-line 10, this interim drag-line 10 one end is anchored on main span steel box-girder, and the other end is anchored at temporary steel On tower 8, until completing main span steel box girder assembling;

8. lifting span centre closure segment, makes the main span steel box-girder of the left and right sides close up;

9. as it is shown in figure 5, install cable saddle and main push-towing rope 11 and cord clip and hoist cable 12;The most in order Symmetrical stretch-draw hoist cable 12, remove interim drag-line 10, by girder load transfer to hoist cable 12 and main push-towing rope, Complete system transform;

It should be noted that hoist cable 12 must be symmetrical in order stretch-draw, to ensure the balance of steel box-girder Property, make the structural strength of suspension bridge obtain reliable guarantee.

The most as shown in Figure 6, remove interim head tower 8, remove and prop up in the middle of frame support bracket 1 and end bay steel box-girder Pier 5.

Wherein, step 7. in, respectively by section assembling main span steel box-girder in the middle of two lateral main spans, and Synchronize symmetry and hang interim drag-line 10.

Wherein, step 9. in, described main push-towing rope 11 two ends are anchored at dual-side respectively on steel box-girder.

The self-anchored suspension bridge installation method that the present invention provides is not limited by river course navigation, steep at bank slope Narrow valley region, it is not necessary to set up superelevation support in river course thus reduce input, it is possible to reduce vertical shift load and subtract Little vertical shift scope with avoid distance large-tonnage pushing tow thus reduce vertical shift construction safety risk it can be avoided that Flood drift impacts pushing tow support thus reduces construction safety risk, can accelerate speed of application.

The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all at this Within the spirit of invention and principle, any modification, equivalent substitution and improvement etc. made, should be included in Within protection scope of the present invention.

Claims (3)

1. a self-anchored suspension bridge installation method, it is characterised in that comprise 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 pacify on the slipway beam on frame support bracket top Steel loading nose girder;
3. assembled girder erection crane on the loop wheel machine base on slipway beam, simultaneously assembled end bay steel case in end bay Buttress in the middle of beam;
4. girder erection crane is utilized by frame support bracket on first segment steel beam lifting and to be connected with steel nose girder, then will First segment girder steel, steel nose girder and girder erection crane are together to end bay pushing tow, then are retracted into by girder erection crane First segment 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, between abutment pier top and first segment girder steel, then pour anchor span concrete beam, by anchor Entirety is connected to across concrete beam and end bay steel box-girder;
7. utilizing girder erection crane free cantilever erection main span steel box girder segment, hang interim drag-line simultaneously, this is interim Drag-line one end is anchored on main span steel box-girder, and the other end is anchored on interim head tower, until completing main span steel Box girder assembling;
8. lifting span centre closure segment, makes the main span steel box-girder of the left and right sides close up;
9. cable saddle and main push-towing rope and cord clip and hoist cable are installed;The most symmetrical stretch-draw hoist cable, dismounting Interim drag-line, by girder load transfer to hoist cable and main push-towing rope, completes system transform;
10. remove interim head tower, remove buttress in the middle of frame support bracket and end bay steel box-girder.
A kind of self-anchored suspension bridge installation method the most according to claim 1, it is characterised in that: Step 7. in, respectively by section assembling main span steel box-girder in the middle of two lateral main spans, and synchronize symmetry and hang Interim drag-line.
A kind of self-anchored suspension bridge installation method the most according to claim 1, it is characterised in that: Step 9. in, described main push-towing rope two ends are anchored at dual-side respectively on steel box-girder.
CN201510187858.8A 2015-04-20 2015-04-20 A kind of self-anchored suspension bridge installation method CN104746437B (en)

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Families Citing this family (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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
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
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

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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

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007051426A (en) * 2005-08-15 2007-03-01 Hitachi Zosen Corp 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
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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

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