CN101525865B - Extroversive posture adjusting method for steel box arch rib section - Google Patents
Extroversive posture adjusting method for steel box arch rib section Download PDFInfo
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- CN101525865B CN101525865B CN2008101481041A CN200810148104A CN101525865B CN 101525865 B CN101525865 B CN 101525865B CN 2008101481041 A CN2008101481041 A CN 2008101481041A CN 200810148104 A CN200810148104 A CN 200810148104A CN 101525865 B CN101525865 B CN 101525865B
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Abstract
The invention discloses an extroversive posture adjusting method for a steel box arch rib section (1), which adopts an unsupported cable lifting construction scheme and comprises two steps of lateral overturning and vertical overturning for the steel box arch rib section (1). The posture adjusting method is characterized in that a unidirectional movable support (9) arranged on an overturning track girder (8) is used as a rotating shaft for the vertical overturning of the steel box arch rib section so as to control unbalanced load in the overturning process; two groups of shoulder-pole beams (2 and 3) and four slings (6) with different lengths are all arranged on a hoisting cable and used for realizing the lateral overturning and vertical overturning of the steel box arch rib section so as to ensure that the posture of the steel box arch rib section accords with the mounting requirement of the designed line. The invention effectively solves the technical problem of posture adjusting method for the steel box arch rib section without a support, has the advantages of short construction requirement, low construction cost, convenient operation, remarkable effect, and the like compared with a prior support method, and ensures that the construction line of the steel box arch rib for a bridge can completely accord with the designing requirement.
Description
Technical field
The invention belongs to the bridge field, particularly a kind of method of adjustment of steel box arch rib sections attitude of external inclined type arch bridge.
Background technology
External inclined type arch bridge involved in the present invention, this bridge construction modern design, construction difficulty is big.Wherein large-tonnage, outward inclined steel box arch rib sections being carried out the attitude adjustment aloft is one of the type bridge Construction Technology difficult point with the linear process of the design that reaches bridge, and not having similar method for bridge construction can reference.
Summary of the invention
The job practices that the present invention adopts is no support cable lifting construction, the technical barrier that the present invention need capture is to adjust the outward inclined steel box arch rib sections to reach into the bridge attitude in hoisting process, and the unbalance loading that produces of control attitude adjustment process, guaranteeing that hoisting process is safe and reliable carries out.
The technical solution adopted for the present invention to solve the technical problems is as follows:
Employing is stood up on carrier, and two groups of shoulder pole girders, four-point liftings lift scheme.Hogback at the steel box arch rib sections is provided with two suspension centres, endosternum is provided with two suspension centres, by adjusting the length and the position of suspension bracket on the shoulder pole girder of front and back of suspender belt on the suspension centre, make the rib-lifting section after the lifting reach into the bridge attitude, the off normal of control suspension bracket on the shoulder pole girder center line of front and back controlled the stressed of main rope and hoisting rope, and detailed process is as follows:
1, main rope center, two groups of main rope roads moves to the center of gravity place of lifting section arch, and front and back are hung beam and adjusted to the shoulder pole girder assigned address, makes steel case arch sections direction across bridge attitude reach into the bridge attitude.
2, steel box arch rib segment lifting, 4 suspender belts of every sections are uneven in length, and make after the sections integral lifting, the angle that keeps a directed bridge outside to tilt, the concrete length relation of each root suspender belt according to the skyborne one-tenth bridge of steel rib-lifting section linear calculate definite.
3, the steel box arch rib sections is hung oneself from cargo ship be filled on the special-purpose carrier, utilize carrier, arranged the rail beam of direction across bridge on the carrier, on the siding track beam that pulls in to shore, arrange a unidirectional moveable hinge bearing, the fulcrum that vertically stands up as rib-lifting section as standing up platform.Rollover earlier on rail beam, promote shoulder pole girder during rollover, inboard two suspension centres are earlier stressed, stressed back promotes the temporary support of rib-lifting section on the arch sections and rotates, in the rib-lifting section upset, constantly utilize towed equipment to draw the steel box arch rib sections, the temporary support that the rib-lifting section base angle is located slips into the unidirectional hinged-support on the track, and the outside two suspension centres that are positioned on the vault after rollover puts in place begin stressed.
