CN101487233A - Method for mounting temporary pier top beam section of large-span steel box girder cable-stayed bridge - Google Patents
Method for mounting temporary pier top beam section of large-span steel box girder cable-stayed bridge Download PDFInfo
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- CN101487233A CN101487233A CNA2009100584793A CN200910058479A CN101487233A CN 101487233 A CN101487233 A CN 101487233A CN A2009100584793 A CNA2009100584793 A CN A2009100584793A CN 200910058479 A CN200910058479 A CN 200910058479A CN 101487233 A CN101487233 A CN 101487233A
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- 239000010959 steel Substances 0.000 title claims abstract description 119
- 238000000034 method Methods 0.000 title claims abstract description 26
- 238000010276 construction Methods 0.000 claims abstract description 43
- 238000003466 welding Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 abstract description 3
- 238000005516 engineering process Methods 0.000 description 2
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- 230000002146 bilateral effect Effects 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
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- 238000007667 floating Methods 0.000 description 1
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Abstract
The invention belongs to the technical field of bridge construction steel box girder section installation, and particularly relates to an installation method of a temporary pier top girder section of a large-span steel box girder cable-stayed bridge. The construction method comprises the following steps: (1) the construction method comprises the following steps of (1) construction of a steel box girder section of a core side close to a temporary pier top core side steel box girder section, (2) construction of other sections of the temporary pier except for a top section, (3) hoisting of the temporary pier top core side steel box girder section, (4) hoisting of the top section of the temporary pier, and completion of construction of the temporary pier, (5) hoisting of the temporary pier top bank side steel box girder section, and (6) construction of the steel box girder section of the bank side close to the temporary pier top bank side steel box girder section. The method for installing the temporary pier top beam section of the large-span steel box girder cable-stayed bridge is simple, practical, safe, reliable and slightly limited by field environment conditions, and has good economical efficiency compared with the existing method for installing the temporary pier top beam section of the large-span steel box girder cable-stayed bridge.
Description
Technical field:
The invention belongs to bridge and build steel case beam beam section mounting technique field, particularly be a kind of mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section.
Background technology:
Along with the continuous development of bridge design and building technology, the large-span steel box girder stayed-cable bridge is built more and more.In the work progress of large-span steel box girder stayed-cable bridge,, interim pier must be set for guaranteeing the safety and stability of steel box girder body before not joining the two sections of a bridge, etc.Yet the interim pier of building can influence the construction of temporary pier top steel box girder beam section.The mounting method of the temporary pier top steel box girder beam section of large-span steel box girder stayed-cable bridge in the past, normally interim pier build finish after, directly lift by crane installation temporary pier top steel box girder beam section with the large-tonnage crane barge.Temporary pier back timber section is installed in this way, the one-off construction input just needs 300～6,000,000 yuan, not only construction cost is very high, but also to be subjected to the restriction of job site condition: because the large-tonnage crane barge is capable deeply generally bigger, this just requires near the waters the interim pier foundation that the enough depth of water must be arranged, otherwise this method just can't be implemented fully.How safety, economical, finish this problem of construction of large-span steel box girder stayed-cable bridge temporary pier back timber section apace, never be well solved.
Summary of the invention:
The objective of the invention is for overcoming the problem of above-mentioned existence, a kind of mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section is provided.
Technical scheme of the present invention is achieved in that
The construction sequence of the mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention is as follows:
(1) construction of the steel case beam beam section of the middle of the river, middle of the river side next-door neighbour temporary pier top side steel case beam beam section,
(2) construction of interim other sections of pier except that the epimerite section,
(3) middle of the river, lifting temporary pier top side steel case beam beam section,
(4) the epimerite section of the interim pier of lifting is finished the construction of interim pier,
(5) lifting temporary pier top bank side steel case beam beam section,
(6) construction of the steel case beam beam section of lifting bank side next-door neighbour temporary pier top bank side steel case beam beam section.
Above-mentioned construction sequence (1) is with the steel case beam beam section of the middle of the river, side next-door neighbour temporary pier top, amplitude variation type bridge floor loop wheel machine lifting middle of the river side steel case beam beam section and finishes the extension rope.
