CN101608433A - The stayed-cable construction method of long-span concrete beam bridge - Google Patents

The stayed-cable construction method of long-span concrete beam bridge Download PDF

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Publication number
CN101608433A
CN101608433A CNA2009100630486A CN200910063048A CN101608433A CN 101608433 A CN101608433 A CN 101608433A CN A2009100630486 A CNA2009100630486 A CN A2009100630486A CN 200910063048 A CN200910063048 A CN 200910063048A CN 101608433 A CN101608433 A CN 101608433A
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China
Prior art keywords
bridge
line
interim
cantilever
stretch
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Pending
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CNA2009100630486A
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Chinese (zh)
Inventor
张强
高宗余
张敏
马润平
刘芸欣
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China Railway Major Bridge Reconnaissance and Design Institute Co Ltd
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China Railway Major Bridge Reconnaissance and Design Institute Co Ltd
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Priority to CNA2009100630486A priority Critical patent/CN101608433A/en
Publication of CN101608433A publication Critical patent/CN101608433A/en
Pending legal-status Critical Current

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Abstract

The present invention relates to a kind of job practices of long-span concrete beam bridge.Cantilever part beam section and pylon on bridge pier, the 1st pair of interim drag-line of stretch-draw, continue cantilever beam section again, the 2nd pair of interim drag-line of stretch-draw continues cantilever beam section, and stretch-draw N is to interim drag-line, proceed to can meet design requirement till, carry out full-bridge closure, remove interim drag-line and pylon, long-span concrete beam bridge.The present invention adopts increases interim suspension cable in cantilever construction, by at the interim oblique cord of cantilever stage stretch-draw, make the beam body obtain the lifting force reverse with deadweight, reduces the hogging moment of cantilever stage beam body at the central bearing point place greatly.Remove interim drag-line and pylon after the closure of beam body, discharge the lifting force of interim drag-line, beam body central bearing point and mid span moment value all increase.Changed total bending moment diagram of one-tenth bridge state dead load (perseverance, two perseverances), the central bearing point hogging moment reduces, and span centre positive bending moment increases, and the two gap reduces, and it is stressed to have improved the beam body, has effectively suppressed the downwarp amount of beam body Cheng Qiaohou.