4, erect after rollover is finished and turn over, the flat-sided spreader beam of bank keeps motionless earlier during perpendicular turning over, slowly promote the flat-sided spreader beam in the middle of the river, the unidirectional hinged-support of rib-lifting section on rail beam rotated, the middle of the river side beam that de-orbits, perpendicular climbing over utilizes axial pin type sensor that the lifting cable force is monitored in real time in the journey, when middle of the river side lifting cable force occurring when excessive, the flat-sided spreader beam in the middle of the river stops to promote, slowly promote the flat-sided spreader beam of bank this moment, when four-point lifting stressed basic evenly after, promote the flat-sided spreader beam in the middle of the river again, repeat said process and translate into the position, finish the adjustment of rib-lifting section spatial attitude until perpendicular.
5, slowly evenly promote four suspension centres to position to be installed, carry out the rib-lifting section butt joint, finish a rib-lifting section lifting task.
Beneficial effect
The present invention adopts and stands up on carrier, and two groups of shoulder pole girders, four-point liftings lift scheme, has effectively solved the unbalance loading problem in outward inclined steel box arch spatial attitude adjustment and the attitude adjustment process, has guaranteed safe and reliable the carrying out of hoisting process.Compare with the support method simultaneously,, reduced construction cost significantly, shortened construction period, make unit in charge of construction obtain good benefit owing to do not need to build support.
Description of drawings
Fig. 1 lifts special-purpose carrier state afterwards for steel box girder segment from cargo ship;
Fig. 2 is a steel case beam rollover state;
Fig. 3 turns over state for steel case beam is perpendicular
Among the figure,
1 is the outward inclined steel box arch rib sections
2 is the flat-sided spreader beam in the middle of the river
3 is the flat-sided spreader beam in riverbank
4 is inboard suspension centre
5 is outside suspension centre
6 is suspender belt
7 is as the special-purpose carrier that stands up platform
8 for standing up rail beam
9 is unidirectional moveable hinge bearing
10 is towed equipment
The specific embodiment
The job practices that the present invention adopts is no support cable lifting construction, the technical barrier that the present invention need capture is to adjust the outward inclined steel box arch rib sections to reach into the bridge attitude in hoisting process, and the unbalance loading that produces of control attitude adjustment process, guaranteeing that hoisting process is safe and reliable carries out.
The technical solution adopted for the present invention to solve the technical problems is as follows:
Utilize 23 buoyancy tanks to be combined into platform, the special-purpose carrier (7) that stands up as steel box arch rib sections (1).Arrange two on the platform and stand up rail beam (8), on the siding track beam that pulls in to shore, arrange a unidirectional freely movable bearing (9), as encircleing the fulcrum that sections vertically stands up.Employing is stood up on special-purpose carrier (7), and two groups of shoulder pole girders (2,3), four-point lifting (4,5) lift scheme.Hogback at the steel box arch rib sections is provided with two suspension centres (5), endosternum is provided with two suspension centres (4), length by adjusting suspender belt (6) on the suspension centre and hang the position of beam on front and back shoulder pole girder (2,3), make the rib-lifting section after the lifting be a flare angle, reach into the bridge attitude, control is hung the off normal of beam on the shoulder pole girder center line of front and back and is controlled the stressed of main rope and hoisting rope, and detailed process is as follows:
1, main rope center, two groups of main rope roads moves to the center of gravity place of lifting section arch, and front and back are hung beam and adjusted to shoulder pole girder (2,3) assigned address.
2, steel box arch rib segment lifting, 4 suspender belts of every sections (6) are uneven in length, and make after the sections integral lifting, keep the angle to the bridge outer incline, the concrete length relation of each root suspender belt according to the skyborne one-tenth bridge of steel rib-lifting section linear calculate definite.
3, steel box arch rib sections (1) is hung oneself from cargo ship be filled on the special-purpose carrier of forming by buoyancy tank (7), utilize carrier as standing up platform, that arranges direction across bridge on the carrier stands up rail beam (8), on the siding track beam that pulls in to shore, arrange a unidirectional moveable hinge bearing (9), the fulcrum that vertically stands up as rib-lifting section.Go up rollover earlier at rail beam (8), promote shoulder pole girder (2,3) during rollover, inboard two suspension centres (4) are earlier stressed, stressed back promotes rib-lifting section and rotates on rail beam around the temporary support on the arch rib, in the rib-lifting section upset, constantly utilize towed equipment (10) to draw the steel box arch rib sections, the temporary support that the rib-lifting section base angle is located slips into the hinged-support (9) on the track, and the outside two suspension centres (5) beginning that is positioned at after rollover puts in place on the vault is stressed.