Above-mentioned construction sequence (3) is to stop in place with the middle of the river, fortune beam Ship Transportation temporary pier top side steel case beam beam section to the middle of the river side of interim pier, amplitude variation type bridge floor loop wheel machine is run on the beam section of the middle of the river, side next-door neighbour temporary pier top, middle of the river side steel case beam beam section, with the mast of the amplitude variation type bridge floor loop wheel machine luffing that makes progress, the middle of the river, lifting temporary pier top side steel case beam beam section, the end face absolute altitude that surpasses other sections of interim pier except that the epimerite section of having constructed up to its bottom surface absolute altitude, the downward luffing of mast of amplitude variation type bridge floor loop wheel machine is also promoted the middle of the river, temporary pier top side steel case beam beam section simultaneously, finish the lifting of the middle of the river, temporary pier top side steel case beam beam section, welding and extension rope.
Above-mentioned construction sequence (5) is that amplitude variation type bridge floor loop wheel machine is run on the middle of the river, the temporary pier top side steel case beam beam section of finishing construction, stop in place with fortune beam Ship Transportation temporary pier top bank side steel case beam beam section to the bank side of interim pier, with the downward luffing of mast of amplitude variation type bridge floor loop wheel machine with lifting temporary pier top bank side steel case beam beam section, the end face absolute altitude that surpasses the interim pier finished of having constructed up to its bottom surface absolute altitude, with make progress luffing and promote temporary pier top bank side steel case beam beam section simultaneously of the mast of amplitude variation type bridge floor loop wheel machine, finish the lifting of temporary pier top bank side steel case beam beam section, welding and extension rope.
Above-mentioned construction sequence (6) is that amplitude variation type bridge floor loop wheel machine is run on the bank side steel case beam beam section of temporary pier top, carries out the lifting construction of the steel case beam beam section of bank side next-door neighbour temporary pier top bank side steel case beam beam section.
Above-mentioned interim pier is the interim pier of steel work lattice, and the epimerite section of interim pier is connected by flange with the sections under it or is welded to connect.
The mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention, simple and practical, safe and reliable, be subjected to field environmental condition restriction little, compare with the mounting method of existing large-span steel box girder stayed-cable bridge temporary pier back timber section and have excellent economy.
Description of drawings:
Fig. 1 is that the lifting temporary pier of the mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention pushes up one of lateral view of middle of the river side steel case beam beam section.
Fig. 2 be large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention mounting method the middle of the river, lifting temporary pier top side steel case beam beam section lateral view two.
Fig. 3 is one of the lateral view of lifting temporary pier top bank side steel case beam beam section of the mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention.
Fig. 4 be large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention mounting method lifting temporary pier top bank side steel case beam beam section lateral view two.
Fig. 5 is the lateral view that the lifting bank side of the mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section of the present invention is close to the steel case beam beam section of temporary pier top bank side steel case beam beam section.
The specific embodiment:
The Jing Yue Changjiang River Highway Bridge is the controlled engineering that Suizhou to Yueyang speedway is crossed over the Changjiang river in Hubei Province's " six vertical five horizontal rings " skeleton highway network planning.Main bridge is the two asymmetric hybrid beam cable stayed bridges of rope face of main span 816m double tower.Bridge north main bridge (100m+298m)+816m/2 be in light weight, wind resistance good, Plate of Flat Steel Box Girder handsome in appearance, stride longitudinal section in the main bridge and be positioned at radius R=34650m, length of tangent line T=408.18m, vow circular curve that northern main bridge deck profile grade is 0.356% apart from E=2.4m.Bridge master bridge bridge floor is two-way six-lane, and the bridge floor effective width is 33.5m.Bridge floor steel case beam is the bilateral box structure of separate type, and the centre connects with gooseneck.The high 3.8m of profile in the steel case beam centerline, overall with is that (contain Bu Suo district and tuyere 2 * 2.5m), be 36.5m in Sarasota place deck-siding constriction to 38.5m, and bridge deck are established 2% two-way horizontal wall inscription, standard beam segment length 15m, maximum lifting weight 317.5t.North tower side is totally 57 girder steel sections, 3 sections in tower district, and 26 companies of end bay side socket section wherein comprises two of temporary pier back timber sections, 1 termination sections, 1 end bay closure sections, 26 companies of main span side socket section.Be subjected to the condition restriction of construction area, large-scale floating crane can't arrive, the main bridge in Jing Yue Changjiang River Highway Bridge north cooperates amplitude variation type bridge floor loop wheel machine to finish the construction of northern main bridge temporary pier top steel box girder beam section with the temporary pier back timber section mounting method of large-span steel box girder stayed-cable bridge of the present invention with the interim pier of merogenesis segmentation.
