CN104233958A - Construction method of beam end horizontal linkage device of ballastless track multi-line steel bridge - Google Patents
Construction method of beam end horizontal linkage device of ballastless track multi-line steel bridge Download PDFInfo
- Publication number
- CN104233958A CN104233958A CN201410428207.9A CN201410428207A CN104233958A CN 104233958 A CN104233958 A CN 104233958A CN 201410428207 A CN201410428207 A CN 201410428207A CN 104233958 A CN104233958 A CN 104233958A
- Authority
- CN
- China
- Prior art keywords
- bracket
- steel bridge
- linkage device
- bridge
- hinge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Abstract
The invention relates to a construction method of a beam end horizontal linkage device of a ballastless track multi-line steel bridge. According to the method, factories take measures for temporarily fixing a bracket and a positioning hinge, during concrete beam casting, an anchoring element is embedded in a manhole part of an end partition wall of the concrete beam, an oval sliding groove is formed in a horizontal plate of the bracket, the positioning hinge extends into the sliding groove of the bracket, and a filler plate is arranged between the positioning hinge and the anchoring element. After the precise positioning on site, epoxy mortar is injected, so that the embedded anchoring element and the concrete beam are fixedly connected, a high-intensity screw bolt arranged between the bracket and a steel beam end cross beam is screwed, and the beam end horizontal linkage device of the ballastless track multi-line steel bridge is formed. The invention provides the beam end horizontal linkage device arranged between the ballastless track multi-line steel bridge and an adjacent concrete bridge. Through the device, the consistent transverse displacement of a steel bridge and the concrete bridge is enabled to be maintained, so the transverse displacement difference of steel rail fulcrums is eliminated. The structure deformation is ensured to meet the design specification requirements of a ballastless track.
Description
Technical field
The present invention relates to the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of a kind of non-fragment orbit.
Background technology
In recent years, the high speed development built along with China Express Railway, has emerged in large numbers a large amount of steel work non-fragment orbit bridges.For ensureing the steady of train operation, the deformation requirements restriction of non-fragment orbit to structure is strict." Design of High-speed Railway specification " specifies, " the horizontal relative displacement of rail fulcrum of ballastless track bridge case beam beam-ends both sides should not be greater than 1mm ".Under temperature action, beam knows from experience generation lateral displacement, causes the track structure on bridge floor to produce identical lateral displacement.For saving bridge location resource and construction costs, there is multi-thread trend of building together in the high-speed railway bridge crossing over great rivers, and be that steel structure bridge is to reduce deadweight substantially.After the railway line number increase that bridge is current, bridge width continues to increase, and bridge and track structure occur larger lateral deformation under temperature action.And long span bridge two ends adopt the concrete bridge structure of standard span substantially, its lateral deformation is less.The lateral deformation difference that result in rail fulcrum between steel bridge and concrete bridge, much larger than 1mm, exceedes the limit value requirement of specification.
Summary of the invention
The object of the invention is for above-mentioned present situation, aim to provide one and can ensure that steel bridge is consistent with concrete beam lateral displacement, the lateral displacement eliminating track fulcrum is poor, ensures that the poor horizontal relative displacement of rail fulcrum meeting non-fragment orbit beam beam-ends both sides of the lateral displacement of track fulcrum should not be greater than the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit that 1mm requires.
The construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit: factory takes measures temporarily affixed to bracket, location hinge and steel bridge end floor beam, during concreting beam, pre-buried anchoring piece is located the enter hole of concrete beam end partition wall, oval sliding tray is opened at the level board of bracket, location hinge stretches in the sliding tray of bracket, between location hinge and anchoring piece, fill plate is set, to adjust the height of location hinge.Behind on-the-spot accurately location, pre-buried anchoring piece and concrete beam are fixed together by Reperfu-sion epoxy mortar, execute the high-strength bolt between stubborn bracket and girder steel end floor beam, form the beam-ends transverse linkage device of the multi-thread steel bridge of railway ballastless track.
The beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit arranges bracket at steel bridge beam-ends, arranges location hinge at concrete beam end.Location hinge stretches in the oval sliding tray of bracket, and when Steel Bridge generation lateral displacement, bracket drives location hinge and concrete beam transverse shifting together, and the lateral deformation eliminating steel bridge and concrete bridge rail fulcrum is poor.When girder steel is longitudinally subjected to displacement, location hinge can move along sliding tray, does not affect vertically moving of girder steel.
The beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit can be used for the bridge constructions such as the multi-thread freely-supported steel truss girder of railway ballastless track, continuous steel girder, steel truss girder cable-stayed bridge, steel trussed girder suspension bridge.