4, erect after rollover is finished and turn over, the flat-sided spreader beam of bank keeps motionless earlier during perpendicular turning over, slowly promote the flat-sided spreader beam in the middle of the river (2), the unidirectional hinged-support (9) of rib-lifting section on rail beam rotated, the middle of the river side beam (7) that de-orbits, perpendicular climbing over utilizes axial pin type sensor that the lifting cable force is monitored in real time in the journey, when middle of the river side lifting cable force occurring when excessive, the flat-sided spreader beam in the middle of the river (2) stops to promote, slowly promote the flat-sided spreader beam of bank (3) this moment, when four-point lifting (4,5) stressed basic evenly after, promote the flat-sided spreader beam in the middle of the river (2) again, repeat said process and translate into the position, finish the adjustment of rib-lifting section spatial attitude until perpendicular.
5, four of slowly even liftings are hung (4,5) and are put position to be installed, carry out rib-lifting section (1) butt joint, finish a rib-lifting section lifting task.
Claims (5)
1. external inclined type arch bridge steel box arch rib sections attitude adjusting method, adopt no support cable lifting construction scheme, comprise side direction upset and two steps of vertical upset to the steel box arch rib sections, it is characterized in that making earlier the steel box arch rib sections to place and tentatively be located in this sections installation site vertical lower on the special-purpose carrier, make main rope center, two groups of main rope roads move to the center of gravity place of lifting rib-lifting section, front and back are hung beam and are adjusted to the shoulder pole girder assigned address, described carrier is provided with the rail beam that stands up of direction across bridge, total span is slightly less than sections length, rail beam is provided with temporary support, the steel box arch rib sections is positioned on the rail beam, step 1 is to promote two groups of shoulder pole girders simultaneously, four suspension centres that utilize four hoist cables of the different length that is provided with on two groups of shoulder pole girders to be connected on steel box arch rib sections vault and the interior coxostermum promote the steel box arch rib sections, the steel box arch rib sections is overturn along the rail beam side direction around the temporary support at sections base angle, simultaneously with placing the towed equipment that is provided with on the rail beam two ends to regulate the position of steel box arch rib sections direction across bridge, make the temporary support at this sections base angle slip into unidirectional moveable hinge bearing on the offshore siding track beam, second step is to promote near the flat-sided spreader beam in the middle of the river the unidirectional moveable hinge bearing of steel box arch rib sections on the offshore siding track beam on the carrier vertically rotated.
2. a kind of external inclined type arch bridge steel box arch rib sections attitude adjusting method as claimed in claim 1,4 sling lengths when lifting each steel box arch rib sections do not wait, make after the sections integral lifting, keep an angle that tilts to the bridge outside, each Current Collector Sleave body length relation according to the skyborne one-tenth bridge of steel box arch rib sections linear calculate definite.
3. a kind of external inclined type arch bridge steel box arch rib sections attitude adjusting method as claimed in claim 1 by the position that the direction across bridge of beam on the shoulder pole girder of front and back hung in adjusting, makes steel box arch rib sections direction across bridge attitude reach into the bridge attitude.
4. a kind of external inclined type arch bridge steel box arch rib sections attitude adjusting method as claimed in claim 1, its described carrier offshore siding track beam are provided with can unidirectional moveable hinge bearing, and the arch sections can vertically overturn around it.