Embodiment 1:
Shown in Fig. 1～5, the construction sequence of the temporary pier back timber section mounting method of large-span steel box girder stayed-cable bridge of the present invention is as follows:
(1) construction of the steel case beam beam section 8 of the middle of the river, middle of the river side next-door neighbour temporary pier top side steel case beam beam section 4,
(2) construction of interim other sections 3 of pier 1 except that epimerite section 2,
(3) middle of the river, lifting temporary pier top side steel case beam beam section 4,
(4) the epimerite section 2 of the interim pier 1 of lifting is finished the construction of interim pier 1,
(5) lifting temporary pier top bank side steel case beam beam section 5,
(6) construction of the steel case beam beam section 9 of lifting bank side next-door neighbour temporary pier top bank side steel case beam beam section 5.
Above-mentioned construction sequence (1) is with the steel case beam beam section 8 of the middle of the river, side next-door neighbour temporary pier top, amplitude variation type bridge floor loop wheel machine 7 lifting middle of the river side steel case beam beam section 4 and finishes the extension rope.
The steel case beam beam section 8 of the above-mentioned middle of the river, side next-door neighbour temporary pier top, middle of the river side steel case beam beam section 4 is 8.
Above-mentioned step (3) is to stop in place with the middle of the river, fortune beam ship 6 transportation temporary pier top side steel case beam beam section 4 to the middle of the river side of interim pier 1, amplitude variation type bridge floor loop wheel machine 7 is run on the beam section 8 of the middle of the river, side next-door neighbour temporary pier top, middle of the river side steel case beam beam section 4, with the mast of amplitude variation type bridge floor loop wheel machine 7 luffing that makes progress, the middle of the river, lifting temporary pier top side steel case beam beam section 4, the end face absolute altitude that surpasses other sections 3 of interim pier 1 except that epimerite section 2 of having constructed up to its bottom surface absolute altitude, the downward luffing of mast of amplitude variation type bridge floor loop wheel machine 7 is also promoted the middle of the river, temporary pier top side steel case beam beam section 4 simultaneously, finish the lifting of the middle of the river, temporary pier top side steel case beam beam section 4, welding and extension rope.
Above-mentioned step (5) is that amplitude variation type bridge floor loop wheel machine 7 is run on the middle of the river, the temporary pier top side steel case beam beam section 4 of finishing construction, stop in place with fortune beam ship 6 transportation temporary pier top bank side steel case beam beam section 5 to the bank sides of interim pier 1, with the downward luffing of mast of amplitude variation type bridge floor loop wheel machine 7 with lifting temporary pier top bank side steel case beam beam section 5, the end face absolute altitude that surpasses the interim pier 1 finished of having constructed up to its bottom surface absolute altitude, with make progress luffing and promote temporary pier top bank side steel case beam beam section 5 simultaneously of the mast of amplitude variation type bridge floor loop wheel machine 7, finish the lifting of temporary pier top bank side steel case beam beam section 5, welding and extension rope.
Above-mentioned construction sequence (6) is that amplitude variation type bridge floor loop wheel machine 7 is run on the temporary pier top bank side steel case beam beam section 5, and the steel case beam beam section 9 of lifting bank side next-door neighbour temporary pier top bank side steel case beam beam section 5 is also finished the extension rope.
The steel case beam beam section 9 of above-mentioned bank side next-door neighbour temporary pier top bank side steel case beam beam section 5 is 8.
Above-mentioned interim pier 1 is the interim pier of steel work lattice, and the epimerite section 2 of interim pier 1 is connected by flange with sections 3 under it.
Embodiment 2:
Except that 3 of the epimerite section 2 of interim pier 1 and the sections under it by being welded to connect, all the other are all identical with embodiment 1.
