CN102116011A - No-balance-weight horizontal-rotation construction method of steel truss girder bridge spanning railway operating line - Google Patents
No-balance-weight horizontal-rotation construction method of steel truss girder bridge spanning railway operating line Download PDFInfo
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Abstract
The invention discloses a no-balance-weight horizontal-rotation construction method of a steel truss girder bridge spanning a railway operating line. The construction method comprises the following construction steps: 1) the design and the construction of a rotation body facility at the rotating end is conducted, wherein the rotation body facility at the rotating end comprises a rotation body running track girder and a pier top facility No.25; 2) the design and the construction of a rotation body facility at the rotating shaft end is conducted, wherein the rotation body facility at the rotating shaft end comprises a positioning shaft, a bearing arm brace, a slide ship, a slide way and a pier pillar widening structure; and 3) the design and the construction of a rotation body running mechanism is conducted, wherein a rotation process adopts a walking type incrementally-launching running mechanism, and the running mechanism comprises the slide ship, a slide groove, an incrementally-launching hydraulic oil cylinder and an incrementally-launching counterforce device. Through technical economy comparison and selection, the invention adopts the construction scheme that a steel truss girder is assembled at a high level on the lateral side of the railway operating line by using a bracket method, and the girder is lowered and emplaced after being rotated to a design position by using the no-balance-weight horizontal-rotation method.
Description
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Technical field
The present invention relates to cross over railway business line steel truss girder bridge and do not have the balance weight flat-turning construction method.
Background technology
Spanning existing railway business line on the grand bridge, the main bridge of crossing over the business line is the 1-132m steel truss girder bridge, bridge is positioned on the curve of R=4000m, vows during main bridge adopts and divides equally and arranges, becomes 13 ° of obliques with railway business line.The bridge main truss adopts no montant integral node parallel chords English truss lower support type railway ballast bridge floor steel truss girder, the high 16m in purlin, panel length 12m, main truss center to center distance 13m, the heavy 2460t of design steel work; Bridge floor adopts the steel reinforced concrete iterative structure, and bridge deck adopt the RPC concrete prefabricated board, fixes by wet seam, WELDING STUDS.
Collection iron clad road existing line is electrified double-tracking railways, is the important channel of area, Inner Mongol Coal Transport, heavy traffic, and train density is big, and it is 6 min/ row that train is crossed the car frequency averaging.And gulf, ancient city grand bridge becomes 13 ° of obliques with existing line, become at the bottom of the bridge back rest apart from the minimum clear distance of existing line tread 7.22m only, construction space is limited, no matter adopting the assembly unit of support method bridge location still is that vertical shift is dilatory in place, all need set up huge strutting system, the installation of strutting system and dismounting are big to existing line driving interference, the security risk height, and have high input, the cycle is long.
Summary of the invention
The invention provides a kind of leap railway business line steel truss girder bridge and do not have the balance weight flat-turning construction method, by the choosing of Technological Economy ratio, employing is at the high-order assembly unit steel truss girder of railway business line side support method, the no balance weight method of the flatting turn beam constructure scheme in place that falls to the design attitude of turning.
Technical scheme of the present invention is as follows:
Crossing over railway business line steel truss girder bridge does not have the balance weight flat-turning construction method, comprises following construction sequence:
1), rotate end turn facilities design and construction, rotate the end facility of turning and form by the walking rails beam of turning, main Dun Dun top facility:
A. the walking rails beam of turning, adopt freely-supported steel case beam, the every end of process steel truss girder is supported by 2 sliding ships owing to turn, load is big and concentration degree is high, diaphragm has important function to control top board stress, for the integrality that keeps diaphragm conforms to the design simulation analysis, when steel case beam is made, longitudinal stiffener disconnects in the diaphragm position, segmentation blanking welding; Turn the walking rails beam after factory's whole manufacturing moulding,, be transported to on-the-spot installation in position through after the assay was approved.