Accompanying drawing explanation
Fig. 1 is the facade arrangement diagram of linkage of the present invention,
Fig. 2 is the front arrangement diagram of linkage of the present invention,
Fig. 3 is the layout plan of linkage of the present invention.
Detailed description of the invention
Adopt high-strength bolt temporarily affixed bracket 1 and steel bridge end floor beam 6 in factory; The anchoring piece 3 of location hinge 2 is arranged on end partition wall enter hole 8 place of concrete beam 7.
For guaranteeing bracket 1 and location hinge 2 relativeness accurately, the hinge of location hinge 2 must perpendicular to the level board of bracket 1, and locating hinge 2 longitudinal centre line must overlap with sliding tray 4 longitudinal centre line of bracket 1 simultaneously, and angular deviation is not more than 1 °.
For the height of adjustment location hinge 2, backing plate 5 is set between location hinge 2 and anchoring piece 3.
For ensureing that girder steel can longitudinal smooth-going slip, the contact surface between location hinge 2 and sliding tray 4 is arc surface, and during girder steel longitudinal sliding motion, the contact surface between location hinge 2 and sliding tray 4 is arc surface, remains closely connected.
Behind accurate location, pre-buried anchoring piece 3 is fixed together with concrete beam 7 by perfusion epoxy mortar; Execute the high-strength bolt between stubborn bracket 1 and girder steel end floor beam 6, bracket 1 and girder steel end floor beam 6 are consolidated.Form the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit.
Adopt the present invention can ensure that steel bridge is consistent with concrete beam lateral displacement, the lateral displacement eliminating track fulcrum is poor, ensures that the poor horizontal relative displacement of rail fulcrum meeting non-fragment orbit beam beam-ends both sides of the lateral displacement of track fulcrum should not be greater than 1mm.
Claims (6)
1. the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit, it is characterized in that factory takes measures temporarily affixed to bracket, location hinge and steel bridge end floor beam, during concreting beam, pre-buried anchoring piece is located the enter hole of concrete beam end partition wall, oval sliding tray is opened at the level board of bracket, location hinge stretches in the sliding tray of bracket, arranges fill plate between location hinge and anchoring piece, to adjust location hinge setting height(from bottom).Behind on-the-spot accurately location, pre-buried anchoring piece and concrete beam are fixed together by Reperfu-sion epoxy mortar, execute the high-strength bolt between stubborn bracket and girder steel end floor beam, bracket and girder steel are consolidated, form the beam-ends transverse linkage device of the multi-thread steel bridge of railway ballastless track.
2. the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit according to claim 1, is characterized in that bracket (1) and steel bridge end floor beam (6) adopt high-strength bolt temporarily affixed; The anchoring piece (3) of location hinge (2) is arranged on end partition wall enter hole (8) place of concrete beam (7).
3. the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit according to claim 1, it is characterized in that the longitudinal centre line of locating hinge (2) must overlap with the sliding tray of bracket (1) (4) longitudinal centre line, angular deviation is not more than 1 °.
4. the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit according to claim 1, is characterized in that arranging backing plate (5) between location hinge (2) and anchoring piece (3).
5. the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit according to claim 1, is characterized in that the contact surface of locating between hinge (2) and sliding tray (4) is arc surface.
6. the construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit according to claim 1, after it is characterized in that accurate location, pre-buried anchoring piece (3) and concrete beam (7) are fixed together by perfusion epoxy mortar, execute the high-strength bolt between stubborn bracket (1) and girder steel end floor beam (6), bracket (1) and girder steel end floor beam (6) are consolidated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410428207.9A CN104233958B (en) | 2014-08-27 | 2014-08-27 | The construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410428207.9A CN104233958B (en) | 2014-08-27 | 2014-08-27 | The construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104233958A true CN104233958A (en) | 2014-12-24 |
| CN104233958B CN104233958B (en) | 2016-05-25 |
Family
ID=52222795
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410428207.9A Active CN104233958B (en) | 2014-08-27 | 2014-08-27 | The construction method of the beam-ends transverse linkage device of the multi-thread steel bridge of non-fragment orbit |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104233958B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758827A (en) * | 2016-11-29 | 2017-05-31 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004137686A (en) * | 2002-10-15 | 2004-05-13 | Nippon Steel Corp | Composite panel structure, panel bridge structure and construction method for continuous composite girder bridge |