Claims (6)
1, a kind of mounting method of large-span steel box girder stayed-cable bridge temporary pier back timber section is characterized in that its construction sequence is as follows:
(1) construction of the steel case beam beam section (8) of middle of the river side next-door neighbour's temporary pier top middle of the river side steel case beam beam section (4),
(2) construction of interim pier (1) other sections (3) except that epimerite section (2),
(3) lifting temporary pier top middle of the river side steel case beam beam section (4),
(4) lift the epimerite section (2) of interim pier (1), finish the construction of interim pier (1),
(5) lifting temporary pier top bank side steel case beam beam section (5),
(6) construction of the steel case beam beam section (9) of lifting bank side next-door neighbour's temporary pier top bank side steel case beam beam section (5).
2, the mounting method of the described large-span steel box girder stayed-cable bridge of root a tree name claim 1 temporary pier back timber section is characterized in that construction sequence (1) is to push up the steel case beam beam section (8) of middle of the river side steel case beam beam section (4) and finish the extension rope with amplitude variation type bridge floor loop wheel machine (7) lifting middle of the river side next-door neighbour temporary pier.
3, the mounting method of the described large-span steel box girder stayed-cable bridge of root a tree name claim 1 temporary pier back timber section, it is characterized in that construction sequence (3) is to stop in place with fortune beam ship (6) transportation temporary pier top middle of the river side steel case beam beam section (4) to the middle of the river side of interim pier (1), amplitude variation type bridge floor loop wheel machine (7) is run on the beam section (8) of middle of the river side next-door neighbour's temporary pier top middle of the river side steel case beam beam section (4), with the mast of amplitude variation type bridge floor loop wheel machine (7) luffing that makes progress, lifting temporary pier top middle of the river side steel case beam beam section (4), the end face absolute altitude that surpasses other sections (3) of interim pier (1) except that epimerite section (2) of having constructed up to its bottom surface absolute altitude, the downward luffing of mast of amplitude variation type bridge floor loop wheel machine (7) is also promoted temporary pier top middle of the river side steel case beam beam section (4) simultaneously, finish the lifting of temporary pier top middle of the river side steel case beam beam section (4), welding and extension rope.
4, the mounting method of the described large-span steel box girder stayed-cable bridge of root a tree name claim 1 temporary pier back timber section, it is characterized in that construction sequence (5) is that amplitude variation type bridge floor loop wheel machine (7) is run on the temporary pier top middle of the river side steel case beam beam section (4) of finishing construction, stop in place with fortune beam ship (6) transportation temporary pier top bank side steel case beam beam section (5) to the bank side of interim pier (1), the downward luffing of mast with amplitude variation type bridge floor loop wheel machine (7), lifting temporary pier top bank side steel case beam beam section (5), the end face absolute altitude that surpasses the interim pier (1) finished of having constructed up to its bottom surface absolute altitude, with make progress luffing and promote temporary pier top bank side steel case beam beam section (5) simultaneously of the mast of amplitude variation type bridge floor loop wheel machine (7), finish the lifting of temporary pier top bank side steel case beam beam section (5), welding and extension rope.
5, the mounting method of the described large-span steel box girder stayed-cable bridge of root a tree name claim 1 temporary pier back timber section, it is characterized in that construction sequence (6) is that amplitude variation type bridge floor loop wheel machine (7) is run on the temporary pier top bank side steel case beam beam section (5), carry out the lifting construction of the steel case beam beam section (9) of bank side next-door neighbour's temporary pier top bank side steel case beam beam section (5).