5. a kind of external inclined type arch bridge steel box arch rib sections attitude adjusting method as claimed in claim 1, rail beam two ends on its described carrier is provided with towed equipment, use the dilatory steel box arch rib sections of this device in steel box girder segment lifting process, the temporary support that offshore side base angle, the steel box arch rib sections outside is located slips into the unidirectional moveable hinge bearing on the rail beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101481041A CN101525865B (en) | 2008-12-30 | 2008-12-30 | Extroversive posture adjusting method for steel box arch rib section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101481041A CN101525865B (en) | 2008-12-30 | 2008-12-30 | Extroversive posture adjusting method for steel box arch rib section |
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| Publication Number | Publication Date |
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| CN101525865A CN101525865A (en) | 2009-09-09 |
| CN101525865B true CN101525865B (en) | 2011-03-16 |
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| CN2008101481041A Active CN101525865B (en) | 2008-12-30 | 2008-12-30 | Extroversive posture adjusting method for steel box arch rib section |
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Families Citing this family (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101774125B (en) * | 2010-01-14 | 2011-12-07 | 武船重型工程有限公司 | Processing technique of U-shaped ribs |
| CN102127898A (en) * | 2010-12-22 | 2011-07-20 | 中铁大桥局集团第四工程有限公司 | Device and method for turning over steel truss girder member |
| CN104652281B (en) * | 2014-12-29 | 2016-06-15 | 中铁二局工程有限公司 | A kind of outward inclined steel box arch installation method |
| CN107338733B (en) * | 2017-08-11 | 2023-06-06 | 中铁上海工程局集团有限公司 | Hoisting device and hoisting method for adjusting and positioning overhead posture of steel box arch rib |
| CN108221702B (en) * | 2018-03-12 | 2024-01-30 | 中铁上海工程局集团有限公司 | Integral lifting device for arch rib of inward-tilting steel box arch bridge |
| CN108408667A (en) * | 2018-03-28 | 2018-08-17 | 中铁大桥局集团第六工程有限公司 | Broken line type girder truss rod piece Quick overturning device and its method for turning |
| CN108360389A (en) * | 2018-05-02 | 2018-08-03 | 长沙理工大学 | Inclined arch rib positioning device and positioning method |
| CN109763426A (en) * | 2018-12-18 | 2019-05-17 | 中铁广州工程局集团有限公司 | A kind of long-span Steel Arch segment shipment method |
| CN109914259A (en) * | 2019-04-09 | 2019-06-21 | 中铁十八局集团第二工程有限公司 | The limited steel truss of hoisting platform encircles hanging method |
| CN110438879A (en) * | 2019-07-18 | 2019-11-12 | 广东冠粤路桥有限公司 | A kind of ultra-high performance concrete bridge structure and its construction method |
| CN114250689B (en) * | 2021-12-21 | 2023-06-27 | 中交三公局第三工程有限公司 | Construction method for steel arch bridge inclined steel box arch-superposed arch rib |
| CN114319117A (en) * | 2021-12-24 | 2022-04-12 | 江苏沪宁钢机股份有限公司 | Slippage lifting method for bridge steel arch |
| CN114575253B (en) * | 2021-12-31 | 2024-01-26 | 中交路桥建设有限公司 | Arch rib mounting system |
| CN114875805B (en) * | 2022-06-15 | 2024-02-09 | 中国电建市政建设集团有限公司 | Aerial rapid intersection and butt joint construction method for large-scale special-shaped steel members |
| CN116553381A (en) * | 2023-06-21 | 2023-08-08 | 中交二公局第二工程有限公司 | Gantry crane arch rib section turning device and construction method |
| CN117779633B (en) * | 2024-02-07 | 2024-06-28 | 保利长大工程有限公司 | Super-large bridge girder installation construction method |
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| FR2465835A1 (en) * | 1979-09-20 | 1981-03-27 | Polensky & Zoellner | METHOD FOR CONSTRUCTING A BRIDGE-SUSPENDED BRIDGE OR SUSPENSION BRIDGE |
| GB2277344A (en) * | 1993-04-24 | 1994-10-26 | Hugh Howatson | A system for the construction of arch structures |
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| CN101525865A (en) | 2009-09-09 |
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Effective date of registration: 20160126 Address after: Jinniu District Kam Tong Road Chengdu city Sichuan province 610031 No. 16 Patentee after: CHINA RAILWAY NO.2 BUREAU ENGINEERING Co.,Ltd. Address before: 610041 high building, No. nine Hing Road, Chengdu hi tech Development Zone, Sichuan, 6 Patentee before: CHINA RAILWAY ERJU Co.,Ltd. Patentee before: CHINA RAILWAY ERJU 5TH ENGINEERING Co.,Ltd. |
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Address after: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Patentee after: CHINA RAILWAY NO.2 ENGINEERING GROUP Co.,Ltd. Address before: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Patentee before: CHINA RAILWAY NO.2 BUREAU ENGINEERING Co.,Ltd. |
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Effective date of registration: 20190110 Address after: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Co-patentee after: CHINA RAILWAY ERJU 5TH ENGINEERING Co.,Ltd. Patentee after: CHINA RAILWAY NO.2 ENGINEERING GROUP Co.,Ltd. Address before: No. 16, Jinniu District Road, Jinniu District Road, Chengdu, Sichuan Patentee before: CHINA RAILWAY NO.2 ENGINEERING GROUP Co.,Ltd. |
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