B. main Dun Dun top slideway is made up of chute, load-bearing longeron and steel pipe post, the pier top parados owing to will construct earlier on the main pier, cause pier top application worker insufficient space, therefore set up steel pipe post at Dun Ding, steel pipe top is provided with the transverse distribution beam, on the transverse distribution beam longeron is set, last slideway places on the longeron, and fixes with its welding;
2), turn facilities design and construction of rotating shaft end
The rotating shaft end facility of turning comprises that locating shaft, supporting spike widen structure with sliding ship, slideway and pier stud and form:
A. positioning rotating shaft
The process of turning adopts positioning rotating shaft location and opposing horizontal shear force, and positioning rotating shaft is arranged on another crossbeam center, main Dun Dun top, adopts negative and positive mouth steel pipe socket form; Steel truss girder promptly at end floor beam bottom wing listrium prepared screw-bolt hole, adopts, high-strength bolt spool is fixed in sun on the steel truss girder during fabrication; For improving the stability of cloudy mouth, it is fixedly welded on the bed hedgehopping base, base is fixed on the pre-embedded steel slab of pier top, makes it and overall structure of main pier formation;
B. support spike and sliding ship
Spike adopts the steel pipe braced structures, and the spike end face adds the steel plate of one of weldering and bearing junction plate consistent size, and steel plate press bearing anchor bolt position and holed, and employing bearing anchor bolt is fixed spike and girder steel.The bottom is welded on the sliding ship of high molecular polymer;
C. slideway
Main pier top slideway adopts stainless steel clad plate to make, running orbit by the process of turning is made into circular arc, the technical condition of stainless steel clad plate should meet the regulation of GB8165-97, the surface roughness Ra of stainless steel slide plane should be less than 0.8 μ m, case hardness should be HVl50～HV200, the surface planarity maximum deviation should be greater than 0.0003L, and the long edge lengths of L=HB answers≤0.06 with the MGE slide plate as the friction factor of friction pair;
D. pier stud is widened structure
Invade limit for preventing interim main pier and steel truss girder assembling support work progress, reduce steel truss girder assembly unit process to business line driving interference as far as possible, steel truss girder becomes 15 ° of angles to carry out assembly unit with design bridge location longitudinal axis, when becoming 15 ° of drift angle assembly units, the end floor beam support position of steel truss girder has exceeded design bearing beam stone scope, and wherein bearing bearing beam stone in left side only needs to build wide the getting final product of concrete group in the pier top casting, and right side bearing bearing beam stone helps wide part to exceed the pier cap scope, adopt steel pipe buttress form group wide
3), turn running mechanism design and construction
The process of turning adopts walking pushing tow running mechanism, and running mechanism is made up of sliding ship, chute, pushing tow hydraulic jack, pushing tow counterforce device:
(1) slides ship
Sliding ship is made up of steel cushion block and MGE slide plate, and the steel cushion block adopts and drags beam and steel plate assembly welding to form; Slide plate adopts the MGE macromolecular material to make, and slide plate is installed in the stopper slot of steel cushion block bottom, and adopts set bolt to fixedly connected with the cushion block steel plate, and sliding ship is installed on the girder steel support position;
(2) chute
The traveling in slideway of sliding ship, slideway is made into arcuate structure by the traveling track, and it is spacing that both sides are provided with the side retaining, and chute and side retaining adopt stainless steel clad plate as chute surface;
Chute adopts double-decker, and one deck susceptor plate is laid in the slideway bottom, also is made into circular arc by the traveling track of turning.Slideway and side retaining stainless steel clad plate all are weldingly fixed on the pedestal steel plate, the welding manner of slideway and pedestal steel plate, weld seam layout and technical requirements are with pedestal steel plate and the welding requirements of steel box beam flange plate, the side retaining adopts flat filled weld in front and back to be welded in side block back face and base top surface, along contact surface full weld, foot welding height 〉=6mm;
(3) pushing tow hydraulic jack
Turn and adopt the traveling of walking top-pushing mechanism pushing tow, adopt at least that the 150T hydraulic jack applies jacking force, require the stroke of hydraulic jack to be not less than 1.0m, external diameter is less than 320mm;
(4) pushing tow counterforce device
The pushing tow counterforce device is made up of distribution beam and counter-force bracket, and the every 90cm of counter-force bracket is provided with a pair of, is weldingly fixed on the slideway both sides; Counterforce device is welded on the chute pedestal steel plate, adopts bearing plate to be connected with perpendicular rib with bearing plate with perpendicular rib, chute pedestal steel plate and adopts penetration weld, and all the other all adopt flat filled weld in front and back, and foot welding height is answered 〉=12mm.
Compared with the prior art, beneficial effect of the present invention is as follows:
(1) by trusses there not being the balance weight method research of flatting turn, solves the design and construction difficult problem of gulf, ancient city grand bridge 1-132m steel truss girder bridge, guarantee project safety, smooth implementation and target duration, strive for good social benefit and economic benefit.
(2) solving steel truss girder does not have the balance weight method design and construction difficult problem of flatting turn, and this method is implemented, with the assembly unit of support method bridge location with longitudinal pull construction in place compare the engineering measure expense that can significantly reduce; And can reduce to greatest extent railways train operation is disturbed, reduced the secure fit expense of construction safety risk and railway; But also the reduction of erection time, taking of reduction project personnel of team and machine resource reduces construction cost.
(3) method for bridge construction that gets up as a kind of new development of rotator construction, because very little to the influence of traffic, uprise idle job be Ground Operation, construction fast, technology and economic benefit height, in the construction of big area of the magnitude of traffic flow and bridge crossing, very big application advantage and application prospect are arranged.Have breakthrough in this field, just mean to stand on the new commanding elevation that its economic worth and application prospect are very good, so the spy applies for a patent this technology are protected.
The specific embodiment
Crossing over railway business line steel truss girder bridge does not have the balance weight flat-turning construction method, comprises following construction sequence:
1), rotate end turn facilities design and construction, rotate the end facility of turning and form by the walking rails beam of turning, main Dun Dun top facility:
A. the walking rails beam of turning, adopt freely-supported steel case beam, the every end of process steel truss girder is supported by 2 sliding ships owing to turn, load is big and concentration degree is high, diaphragm has important function to control top board stress, for the integrality that keeps diaphragm conforms to the design simulation analysis, when steel case beam is made, longitudinal stiffener disconnects in the diaphragm position, segmentation blanking welding; Turn the walking rails beam after factory's whole manufacturing moulding,, be transported to on-the-spot installation in position through after the assay was approved.
B. main Dun Dun top slideway is made up of chute, load-bearing longeron and steel pipe post, the pier top parados owing to will construct earlier on the main pier, cause pier top application worker insufficient space, therefore set up steel pipe post at Dun Ding, steel pipe top is provided with the transverse distribution beam, on the transverse distribution beam longeron is set, last slideway places on the longeron, and fixes with its welding;
2), turn facilities design and construction of rotating shaft end
The rotating shaft end facility of turning comprises that locating shaft, supporting spike widen structure with sliding ship, slideway and pier stud and form:
A. positioning rotating shaft
The process of turning adopts positioning rotating shaft location and opposing horizontal shear force, and positioning rotating shaft is arranged on another crossbeam center, main Dun Dun top, adopts negative and positive mouth steel pipe socket form; Steel truss girder promptly at end floor beam bottom wing listrium prepared screw-bolt hole, adopts, high-strength bolt spool is fixed in sun on the steel truss girder during fabrication; For improving the stability of cloudy mouth, it is fixedly welded on the bed hedgehopping base, base is fixed on the pre-embedded steel slab of pier top, makes it and overall structure of main pier formation;
B. support spike and sliding ship
Spike adopts the steel pipe braced structures, and the spike end face adds the steel plate of one of weldering and bearing junction plate consistent size, and steel plate press bearing anchor bolt position and holed, and employing bearing anchor bolt is fixed spike and girder steel.The bottom is welded on the sliding ship of high molecular polymer;
C. slideway
Main pier top slideway adopts stainless steel clad plate to make, running orbit by the process of turning is made into circular arc, the technical condition of stainless steel clad plate should meet the regulation of GB8165-97, the surface roughness Ra of stainless steel slide plane should be less than 0.8 μ m, case hardness should be HVl50～HV200, the surface planarity maximum deviation should be greater than 0.0003L, and the long edge lengths of L=HB answers≤0.06 with the MGE slide plate as the friction factor of friction pair;
D. pier stud is widened structure
Invade limit for preventing interim main pier and steel truss girder assembling support work progress, reduce steel truss girder assembly unit process to business line driving interference as far as possible, steel truss girder becomes 15 ° of angles to carry out assembly unit with design bridge location longitudinal axis, when becoming 15 ° of drift angle assembly units, the end floor beam support position of steel truss girder has exceeded design bearing beam stone scope, and wherein bearing bearing beam stone in left side only needs to build wide the getting final product of concrete group in the pier top casting, and right side bearing bearing beam stone helps wide part to exceed the pier cap scope, adopt steel pipe buttress form group wide
3), turn running mechanism design and construction
The process of turning adopts walking pushing tow running mechanism, and running mechanism is made up of sliding ship, chute, pushing tow hydraulic jack, pushing tow counterforce device:
(1) slides ship
Sliding ship is made up of steel cushion block and MGE slide plate, and the steel cushion block adopts and drags beam and steel plate assembly welding to form; Slide plate adopts the MGE macromolecular material to make, and slide plate is installed in the stopper slot of steel cushion block bottom, and adopts set bolt to fixedly connected with the cushion block steel plate, and sliding ship is installed on the girder steel support position;
(2) chute
The traveling in slideway of sliding ship, slideway is made into arcuate structure by the traveling track, and it is spacing that both sides are provided with the side retaining, and chute and side retaining adopt stainless steel clad plate as chute surface;
Chute adopts double-decker, and one deck susceptor plate is laid in the slideway bottom, also is made into circular arc by the traveling track of turning.Slideway and side retaining stainless steel clad plate all are weldingly fixed on the pedestal steel plate, the welding manner of slideway and pedestal steel plate, weld seam layout and technical requirements are with pedestal steel plate and the welding requirements of steel box beam flange plate, the side retaining adopts flat filled weld in front and back to be welded in side block back face and base top surface, along contact surface full weld, foot welding height 〉=6mm;
(3) pushing tow hydraulic jack
Turn and adopt the traveling of walking top-pushing mechanism pushing tow, adopt at least that the 150T hydraulic jack applies jacking force, require the stroke of hydraulic jack to be not less than 1.0m, external diameter is less than 320mm;
(4) pushing tow counterforce device
The pushing tow counterforce device is made up of distribution beam and counter-force bracket, and the every 90cm of counter-force bracket is provided with a pair of, is weldingly fixed on the slideway both sides; Counterforce device is welded on the chute pedestal steel plate, adopts bearing plate to be connected with perpendicular rib with bearing plate with perpendicular rib, chute pedestal steel plate and adopts penetration weld, and all the other all adopt flat filled weld in front and back, and foot welding height is answered 〉=12mm.
Claims (1)
1. crossing over railway business line steel truss girder bridge does not have the balance weight flat-turning construction method, it is characterized in that, comprises following construction sequence:
1), rotate end turn facilities design and construction, rotate the end facility of turning and form by the walking rails beam of turning, main Dun Dun top facility:
A. the walking rails beam of turning, adopt freely-supported steel case beam, the every end of process steel truss girder is supported by 2 sliding ships owing to turn, load is big and concentration degree is high, diaphragm has important function to control top board stress, for the integrality that keeps diaphragm conforms to the design simulation analysis, when steel case beam is made, longitudinal stiffener disconnects in the diaphragm position, segmentation blanking welding; Turn the walking rails beam after factory's whole manufacturing moulding,, be transported to on-the-spot installation in position through after the assay was approved.
B. main Dun Dun top slideway is made up of chute, load-bearing longeron and steel pipe post, the pier top parados owing to will construct earlier on the main pier, cause pier top application worker insufficient space, therefore set up steel pipe post at Dun Ding, steel pipe top is provided with the transverse distribution beam, on the transverse distribution beam longeron is set, last slideway places on the longeron, and fixes with its welding;
2), turn facilities design and construction of rotating shaft end
The rotating shaft end facility of turning comprises that locating shaft, supporting spike widen structure with sliding ship, slideway and pier stud and form:
A. positioning rotating shaft
The process of turning adopts positioning rotating shaft location and opposing horizontal shear force, and positioning rotating shaft is arranged on another crossbeam center, main Dun Dun top, adopts negative and positive mouth steel pipe socket form; Steel truss girder promptly at end floor beam bottom wing listrium prepared screw-bolt hole, adopts, high-strength bolt spool is fixed in sun on the steel truss girder during fabrication; For improving the stability of cloudy mouth, it is fixedly welded on the bed hedgehopping base, base is fixed on the pre-embedded steel slab of pier top, makes it and overall structure of main pier formation;
B. support spike and sliding ship
Spike adopts the steel pipe braced structures, and the spike end face adds the steel plate of one of weldering and bearing junction plate consistent size, and steel plate press bearing anchor bolt position and holed, and employing bearing anchor bolt is fixed spike and girder steel.The bottom is welded on the sliding ship of high molecular polymer;
C. slideway
Main pier top slideway adopts stainless steel clad plate to make, running orbit by the process of turning is made into circular arc, the technical condition of stainless steel clad plate should meet the regulation of GB8165-97, the surface roughness Ra of stainless steel slide plane should be less than 0.8 μ m, case hardness should be HV150～HV200, the surface planarity maximum deviation should be greater than 0.0003L, and the long edge lengths of L=HB answers≤0.06 with the MGE slide plate as the friction factor of friction pair;
D. pier stud is widened structure
Invade limit for preventing interim main pier and steel truss girder assembling support work progress, reduce steel truss girder assembly unit process to business line driving interference as far as possible, steel truss girder becomes 15 ° of angles to carry out assembly unit with design bridge location longitudinal axis, when becoming 15 ° of drift angle assembly units, the end floor beam support position of steel truss girder has exceeded design bearing beam stone scope, and wherein bearing bearing beam stone in left side only needs to build wide the getting final product of concrete group in the pier top casting, and right side bearing bearing beam stone helps wide part to exceed the pier cap scope, adopt steel pipe buttress form group wide
3), turn running mechanism design and construction
The process of turning adopts walking pushing tow running mechanism, and running mechanism is made up of sliding ship, chute, pushing tow hydraulic jack, pushing tow counterforce device:
(1) slides ship
Sliding ship is made up of steel cushion block and MGE slide plate, and the steel cushion block adopts and drags beam and steel plate assembly welding to form; Slide plate adopts the MGE macromolecular material to make, and slide plate is installed in the stopper slot of steel cushion block bottom, and adopts set bolt to fixedly connected with the cushion block steel plate, and sliding ship is installed on the girder steel support position;
(2) chute
The traveling in slideway of sliding ship, slideway is made into arcuate structure by the traveling track, and it is spacing that both sides are provided with the side retaining, and chute and side retaining adopt stainless steel clad plate as chute surface;
Chute adopts double-decker, and one deck susceptor plate is laid in the slideway bottom, also is made into circular arc by the traveling track of turning.Slideway and side retaining stainless steel clad plate all are weldingly fixed on the pedestal steel plate, the welding manner of slideway and pedestal steel plate, weld seam layout and technical requirements are with pedestal steel plate and the welding requirements of steel box beam flange plate, the side retaining adopts flat filled weld in front and back to be welded in side block back face and base top surface, along contact surface full weld, foot welding height 〉=6mm;
(3) pushing tow hydraulic jack
Turn and adopt the traveling of walking top-pushing mechanism pushing tow, adopt at least that the 150T hydraulic jack applies jacking force, require the stroke of hydraulic jack to be not less than 1.0m, external diameter is less than 320mm;
(4) pushing tow counterforce device
The pushing tow counterforce device is made up of distribution beam and counter-force bracket, and the every 90cm of counter-force bracket is provided with a pair of, is weldingly fixed on the slideway both sides; Counterforce device is welded on the chute pedestal steel plate, adopts bearing plate to be connected with perpendicular rib with bearing plate with perpendicular rib, chute pedestal steel plate and adopts penetration weld, and all the other all adopt flat filled weld in front and back, and foot welding height is answered 〉=12mm.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535353A (en) * | 2012-03-28 | 2012-07-04 | 上海市第四建筑有限公司 | Construction method for box beam swinging body striding on expressways and railways in rail transit |
| CN102733317A (en) * | 2012-07-22 | 2012-10-17 | 中铁二十局集团第一工程有限公司 | Plane rotation construction technique for steel truss girder for existing bridge spanning construction |
| CN103147408A (en) * | 2013-04-03 | 2013-06-12 | 中铁西南科学研究院有限公司 | Bridge rotation constructing process and rotation system |
| CN107201718A (en) * | 2016-03-16 | 2017-09-26 | 中铁十五局集团有限公司 | A kind of main longitudinal grider preparation method of steel structure bridge |
| CN108221711A (en) * | 2018-01-12 | 2018-06-29 | 中铁九局集团有限公司 | Across existing railway Business Line freely-supported tied arch pushing tow flat turn and high-order fall girder apparatus |
| CN109505255A (en) * | 2018-12-24 | 2019-03-22 | 中铁三局集团有限公司 | Without Cast-in-Situ Segment Long Span Continuous Rigid-Frame Structure sill bolt support rotation swivel construction method |
| CN111926714A (en) * | 2020-08-19 | 2020-11-13 | 中交路桥华南工程有限公司 | Installation method of steel truss girder bridge |
| CN112854018A (en) * | 2021-01-12 | 2021-05-28 | 中铁工程设计咨询集团有限公司 | Steel truss girder pier top turning method and device |
| CN112854019A (en) * | 2021-01-12 | 2021-05-28 | 中铁工程设计咨询集团有限公司 | Eccentric arrangement method and device for turntable on curved steel truss girder |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101122114A (en) * | 2007-09-14 | 2008-02-13 | 中铁大桥局集团第五工程有限公司 | Back-cable-free cable-stayed bridge steel tower vertical turn construction method |
| CN101200880A (en) * | 2007-12-24 | 2008-06-18 | 中铁大桥局股份有限公司 | Steel tube arch single pivot ten-thousand-tonnage horizontal rotation swivel construction method |
| CN101200879A (en) * | 2007-12-04 | 2008-06-18 | 中铁大桥局股份有限公司 | Multi-arch bridge rib vertical turning technical method |
| US20090313771A1 (en) * | 2006-08-23 | 2009-12-24 | Johann Kollegger | Tilt-lift method for erecting a bridge |
| CN101629409A (en) * | 2009-08-13 | 2010-01-20 | 中铁四局集团有限公司 | Synchronous continuous support pulling construction method of long and large steel box girder |
-
2011
- 2011-01-07 CN CN2011100030925A patent/CN102116011B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20090313771A1 (en) * | 2006-08-23 | 2009-12-24 | Johann Kollegger | Tilt-lift method for erecting a bridge |
| CN101122114A (en) * | 2007-09-14 | 2008-02-13 | 中铁大桥局集团第五工程有限公司 | Back-cable-free cable-stayed bridge steel tower vertical turn construction method |
| CN101200879A (en) * | 2007-12-04 | 2008-06-18 | 中铁大桥局股份有限公司 | Multi-arch bridge rib vertical turning technical method |
| CN101200880A (en) * | 2007-12-24 | 2008-06-18 | 中铁大桥局股份有限公司 | Steel tube arch single pivot ten-thousand-tonnage horizontal rotation swivel construction method |
| CN101629409A (en) * | 2009-08-13 | 2010-01-20 | 中铁四局集团有限公司 | Synchronous continuous support pulling construction method of long and large steel box girder |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535353A (en) * | 2012-03-28 | 2012-07-04 | 上海市第四建筑有限公司 | Construction method for box beam swinging body striding on expressways and railways in rail transit |
| CN102733317A (en) * | 2012-07-22 | 2012-10-17 | 中铁二十局集团第一工程有限公司 | Plane rotation construction technique for steel truss girder for existing bridge spanning construction |
| CN102733317B (en) * | 2012-07-22 | 2014-08-06 | 中铁二十局集团第一工程有限公司 | Plane rotation construction technique for steel truss girder for existing bridge spanning construction |
| CN103147408A (en) * | 2013-04-03 | 2013-06-12 | 中铁西南科学研究院有限公司 | Bridge rotation constructing process and rotation system |
| CN107201718A (en) * | 2016-03-16 | 2017-09-26 | 中铁十五局集团有限公司 | A kind of main longitudinal grider preparation method of steel structure bridge |
| CN108221711A (en) * | 2018-01-12 | 2018-06-29 | 中铁九局集团有限公司 | Across existing railway Business Line freely-supported tied arch pushing tow flat turn and high-order fall girder apparatus |
| CN109505255A (en) * | 2018-12-24 | 2019-03-22 | 中铁三局集团有限公司 | Without Cast-in-Situ Segment Long Span Continuous Rigid-Frame Structure sill bolt support rotation swivel construction method |
| CN111926714A (en) * | 2020-08-19 | 2020-11-13 | 中交路桥华南工程有限公司 | Installation method of steel truss girder bridge |
| CN112854018A (en) * | 2021-01-12 | 2021-05-28 | 中铁工程设计咨询集团有限公司 | Steel truss girder pier top turning method and device |
| CN112854019A (en) * | 2021-01-12 | 2021-05-28 | 中铁工程设计咨询集团有限公司 | Eccentric arrangement method and device for turntable on curved steel truss girder |
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