6, the mounting method of root a tree name claim 1 or 3 or 4 described large-span steel box girder stayed-cable bridge temporary pier back timber sections, it is characterized in that interim pier (1) is the interim pier of steel work lattice, the epimerite section (2) of interim pier (1) is connected by flange with the sections (3) under it or is welded to connect.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2009100584793A CN101487233B (en) | 2009-03-03 | 2009-03-03 | Method for mounting temporary pier top beam section of large-span steel box girder cable-stayed bridge |
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| CN2009100584793A CN101487233B (en) | 2009-03-03 | 2009-03-03 | Method for mounting temporary pier top beam section of large-span steel box girder cable-stayed bridge |
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| CN101487233A true CN101487233A (en) | 2009-07-22 |
| CN101487233B CN101487233B (en) | 2010-12-08 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101788357B (en) * | 2009-12-16 | 2012-09-05 | 中铁大桥局股份有限公司 | Cable force monitoring method in stayed cable construction of polycarbonate (PC) steel strands |
| CN103434959A (en) * | 2013-09-06 | 2013-12-11 | 北京城建精工钢结构工程有限公司 | Method for hoisting mast in tower crane dead zone |
| CN104480861A (en) * | 2014-11-24 | 2015-04-01 | 广西壮族自治区冶金建设公司 | Safe hoisting method for removing unbalance loads of passenger foot-bridge Y-shaped pier |
| CN104652283A (en) * | 2015-01-09 | 2015-05-27 | 中铁港航局集团有限公司 | Asynchronous splicing construction method for symmetrically splicing main steel girder erection cranes of cable-stayed bridge |
| CN104727227A (en) * | 2015-01-29 | 2015-06-24 | 中铁港航局集团有限公司 | Whole-section erecting method for open lattice type steel beam of half-through steel box tied-arch bridge |
| CN106522101A (en) * | 2016-11-17 | 2017-03-22 | 中交路桥华东工程有限公司 | Construction method of superlong cable beam-free sections of cable-stayed bridge |
| CN110863436A (en) * | 2019-12-09 | 2020-03-06 | 中铁大桥局集团有限公司 | Construction method for auxiliary pier and side pier top segment of cantilever-erected cable-stayed bridge |
| CN117735387A (en) * | 2024-02-21 | 2024-03-22 | 四川公路桥梁建设集团有限公司 | Lifting equipment and method for bridge construction |
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2009
- 2009-03-03 CN CN2009100584793A patent/CN101487233B/en active Active
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101788357B (en) * | 2009-12-16 | 2012-09-05 | 中铁大桥局股份有限公司 | Cable force monitoring method in stayed cable construction of polycarbonate (PC) steel strands |
| CN103434959A (en) * | 2013-09-06 | 2013-12-11 | 北京城建精工钢结构工程有限公司 | Method for hoisting mast in tower crane dead zone |
| CN103434959B (en) * | 2013-09-06 | 2017-01-11 | 北京城建精工钢结构工程有限公司 | Method for hoisting mast in tower crane dead zone |
| CN104480861A (en) * | 2014-11-24 | 2015-04-01 | 广西壮族自治区冶金建设公司 | Safe hoisting method for removing unbalance loads of passenger foot-bridge Y-shaped pier |
| CN104480861B (en) * | 2014-11-24 | 2016-09-14 | 广西壮族自治区冶金建设公司 | Eliminate overpass Y type bridge pier unbalanced load safty hoisting method |
| CN104652283A (en) * | 2015-01-09 | 2015-05-27 | 中铁港航局集团有限公司 | Asynchronous splicing construction method for symmetrically splicing main steel girder erection cranes of cable-stayed bridge |
| CN104727227A (en) * | 2015-01-29 | 2015-06-24 | 中铁港航局集团有限公司 | Whole-section erecting method for open lattice type steel beam of half-through steel box tied-arch bridge |
| CN106522101A (en) * | 2016-11-17 | 2017-03-22 | 中交路桥华东工程有限公司 | Construction method of superlong cable beam-free sections of cable-stayed bridge |
| CN110863436A (en) * | 2019-12-09 | 2020-03-06 | 中铁大桥局集团有限公司 | Construction method for auxiliary pier and side pier top segment of cantilever-erected cable-stayed bridge |
| CN117735387A (en) * | 2024-02-21 | 2024-03-22 | 四川公路桥梁建设集团有限公司 | Lifting equipment and method for bridge construction |
| CN117735387B (en) * | 2024-02-21 | 2024-04-30 | 四川公路桥梁建设集团有限公司 | Lifting equipment and method for bridge construction |
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Effective date of registration: 20110524 Address after: High tech Zone Gaopeng road in Chengdu city of Sichuan Province in 610041 science and Technology Industrial Park No. 11 No. F-59 Patentee after: SICHUAN ROAD & BRIDGE Co.,Ltd. Address before: 610041 nine Xing Xing Road 12, hi tech Zone, Sichuan, Chengdu Co-patentee before: SICHUAN SHENGDA COMM SCIENCE RES AND DESIGN Co.,Ltd. Patentee before: Sichuan Road and Bridge (Group) Co., Ltd. |