CN105696455A - Box type web simply supported U-shaped girder of double-track railway - Google Patents
Box type web simply supported U-shaped girder of double-track railway Download PDFInfo
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- CN105696455A CN105696455A CN201511025584.9A CN201511025584A CN105696455A CN 105696455 A CN105696455 A CN 105696455A CN 201511025584 A CN201511025584 A CN 201511025584A CN 105696455 A CN105696455 A CN 105696455A
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- bed board
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- beam channel
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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Abstract
The invention discloses a box type web simply supported U-shaped girder of a double-track railway. The box type web simply supported U-shaped girder comprises a roadbed slab; a set of edge box girders is symmetrically arranged at two side end parts of the width direction of the roadbed slab; end cross beams are arranged at two end bottoms of the length direction of the roadbed slab; the roadbed slab is provided with multiple weep holes at intervals in the length direction; the edge box girders extend out from two sides of the roadbed slab, and are hollow cavity structures; multiple first longitudinal prestressed tendons parallel to the length direction of the roadbed slab and multiple transverse prestressed tendons parallel to the width direction of the roadbed slab are arranged in the roadbed slab and a baseplate; multiple second longitudinal prestressed tendons parallel to the length direction of the roadbed slab are arranged in the side walls of the hollow cavities; and multiple vertical prestressed tendons are arranged in the side walls of the hollow cavities at intervals. The box type web simply supported U-shaped girder is higher in torsion resistance and horizontal resistance, is excellent in all beam stress level, has no web splitting problem, needs no additional powerful web stiffening ribs, is simple in structure, and can reach maximum horizontal width.
Description
Technical field
The present invention relates to a kind of railroad bridge, specifically a kind of double track railway box web freely-supported beam channel。
Background technology
Existing two-wire trough girder structure has following three kinds of forms:
1, meridosternous beam channel: the current only hole 20m span two-wire Pre-stress Concrete U-Shaped Beam built up in railway line of holding in Beijing, adopts I type meridosternous edge-beam structure, arranges thee-direction prestressed system。Bridge deck width (edge-beam clear distance) 9.58m。Because adopting I type meridosternous edge-beam structure, bridge deck width is difficult to continue to widen, and I type meridosternous edge-beam anti-twisting property is not enough, and structural stress state is poor。In addition I type meridosternous top flange width is little, and structure bending rigidity is little, span ability not (only 20m across)。Above reason causes that this beam type is not promoted the use of after this bridge。If additionally, when superposition sound barrier or totally-enclosed sound barrier Foundation pressure, stress can be worse, therefore also should not be applied to higher sound barrier or totally-enclosed sound barrier location。
2, urban track traffic two-wire fin-plate type beam channel: what the bridge type of the type built up has Line 6 for Shanghai Rail Transit elevated region 30m freely-supported beam channel。Arranging one crossbeam every 3.6m under bottom beam channel, arrange transversely prestressed bars in crossbeam, structural system becomes girder+crossbeam+floorings system。This beam adopts vertical and horizontal prestress system, eliminates vertical prestressing。
First, urban track traffic trough girder load is much smaller than railway loading, it is impossible to suitable in railroad bridge。Secondly, urban rail distance between centers of tracks is little, and bridge deck width is little, and version and beam force are not applied for railway and reach 5.3m distance between centers of tracks arrangement requirement。Again, meridosternous form, it is impossible to meeting the edge-beam under double track railway width bridge floor, heavy load effect and reverse and lateral stressed requirement, web is easy to crack。Though additionally, base plate adopts fin-plate type to save concrete amount, but structure is complicated, difficulty of construction is big, and road bed board bearing capacity reduces。Additionally, be not suitable for highly higher sound barrier or totally-enclosed sound barrier location equally。
3, separate type two-wire prestressing force beam channel structure: existing Lanzhou-Xinjiang wind district, the two wires beam channel built up, as it is shown in figure 1, the every line of this bridge type arranges a U-lag, the two independent stress of girder。By a piece of beam freestanding beam of separation two panels, reduce the width of road bed board, optimize the stress of road bed board。But in order to arrange middle pectoral plate, when Ballast track distance between centers of tracks less than 5.4m or non-fragment orbit distance between centers of tracks less than 5m time, need to artificially strengthen distance between centers of tracks to meet railway clearance requirement。Thus increasing the distance between centers of tracks of two access bridge and roadbed, increase integrated engineering amount, when trough girder arranges that scope is not long, less economical。In addition along with span is more big, it is more big that middle pectoral plate takies headroom, and distance between centers of tracks is artificially widened more big, therefore is normally only applicable to the little span of about 16m。
Above-mentioned trough girder structure is when being applied to dual-line railway bridge, all suffer from not adapting to Heavy-Haul Railway, do not adapt to double-line railway bridge face width degree width requirement, the problems such as bigger span ability demand can not be met, and be all not applied for higher sound barrier or totally-enclosed sound barrier location。
Summary of the invention
It is an object of the invention to provide one to meet double track railway width bridge floor arrangement requirement, be provided that relatively Great span ability again, and Heavy-Haul Railway and noise barrier structure force request can be met, the double track railway box web freely-supported beam channel that structure stress is reasonable, stress state is good。
For reaching above-mentioned purpose, the double track railway box web freely-supported beam channel of present invention design, it is characterized in that: include road bed board that the symmetrically arranged one group of limit case girder of described road bed board width both side ends is provided with end floor beam bottom described road bed board length direction two ends；Described road bed board is interval with multiple spilled water hole along its length；Described limit case girder stretches out from described road bed board both sides, and described limit case girder is hollow cavity structure；Many first longitudinal prestressing muscle of parallel track bed board length direction laying and many transversely prestressed bars of parallel track bed board width laying it are provided with in described road bed board and base plate；It is provided with the many second longitudinal prestressing muscle that parallel track bed board length direction is laid in described hollow cavity, in described hollow cavity, is interval with many vertical prestressing bars；Described road bed board and limit case girder are integral type prestressed reinforced concrete construction。
Preferably, described limit case girder (1) is include the hollow cavity structure that top board (1.1), base plate (1.3) and twice web (1.2) surround。
Preferably, described in per pass, the thickness of web span centre is less than the thickness at its two ends, and for seamlessly transitting between maximum gauge and minimum thickness。
Preferably, the angle between symmetrically arranged two described limit case girders is 20 °～50 °。That is case girder in limit is outward-dipping setting, so when rail track boundary width is certain, not only reduce the transverse width of bottom road bed board, and limit case girder flare forms reverse bending moment, thus reducing the span centre transverse bending moment of road bed board, road bed board is lateral stressed more reasonable。
Preferably, every described second longitudinal prestressing muscle two ends are higher than its span centre position, and are raise gradually after span centre low level keeps a highly constant segment distance again。
It is further preferred that described second presstressed reinforcing steel at the peak of span centre lower than the half of described limit case girder height；The minimum point at described second presstressed reinforcing steel two ends is higher than described road bed board end face, and peak is lower than described top board end face。
Preferably, described spilled water hole is positioned at the two ends of road bed board width, and is between the case girder of limit。So it is beneficial to quickening beam face draining。
Preferably, on width, higher than both sides in the middle of described road bed board。So, hydrops can naturally flow to spilled water hole and be beneficial to draining along the gradient。
It is further preferred that described top board lateral wall is provided with the jag protruding from described web, described jag is covered with in described top board lateral wall along described top board length direction。So, not only increase top board width, and the bending resistance the moment of inertia of girder can be increased, improve span ability。
Further preferred, described top board top and jag top are provided with railing。
The invention has the beneficial effects as follows: one, the limit case girder box-type section remained silent, anti-twisting property is strong, improves antitorque bearing capacity, thus optimize Heavy-Haul Railway and wide bridge floor dual function following case girder reverse and be lateral stressed under stress state, it is to avoid the I disadvantageous stress state of type meridosternous；Two, outside case girder top flange, limit, devise the jag version of evagination, combine with limit case girder top board, defining wider top flange, thus adding the bending resistance the moment of inertia of beam channel, improve longitudinal crossing ability；Three, the outer web of limit case girder tilts laterally, when rail track boundary width is certain, not only reduce the transverse width of bottom road bed board, and limit case girder flare forms reverse bending moment, thus reducing the transverse bending moment of road bed board, road bed board is lateral stressed more reasonable；Four, freely-supported trough girder is configured with three-dimensional (longitudinal and transverse, perpendicular) presstressed reinforcing steel, and the first longitudinal prestressing muscle is arranged in road bed board and base plate, and the second longitudinal prestressing muscle is arranged in case girder web plate position, limit, reduce the vertical bridge of web to tension；Transversely prestressed bars is arranged in road bed board and base plate, for offsetting train and the root edge horizontal tensile stress of dead load generation, it is prevented that road bed board and bottom slab crack affect durability；Vertical prestressing bar edgewise case girder web plate short transverse is arranged, for improving the stress state that limit case girder web plate is vertical further；Five, beam-ends road bed board local thickeies and forms end floor beam, neither affects the building height of structure, meets again the disadvantageous stress of beam-ends one-way slabs, it is to avoid beam-ends arranges multiple bearing；Six, box limit case girder serves the effect of sound barrier, track structure noise can be stopped, reduce the noise pollution of railways train operation, for environmentally friendly Green Bridges structure, limit case act as the effect of sound barrier, the sound barrier arranged in box top, limit, decrease sound barrier height, save sound barrier investment, powerful limit case can as sound barrier firm foundations totally-enclosed on railway bridge, under wind load and train load compound action, can ensure that trough girder maintains good stress state, be applicable to higher sound barrier and totally-enclosed sound barrier location。
As can be seen here, the bridge type of the present invention is beam channel, and building height is minimum inside existing railway double-track bridge bridge type, is suitable for controlling work point, reduces route absolute altitude, saves investment completely；Compare meridosternous trough girder structure, this bridge adopts box limit case girder, thus having bigger anti-twisting property and horizontal drag, full stress beam level is excellent, without cracking in webs problem, it is not necessary to additionally arrange the web ribbed stiffener of powerful complexity, simple structure, and transverse width can accomplish bigger, can be suitably used for the big distance between centers of tracks double track bridge of 5.5m, the scope of application is wider；Comparing steel truss girder, the present invention is that xoncrete structure cost has obviously advantage, and without loaded down with trivial details the safeguarding of conductivity issues and steel construction, the hidden danger that traffic under bridge is caused by maintenance problem is minimum, does not need to set inspection trolley, be not take up structure height at the bottom of beam；Comparing the settlement-sensitive of frame bridge, this programme is simply supported beam system, and structure stress is clear and definite, and differential settlement does not affect structure stress, is adaptable to weak soil and karst area。
Accompanying drawing explanation
Fig. 1 is Lanzhou-Xinjiang two wires 16m span separate type two-wire prestressing force beam channel structure
Fig. 2 is the schematic cross-section of double track railway box web freely-supported beam channel of the present invention
Fig. 3 is the plane graph of double track railway box web freely-supported beam channel of the present invention
Fig. 4 is the elevation of double track railway box web freely-supported beam channel of the present invention
Fig. 5 is the half elevation figure that double track railway box web freely-supported beam channel prestressing force of the present invention is arranged
Fig. 6 is the sectional view that double track railway box web freely-supported beam channel prestressing force of the present invention is arranged
Fig. 7 is the direction across bridge stress diagram (span 32m, unit of stress MPa) of double track railway box web freely-supported beam channel of the present invention
Fig. 8 is the bearing place section direction across bridge stress diagram (span 32m, unit of stress MPa) of double track railway box web freely-supported beam channel
Fig. 9 is principal tensile stress P1 > the 1.0MPa regional distribution chart of double track railway box web freely-supported beam channel
Figure 10 is principal compressive stress P3 > the 10MPa regional distribution chart of double track railway box web freely-supported beam channel
In figure: center 11 installed by bilateral case girder 1 (web 1.1, top board 1.2, base plate 1.3), road bed board 2, jag 3, end floor beam 4, spilled water hole 5, railing the 6, first longitudinal prestressing muscle the 7, second longitudinal prestressing muscle 8, transversely prestressed bars 9, vertical prestressing bar 10, bearing。
Detailed description of the invention
Mode below by Fig. 2～Figure 10 and some alternative embodiments enumerating the present invention; technical scheme (including optimal technical scheme) is described in further detail, and any technical characteristic and any technical scheme in the present embodiment are all not intended to protection scope of the present invention。
Double track railway box web freely-supported beam channel as designed by Fig. 2 to Fig. 4, structure is textural is divided into following major part: bilateral case girder 1, road bed board 2, jag 3, end floor beam 4, spilled water hole 5, railing the 6, first longitudinal prestressing muscle the 7, second longitudinal prestressing muscle 8, transversely prestressed bars 9, vertical prestressing bar 10。
The symmetrically arranged one group of limit case girder 1 of described road bed board 2 width both side ends, described road bed board direction across bridge width, up to 11m, is provided with end floor beam 4 bottom described road bed board 2 length direction two ends；Described road bed board 2 is interval with multiple spilled water hole 5 along its length；Laying track structure on road bed board 2, it is between twice limit case girder 1, for prestressed reinforced concrete construction。
Described limit case girder 1 stretches out from described road bed board 2 both sides, or it is connected with described road bed board 2 top or sidepiece bottom described limit case girder 1, limit case girder 1 is made up of twice web 1.1, top board 1.2, base plate 1.3, and surrounded a hollow cavity structure by twice web 1.1, top board 1.2, base plate 1.3, limit case girder 1 is longitudinal main bearing member, adopts prestressed reinforced concrete construction。The outward-dipping layout of limit case girder 1, angle between the case girder of twice symmetrically arranged described limit is 20 °～50 °, so when rail track boundary width is certain, not only reduce the transverse width of bottom road bed board 2, and limit case girder 1 flare forms reverse bending moment, thus reducing the transverse bending moment of road bed board 2, road bed board 2 is lateral stressed more reasonable。Limit case girder 1 adopts the hollow box-type section remained silent, anti-twisting property is strong, improves antitorque bearing capacity, thus optimizing under Heavy-Haul Railway and wide bridge floor dual function, limit case girder 1 reverse and be lateral stressed under stress state, it is to avoid the I disadvantageous stress state of type meridosternous。Box limit case girder 1 serves the effect of sound barrier, track structure noise can be stopped, reduce the noise pollution of railways train operation, for environmentally friendly Green Bridges structure, limit case act as the effect of sound barrier, the sound barrier arranged in box top, limit, decrease sound barrier height, save sound barrier investment, powerful limit case can as sound barrier firm foundations totally-enclosed on railway bridge, under wind load and train load compound action, it is ensured that trough girder maintains good stress state, it is applicable on bridge highly higher sound barrier and totally-enclosed sound barrier location。
As shown in Figure 6, it is preferred that described in per pass, the thickness of web 1.2 span centre is less than the thickness at its two ends, and for seamlessly transitting between maximum gauge and minimum thickness。That is web 1.2 is minimum at the thickness of span centre, is then gradually increased, and reaches maximum at beam-ends thickness。
Described jag 3 is positioned at limit case girder 1 top outer, it is covered with in described top board 1 lateral wall along described top board 1 length direction, so, the evagination designed outside case girder 1 top flange, limit and jag 3 version of web 1.2, combine with box (hollow cavity) limit case girder 1 top board 1.1, defining wider top flange, thus adding the bending resistance the moment of inertia of beam channel, improve longitudinal crossing ability。
Described end floor beam 4 is positioned at road bed board 2 beam-ends, because stress needs, compare common road bed board 2 to increase, that is, end floor beam 4 can be thickeied by road bed board 3 formed in beam-ends local, neither affects the building height of structure, meets again the disadvantageous stress of beam-ends one-way slabs, avoiding beam-ends and arrange multiple bearing, bearing is installed center 11 and is seen shown in 2,3,4,6。
As shown in Figure 5 and Figure 6, many first longitudinal prestressing muscle 7 of parallel track bed board 2 length direction laying and the many transversely prestressed bars 9 of parallel track bed board 2 width laying it are provided with in described road bed board 2 and base plate 1.3, first longitudinal prestressing muscle 7 beam-ends stretch-draw, transversely prestressed bars about 9 alternately one-end tension；The many second longitudinal prestressing muscle 8 that parallel track bed board 2 length direction is laid it are provided with in web 1.2 described in per pass, many vertical prestressing bars 10 it are interval with in web 1.2 described in per pass, second longitudinal prestressing muscle 8 can beam-ends stretch-draw, vertical prestressing bar is in top board 1.3 end face stretch-draw。
Again as shown in Figure 5。Preferably, every described second longitudinal prestressing 8 muscle two ends are higher than its span centre position, and are raise gradually after span centre low level keeps a highly constant segment distance again。It is further preferred that described second presstressed reinforcing steel 8 span centre peak lower than described limit case girder 1 height half；The minimum point at described second presstressed reinforcing steel 8 two ends is higher than described road bed board 2 end face, peak is lower than described top board 1.1 end face: be that is positioned at the peak at the second presstressed reinforcing steel 8 two ends topmost lower than described top board 1.1 end face, and is positioned at the second presstressed reinforcing steel 8 topmost peak at span centre lower than the half of described limit case girder 1 height；It is positioned at the minimum point at lowermost second presstressed reinforcing steel 8 two ends higher than described road bed board 2 end face。
The present invention devises three-dimensional (longitudinal and transverse, perpendicular) presstressed reinforcing steel, and the second longitudinal prestressing muscle 8 is arranged in case girder 1 web 1.2 position, limit, reduce web 1.2 indulge bridge to tension；First longitudinal prestressing muscle 7 and transversely prestressed bars cloth 9 are placed in road bed board 2 and base plate 1.3, for offsetting train and the root edge horizontal tensile stress of dead load generation, it is prevented that road bed board 2 and base plate 1.3 cracking affect durability；Vertical prestressing bar 10 edgewise case girder 1 web 1.2 short transverse is arranged, for improving the stress state that limit case girder 1 web 1.2 is vertical further；
Again as shown in Figure 3 and Figure 4, described spilled water hole 5 is positioned at the two ends of road bed board 2 width, and is between limit case girder 1, is so beneficial to quickening beam face draining。
Again as shown in Figure 2 and Figure 6, on width, higher than both sides in the middle of described road bed board 2, so, hydrops can naturally flow to spilled water hole 5 and be beneficial to draining along the gradient。
Again as in figure 2 it is shown, described top board 1.1 top, described top are provided with railing 6。
Preferably, limit case girder 1 and described road bed board 2 are integral type prestressed reinforced concrete construction。
As shown in Fig. 7～10, during for distance between centers of tracks 5.3m, the double track railway box web freely-supported beam channel three dimensional stress analysis result of 32m span, known from stress analysis by space finite element result: concrete lateral stress 0.48～4.6Mpa operation load action, it does not have tension occurs；Full-bridge exist except rear, prestressed anchor solid point partial points principal tensile stress more than 1.0Mpa except, all the other main drawing are respectively less than 1.5Mpa；Beam body principal compressive stress is at below 13MPa；Finite element analysis results fully shows, when middle span (32m), big distance between centers of tracks (5.3m), full-bridge stress state remains to reach excellent level, meets full prestressing structural requirement。
Claims (10)
1. a double track railway box web freely-supported beam channel, it is characterized in that: include road bed board (2), symmetrically arranged one group of limit case girder (1) of described road bed board (2) width both side ends, is provided with end floor beam (4) bottom described road bed board (2) length direction two ends；Described road bed board (2) is interval with multiple spilled water hole (5) along its length；Described limit case girder (1) is stretched out from described road bed board (2) both sides, and described limit case girder (1) is hollow cavity structure；Many first longitudinal prestressing muscle (7) of parallel track bed board (2) length direction laying and the many transversely prestressed bars (9) of parallel track bed board (2) width laying it are provided with in described road bed board (2) and base plate (1.3)；It is provided with the many second longitudinal prestressing muscle (8) that parallel track bed board (2) length direction is laid in described hollow cavity sidewall, in described hollow cavity sidewall, is interval with many vertical prestressing bars (10)；Described road bed board (2) and limit case girder (1) are integral type prestressed reinforced concrete construction。
2. double track railway box web freely-supported beam channel according to claim 1, it is characterised in that: described limit case girder (1) is include the hollow cavity structure that top board (1.1), base plate (1.3) and twice web (1.2) surround。
3. double track railway box web freely-supported beam channel according to claim 2, it is characterised in that: the thickness of web described in per pass (1.2) span centre is less than the thickness at its two ends, and for seamlessly transitting between maximum gauge and minimum thickness。
4. the double track railway box web freely-supported beam channel according to claim 1 or 2 or 3, it is characterised in that: the angle between symmetrically arranged two described limits case girder (1) is 20 °～50 °。
5. double track railway box web freely-supported beam channel according to claim 1, it is characterised in that: every described second longitudinal prestressing muscle (8) two ends are higher than its span centre position, and are raise gradually after span centre low level keeps a highly constant segment distance again。
6. double track railway box web freely-supported beam channel according to claim 5, it is characterised in that: described second presstressed reinforcing steel (8) span centre peak lower than described limit case girder (1) height half；The minimum point at described second presstressed reinforcing steel (7) two ends is higher than described road bed board (2) end face, and peak is lower than described top board (1.1) end face。
7. double track railway box web freely-supported beam channel according to claim 1, it is characterised in that: described spilled water hole (5) is positioned at the two ends of road bed board (2) width, and is between limit case girder (1)。
8. double track railway box web freely-supported beam channel according to claim 1, it is characterised in that: on width, higher than both sides in the middle of described road bed board (2)。
9. double track railway box web freely-supported beam channel according to claim 2, it is characterised in that: described top board (1.1) lateral wall is provided with the jag (3) protruding from described web (1.2)。
10. double track railway box web freely-supported beam channel according to claim 9, it is characterised in that: described top board (1.1) top, described jag (3) top are provided with railing (6)。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511025584.9A CN105696455A (en) | 2015-12-30 | 2015-12-30 | Box type web simply supported U-shaped girder of double-track railway |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201511025584.9A CN105696455A (en) | 2015-12-30 | 2015-12-30 | Box type web simply supported U-shaped girder of double-track railway |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107012777A (en) * | 2017-05-10 | 2017-08-04 | 中铁第勘察设计院集团有限公司 | Track traffic uprises continuous U beams |
| CN112923006A (en) * | 2021-03-09 | 2021-06-08 | 贵州航天新力科技有限公司 | Integral processing type transverse anti-vibration machine base |
| CN113152168A (en) * | 2020-01-07 | 2021-07-23 | 中国航天科工飞航技术研究院（中国航天海鹰机电技术研究院） | U-shaped double-line vacuum pipeline beam |
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| CN112923006A (en) * | 2021-03-09 | 2021-06-08 | 贵州航天新力科技有限公司 | Integral processing type transverse anti-vibration machine base |
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Application publication date: 20160622 |