Description

The stayed-cable construction method of long-span concrete beam bridge
Technical field
The present invention relates to a kind of stayed-cable construction method of long-span concrete beam bridge.
Background technology
Prestressed concrete beam formula bridge is a kind of common bridge-type.Along with the raising of bridge design level, the direction that concrete-bridge is striden greatly towards complexity develops, and especially the development of prestressed concrete continuous beam bridge and continuous rigid frame bridge rapidly.According to incompletely statistics, built in the world at present or just had 18 more than greater than the large span continuous rigid frame bridge of 240m in the main span of building.At present world's span the maximum is that the main span of building up in 1998 is the new Storm bridge of Norway (NewStolma) of 301m, and domestic maximum span person is the auxilliary navigation channel of the Guangdong Humen Bridge bridge of the main span 270m that built up in 1997.Along with the increase of service time, the appearance of this type of bridge significant later stage downwarp problem, a large amount of the carrying out in ubiquity beam body crack when following downwarp.The degree that case history shows the later stage downwarp that some strides prestressed concrete beam bridge greatly head and shoulders above the scope of designing institute prediction, to having produced influence in application life of bridge construction.
The reason that the downwarp of beam body occurs is unreasonable and cause by conventional construction method.Traditional job practices of striding beam bridge greatly all is free cantilever casting or assembly unit, so the work progress of the maximum two semi-girders of experience and maximum single semi-girder.In the maximum semi-girder stage since the beam body moment of flexure that dead load produces in central bearing point place maximum, the spaning middle section moment of flexure approaches zero.The central bearing point hogging moment slightly descends after two dead loads such as deck paving apply, and span centre positive bending moment slightly increases.The total bending moment diagram of dead load (perseverance, two perseverances), central bearing point hogging moment are much larger than the value of span centre positive bending moment, and such dead load stress is into the root place of bridge operation back rest body downwarp.
Summary of the invention
The objective of the invention is at above-mentioned present situation, aim to provide a kind of internal force state that can change long-span concrete beam bridge Cheng Qiaohou, reach the purpose that is suppressed to the downwarp of bridge back rest body, thereby guarantee that bridge builds up the stayed-cable construction method of the long-span concrete beam bridge of back safety and Health military service.
The implementation of the object of the invention is, the stayed-cable construction method of long-span concrete beam bridge, cantilever part beam section and pylon on bridge pier, the 1st pair of interim drag-line of stretch-draw, continue cantilever beam section again, the 2nd pair of interim drag-line of stretch-draw continues cantilever beam section, and stretch-draw N is to interim drag-line, proceed to can meet design requirement till, carry out full-bridge closure, remove interim drag-line and pylon, long-span concrete beam bridge.
The present invention has changed the construction technology of traditional free cantilever casting or free cantilever erection, employing increases interim suspension cable in cantilever construction, by at the interim oblique cord of cantilever stage stretch-draw, make the beam body obtain the lifting force reverse with deadweight, reduce the hogging moment of cantilever stage beam body greatly at the central bearing point place.Remove interim drag-line and pylon after the closure of beam body, discharge the lifting force of interim drag-line, beam body central bearing point and mid span moment value all increase.Changed total bending moment diagram of one-tenth bridge state dead load (perseverance, two perseverances), the central bearing point hogging moment reduces, and span centre positive bending moment increases, and the two gap reduces, and it is stressed to have improved the beam body, has effectively suppressed the downwarp amount of beam body Cheng Qiaohou.
The present invention changes the stress of beam body Cheng Qiaohou by changing the stress of beam body in work progress, and then changes the distortion because of creep of concrete produced.Fundamentally reduce the downwarp amount of striding greatly after beam bridge builds up, thereby reduced the expense that the bridge later maintenance is reinforced significantly.
Description of drawings
Fig. 1 is a cantilever part beam section on middle pier, builds interim pylon, the schematic diagram of the 1st pair of interim drag-line of stretch-draw,
Fig. 2 is a cantilever part beam section on the basis of Fig. 1, the schematic diagram of the 2nd pair of interim drag-line of stretch-draw,
Fig. 3 is a cantilever part beam section on the basis of Fig. 2, the schematic diagram of the 3rd pair of interim drag-line of stretch-draw,
Fig. 4 is the schematic diagram of cast residue beam section on map interlinking 3 and the abutment pier 1,
Fig. 5 strides closed beam section in map interlinking 4 cast,
Fig. 6 is the full-bridge closure state diagram behind interim drag-line of dismounting and the interim pylon,
Fig. 7 is the transversary schematic diagram of interim pylon.
The specific embodiment
Be example with 3 pairs of interim drag-lines of stretch-draw below, construction sequence of the present invention that the present invention is further described in conjunction with the accompanying drawings:
1, cantilever part beam section 3 on middle pier 2 is built interim pylon 8, the 1st pair of interim drag-line 9 (see figure 1)s of stretch-draw,
2, continue cantilever beam section 4, the 2nd pair of interim drag-line 10 (see figure 2)s of stretch-draw,
3, continue cantilever beam section 5, the 3rd pair of interim drag-line 11 (see figure 3)s of stretch-draw,
4, cast residue beam section 6 on Fig. 3 and abutment pier 1 is finished the end bay closure (see figure 4),
5, continue to stride closed beam section 7 (see figure 5)s in the cast,
6, remove the 1st, 2,3 pair of interim drag- line 9,10,11 and interim pylon 8, form full-bridge closure state (see figure 6),
The transversary of interim pylon 8 as shown in Figure 7, it is the interim member of building on beam section 3, by column with laterally be connected crossbeam and form.
The radical of suspension cable of the present invention and the size of Suo Li are determined by concrete condition.
Interim pylon that increases and interim drag-line can recycle and reuse, and increase their construction cost, can be split among many bridge blocks, but reduce the expense that the bridge later maintenance is reinforced significantly.
The present invention has changed the construction technology of traditional free cantilever casting or free cantilever erection, employing increases interim suspension cable in cantilever construction, by at the interim oblique cord of cantilever stage stretch-draw, make the beam body obtain the lifting force reverse with deadweight, reduce the hogging moment of cantilever stage beam body greatly at the central bearing point place.Remove interim drag-line and pylon after the closure of beam body, discharge the lifting force of interim drag-line, beam body central bearing point and mid span moment value all increase.Changed total bending moment diagram of one-tenth bridge state dead load (perseverance, two perseverances), the central bearing point hogging moment reduces, and span centre positive bending moment increases, and the two gap reduces, and it is stressed to have improved the beam body, has effectively suppressed the downwarp amount of beam body Cheng Qiaohou.

Claims (1)

1, the stayed-cable construction method of long-span concrete beam bridge, it is characterized in that cantilever part beam section and pylon on bridge pier, the 1st pair of interim drag-line of stretch-draw continues cantilever beam section again, the 2nd pair of interim drag-line of stretch-draw, continue cantilever beam section, stretch-draw N is to interim drag-line, proceed to can meet design requirement till, carry out the full-bridge closure, remove interim drag-line and pylon, long-span concrete beam bridge.
CNA2009100630486A 2009-07-07 2009-07-07 The stayed-cable construction method of long-span concrete beam bridge Pending CN101608433A (en)

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Application Number Priority Date Filing Date Title
CNA2009100630486A CN101608433A (en) 2009-07-07 2009-07-07 The stayed-cable construction method of long-span concrete beam bridge

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Application Number Priority Date Filing Date Title
CNA2009100630486A CN101608433A (en) 2009-07-07 2009-07-07 The stayed-cable construction method of long-span concrete beam bridge

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CN101608433A true CN101608433A (en) 2009-12-23

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Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102121234A (en) * 2011-04-23 2011-07-13 中铁三局集团有限公司 Quick construction method of two-tower five-span steel truss girder cable-stayed bridge
CN103132460A (en) * 2011-11-28 2013-06-05 上海市基础工程有限公司 Concrete filled steel tubular temporary consolidation system of cast-in-cantilever beam
CN103215898A (en) * 2013-04-02 2013-07-24 天津市市政工程设计研究院 Variable-cross-section concrete continuous bridge construction method
CN106702910A (en) * 2016-12-29 2017-05-24 中交第三航务工程局有限公司 Main girder construction process for extradosed cable-stayed bridge with double towers and double cable planes
CN110939067A (en) * 2019-12-09 2020-03-31 中铁大桥勘测设计院集团有限公司 Method for determining position of bridge closure section of collaboration system
CN112227204A (en) * 2020-08-07 2021-01-15 中交二公局第二工程有限公司 Side span pushing closure construction method for cable-stayed bridge
CN112323640A (en) * 2020-11-10 2021-02-05 中交二公局第三工程有限公司 Construction method for temporary cable-stayed corrugated steel web bridge through closure of web in advance
CN112663477A (en) * 2020-12-18 2021-04-16 保利长大工程有限公司 Big net empty heavy load liftable navigation hole landing stage in typhoon high-rise district
CN113944114A (en) * 2021-11-10 2022-01-18 上海市基础工程集团有限公司 Dismantling construction method for large-span prestressed concrete cable-stayed bridge

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102121234A (en) * 2011-04-23 2011-07-13 中铁三局集团有限公司 Quick construction method of two-tower five-span steel truss girder cable-stayed bridge
CN102121234B (en) * 2011-04-23 2012-04-04 中铁三局集团有限公司 Quick construction method of two-tower five-span steel truss girder cable-stayed bridge
CN103132460A (en) * 2011-11-28 2013-06-05 上海市基础工程有限公司 Concrete filled steel tubular temporary consolidation system of cast-in-cantilever beam
CN103215898A (en) * 2013-04-02 2013-07-24 天津市市政工程设计研究院 Variable-cross-section concrete continuous bridge construction method
CN106702910A (en) * 2016-12-29 2017-05-24 中交第三航务工程局有限公司 Main girder construction process for extradosed cable-stayed bridge with double towers and double cable planes
CN110939067A (en) * 2019-12-09 2020-03-31 中铁大桥勘测设计院集团有限公司 Method for determining position of bridge closure section of collaboration system
CN110939067B (en) * 2019-12-09 2021-08-03 中铁大桥勘测设计院集团有限公司 Method for determining position of bridge closure section of collaboration system
CN112227204A (en) * 2020-08-07 2021-01-15 中交二公局第二工程有限公司 Side span pushing closure construction method for cable-stayed bridge
CN112323640A (en) * 2020-11-10 2021-02-05 中交二公局第三工程有限公司 Construction method for temporary cable-stayed corrugated steel web bridge through closure of web in advance
CN112323640B (en) * 2020-11-10 2023-11-07 中交二公局第三工程有限公司 Construction method for temporary cable-stayed corrugated steel web bridge advanced closure web
CN112663477A (en) * 2020-12-18 2021-04-16 保利长大工程有限公司 Big net empty heavy load liftable navigation hole landing stage in typhoon high-rise district
CN113944114A (en) * 2021-11-10 2022-01-18 上海市基础工程集团有限公司 Dismantling construction method for large-span prestressed concrete cable-stayed bridge

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Application publication date: 20091223