| KR20090001261A (en) * | 2007-06-29 | 2009-01-08 | (주)한맥기술 | Prestressed concrete girder bridge having connecting structure using steel bar, and constructing method thereof |
| CN102094393A (en) * | 2011-03-18 | 2011-06-15 | 重庆城建控股(集团)有限责任公司 | Steel-concrete joint for steel and concrete mixed continuous steel structure bridge |
| CN102493330A (en) * | 2011-12-13 | 2012-06-13 | 中铁二院工程集团有限责任公司 | Bridge three-way limit device and bridge three-way limit vibration reduction structure |
| CN202787058U (en) * | 2012-07-19 | 2013-03-13 | 武汉臣基工程科技有限公司 | Wind-resistant seismic isolation rubber bearing |
| CN203603044U (en) * | 2013-12-13 | 2014-05-21 | 孔建斌 | Anti-seismic bridge bearing |
| CN103898833A (en) * | 2012-12-25 | 2014-07-02 | 中铁第四勘察设计院集团有限公司 | Long-span ballastless track bridge beam end structure |
-
2014
- 2014-08-27 CN CN201410428207.9A patent/CN104233958B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004137686A (en) * | 2002-10-15 | 2004-05-13 | Nippon Steel Corp | Composite panel structure, panel bridge structure and construction method for continuous composite girder bridge |
| KR20090001261A (en) * | 2007-06-29 | 2009-01-08 | (주)한맥기술 | Prestressed concrete girder bridge having connecting structure using steel bar, and constructing method thereof |
| CN102094393A (en) * | 2011-03-18 | 2011-06-15 | 重庆城建控股(集团)有限责任公司 | Steel-concrete joint for steel and concrete mixed continuous steel structure bridge |
| CN102493330A (en) * | 2011-12-13 | 2012-06-13 | 中铁二院工程集团有限责任公司 | Bridge three-way limit device and bridge three-way limit vibration reduction structure |
| CN202787058U (en) * | 2012-07-19 | 2013-03-13 | 武汉臣基工程科技有限公司 | Wind-resistant seismic isolation rubber bearing |
| CN103898833A (en) * | 2012-12-25 | 2014-07-02 | 中铁第四勘察设计院集团有限公司 | Long-span ballastless track bridge beam end structure |
| CN203603044U (en) * | 2013-12-13 | 2014-05-21 | 孔建斌 | Anti-seismic bridge bearing |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758827A (en) * | 2016-11-29 | 2017-05-31 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
| CN106758827B (en) * | 2016-11-29 | 2018-08-07 | 武汉理工大学 | Chevron shaped prestressed concrete pre-tensioned method Bridge Erector and application method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104233958B (en) | 2016-05-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103669114B (en) | Ballast bed base prefabricated slab and application thereof | |
| CN105064511A (en) | Connecting structure of prestress hollow floor slab and H-shaped steel beam and construction method thereof | |
| CN205688635U (en) | Full precast floor slab dry type connecting structure | |
| CN103952952A (en) | Method for repairing open joint of track slab of CRTS II type slab ballastless track on high-speed rail | |
| CN107354833A (en) | Repair panel in a kind of precast concrete pavement | |
| CN102912693A (en) | Floating track bed precast slab and construction method for precast slab assembled floating track bed | |
| CN206306232U (en) | A kind of ballastless track slab mold | |
| CN201013008Y (en) | Corbel of cable-stayed bridge rope tower anchorage zone | |
| CN105908629A (en) | Descending movable framework for highway box girder at highway and railway combined construction section and application method of descending movable framework | |
| CN205329433U (en) | Maintain convenient embedded track structure | |
| CN104233958A (en) | Construction method of beam end horizontal linkage device of ballastless track multi-line steel bridge | |
| CN202017168U (en) | Unit board type ballastless track structure of railway turnout area | |
| CN103630677B (en) | Experimental device and method for testing grouting speed and filling degree of open joint repairing material | |
| CN204530345U (en) | A kind of track plates self-compacting concrete pours into anti-sideslip hold down gag | |
| CN108560330A (en) | The scalable general railway roadbed of secondary pouring type and its construction method | |
| CN205012221U (en) | Embedded track structure that is fit for medium and small span bridge | |
| CN203007752U (en) | Ballastless road bed template fixed device | |
| CN202831649U (en) | Vibrating beam with adjustable thickness | |
| CN105463951A (en) | Railroad sleeper sulfur anchor mortar anchor-correction anchorage frame | |
| CN209722595U (en) | A kind of compound sleeper ballastless track structure | |
| CN203188069U (en) | Track skeleton frame tool | |
| CN203866657U (en) | Internal support frame track panel frame used for narrow ballast bed ballastless track laying | |
| CN202610658U (en) | Composite prefabricated concrete track board | |
| CN202945544U (en) | Novel ballastless track | |
| CN108221501B (en) | Novel steel-concrete combined track slab |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |