CN1128900C - Prestressed rail beam and its manufacture - Google Patents
Prestressed rail beam and its manufacture Download PDFInfo
- Publication number
- CN1128900C CN1128900C CN01132016A CN01132016A CN1128900C CN 1128900 C CN1128900 C CN 1128900C CN 01132016 A CN01132016 A CN 01132016A CN 01132016 A CN01132016 A CN 01132016A CN 1128900 C CN1128900 C CN 1128900C
- Authority
- CN
- China
- Prior art keywords
- rail beam
- bundle
- prestressed
- rail
- post
- 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.)
- Expired - Lifetime
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B25/00—Tracks for special kinds of railways
- E01B25/30—Tracks for magnetic suspension or levitation vehicles
- E01B25/305—Rails or supporting constructions
Abstract
The present invention relates to a prestressed rail beam and a manufacture method thereof, which is suitable for high-speed railway communication. The prestressed rail beam comprises a beam top plate, a beam bottom plate and beam web plates. The present invention is characterized in that (1) a plurality of axle center pre-tensioned prestressed tendons are respectively arranged in the beam top plate and the left part and the right part of the beam bottom plate; (2) a plurality of eccentric pre-tensioned prestressed tendons are arranged in the middle position of the bottom plate of the rail beam; (3) the web plates at both sides of the rail beam are respectively provided with a primary post-tensioned prestressed tendon in the shape of a second-degree parabola; (4) the web plates at both of the two sides of the rail beam are respectively provided with a secondary post-tensioned prestressed tendons in the shape of the second-degree parabola; (5) external prestressed tendons are also arranged in a cavity and the beam top plate. The present invention is used for controlling a beam body to maintain an axial compression state in construction stages and operation stages, and the deformation of the rail beam generated by the shrinkage and the creep of concrete is controlled in a range which is smaller than 1mm.
Description
Technical field
The present invention relates to the prestressed rail beam and the manufacture method thereof of high speed track traffics such as the running rail of railroad vehicle, particularly a kind of magnetic suspension.
Background technology
Magnetic suspension train is a kind of delivery system of high-speed cruising.It is that track structure has unusual high required precision to braced structures when high-speed cruising.At first,, require track structure under train moving load, environment temperature and action of long-term load for the track structure mechanical characteristic, very strict to deformation requirements; Dynamic characteristics to track structure has strict restriction simultaneously, and the single order natural frequency of magnetic suspension train requirement track structure must be greater than 1.1 times of drivings speeds of service and track structure span ratio.Secondly, train operation systems such as magnetic suspension train have proposed very strict required precision to the function area part of track structure, function area part is positioned at the both sides, top of track structure, comprise that the end face both sides slide rail level, both sides train spigot surface and stator core bottom surface, require all at 1mm or 1mm with interior (0.4mm) for above three function surface accuracies.Above maglev train system has determined magnetic suspension train rail structure and conventional railroad bridge or track structure to have than big-difference to the requirement of track structure.
Calculate as can be known according to structural analysis, satisfy the track structure of magnetic suspension train operation technical requirements, require to have enough big rigidity.Different with traditional beam, no longer be stress (internal force) control design, but Deformation Control Design.For big rigidity like this, reinforced concrete structure can the crack occur in normal operation process, reduce the rigidity of beam, and span can not be too big, so this structure is difficult to satisfy maglev requirement; Though steel work is lighter, deformation ratio is easier to control, and it belongs to thin wall construction, satisfies the cross section of magnetic-levitation rigidity of structure requirement and must do very greatly, and construction costs is higher; Prestressed reinforced concrete construction have rigidity big, can relatively be fit to the track traffic track structures very high such as magnetic suspension by the construct advantages such as distortion in each stage of prestressing force adjustment to deformation requirements.
For conventional prestressed reinforced concrete construction, concrete shrinkage is very big with the TERM DEFORMATION influence of creeping to beam, and magnetic suspension system requires because the TERM DEFORMATION (maximum distortion can not surpass 1mm) in the long wave error range that material factor causes; And before the processing of functional areas, the beam body deformability also being had strict restriction, this is because connector is embedded in Liang Tishang at system Liang Shiyi, during the connector machine connector is connected with high-strength bolt with functor, and the connector machining allowance is limited.For traditional prestressing force design, Stress Control causes that by various loads least favorable combination the carrying out prestressing force of internal force designs often, calculates distortion and only checks as normal operating condition, and generally error all allows at 10mm.But for magnetic suspension system, TERM DEFORMATION is vertical and laterally all will be in the long wave error range (maximum distortion can not surpass 1mm).Can therefore, how to carry out prestressing force be designed to determine prestressed reinforced concrete construction satisfy the key of magnetic suspension system requirement.
Summary of the invention
The technical problem to be solved in the present invention is that design provides a kind of prestressed rail beam and makes mounting method according to prestressing force, can satisfy the deformation requirements of magnetic suspension rail all the time to ensure this rail beam.
The marrow of technical solution of the present invention is that control all keeps state of axial compression at each construction stage, with the rail beam section by concrete shrinkage with creep the Deformation control that produces in very little scope.Divide in pre-track beam process and apply prestressing force three times: pretensioned prestressing and twice are post-stressed.
Specifically, prestressed rail beam of the present invention comprises back plate, beam base plate and web, is characterized in:
In the back plate and left and right two positions of beam base plate some axle center pretensioned prestressing bundle is set respectively, the moment of upper and lower edge prestressing force pair cross-section gravity axis is equated, guarantee total cross-section axial compression under all axle center pretensioned prestressing effects.The quantity of pretensioned prestressing bundle is calculated according to variable load, other variable loads and working load and is determined.
2. some eccentric pretensioned prestressing bundles are set in the middle part of rail beam base plate,, determine its isolation length, make the cross section lower edge produce compressive pre-stress according to bending moment diagram with the deadweight of an equalizer bar body part.The quantity of eccentric pretensioned prestressing bundle is determined by Deformation control requirement and construction stage stress.
In the rail beam web by second-degree parabola linear respectively be provided with one the first time post-stressed bundle, with the internal force that the beam body deadweight of the eccentric pretensioned prestressing lack of equilibrium of balance produces, its stretch-draw is finished after, the rail beam total cross-section is in state of axial compression.
In rail beam two webs also by second-degree parabola linear respectively be provided with one the second time post-stressed bundle, with ancillary facility weight such as equilibrium function spare and before this because the internal force that shrinks and creep and produce, apply equivalent load during stretch-draw with ancillary service identical weight such as functors, for the second time post-stressed apply finish after, the rail beam total cross-section is adjusted to state of axial compression once more.
For the curve track beam, in the top board of its curve inboard and base plate, also should be provided with horizontal eccentric pretensioned prestressing bundle, its quantity is that the transverse bending moment that produces according to the deadweight of beam body and ancillary service weight is definite.
5. in order to implement adjustment to this prestressed girder TERM DEFORMATION, also be provided with external pre-stress bundle, promptly about 1/4 span place is installed with transfer on the end face of the both sides of the beam base plate of the cavity of this prestressed girder, two outer prestress pipes of broken line body pass said transfer and back plate, the outer prestressing tendon of donor wears, and the anchored end of its external pre-stress bundle is positioned at the end face place at back plate two ends.
Said above, the marrow of technical solution of the present invention is in construction and operation stage, rail beam all keeps state of axial compression in theory, and by shrinking and creeping the Deformation control that produces in the 1mm scope, the manufacture method of prestressed rail beam of the present invention comprises the following steps: thus with the rail beam section
(1) before the prestressed concrete cast, pouring into a mould on the pedestal some axle center pretensioned prestressing bundle and some eccentric pretensioned prestressing Shu Jinhang stretch-draw according to design;
(2) the pre-buried first time and the bellows of post-stressed bundle for the second time;
(3) fluid concrete;
When (4) treating that concrete reaches design strength 75% left and right sides, cut off the pretensioned prestressing bundle and rail beam is transported to store the place;
(5) adopt common intermediate plate group anchor system, stretch-draw is to the post-stressed bundle first time of passing bellows, and the internal force so that the beam body of the eccentric pretensioned prestressing bundle of balance lack of equilibrium is conducted oneself with dignity and produced makes the rail beam total cross-section be in state of axial compression;
(6) the equivalent load of configuration feature spare etc. on the beam body, in post-stressed bellows for the second time, penetrate for the second time post-stressed bundle and carry out stretch-draw, with before ancillary service weight such as equilibrium function spare and the posttension for the second time because the internal force that shrinks and creep and produce makes the rail beam total cross-section adjust to state of axial compression once more;
For camber beam, in (1) step of above-mentioned manufacture method, should be simultaneously in the top board of curve inboard and base plate, horizontal eccentric pretensioned prestressing bundle be set.
In order to implement adjustment, in (2) step of above-mentioned manufacture method, want outer prestress pipe of embedded body and transfer simultaneously to this prestressed rail beam TERM DEFORMATION.
Description of drawings
Fig. 1 is prestressed rail beam-embodiment 1 linear beam prestressing tendon structural representation of the present invention.
Fig. 2 is prestressed rail beam-embodiment 1 linear beam fulcrum cross section structure schematic diagram of the present invention.
Fig. 3 is prestressed rail beam-embodiment 1 linear beam spaning middle section structural representation of the present invention.
Fig. 4 is prestressed rail beam-embodiment 2 camber beam prestressed cable structures schematic diagrames of the present invention.
Fig. 5 is prestressed rail beam-embodiment 2 camber beam fulcrum cross section structure schematic diagrames of the present invention.
Fig. 6 is prestressed rail beam-embodiment 2 camber beam spaning middle section structural representations of the present invention.
Fig. 7 is a prestressed rail beam external pre-stress bundle structural representation of the present invention.
Among the figure:
1-back plate 11-back plate top surface
12-anchored end 2-beam base plate
20-middle part 21-left part
22-right part 23-beam bottom plate top surface
24-transfer 25-external prestressing pipeline
3-web 4-cavity
The eccentric pretensioned prestressing bundle of 5-axle center pretensioned prestressing bundle 6-
The 7-first post-stressed bundle 8-second post-stressed bundle
9-is to eccentric pretensioned prestressing bundle
The specific embodiment
See also Fig. 1, Fig. 2 and Fig. 3, prestressed rail beam of the present invention, comprise back plate 1, beam base plate 2, web 3, be characterized in: left part 21 and 22 liang of positions of right part with beam base plate 2 in rail beam top board 1 all are provided with some eccentric pretensioned prestressing bundles 5, are provided with some eccentric pretensioned prestressing bundles 6 in the middle part 20 of rail beam base plate 2; Respectively dispose one first post-stressed bundle 7 at rail beam two webs 3 by the second-degree parabola shape, respectively dispose one second post-stressed bundle 8 by the second-degree parabola shape.
For the curve track beam, except that by the aforementioned arrangements prestressing tendon, also should in the top board of curve inboard and base plate, dispose horizontal eccentric pretensioned prestressing bundle 9, as Fig. 4, Fig. 5 and shown in Figure 6.
Fig. 7 is a prestressed rail beam external pre-stress bundle structural representation of the present invention.
Because magnetic suspension is very high for the TERM DEFORMATION requirement of beam, and concrete shrinkage and creep effects mechanism more complicated, discreteness is bigger, so has also comprised the adjustable measure one external prestressing tendon of later stage TERM DEFORMATION among the present invention.Its concrete structure is as shown in Figure 7: about 1/4 span place is provided with totally four of transfers 24 regularly on the end face 23 of the both sides of the beam base plate 2 of the cavity 4 of this prestressed rail beam, two outer prestress pipes 25 of broken line body pass said transfer 24 and top board 1, the outer prestressing tendon of donor wears, and the anchored end 12 of its external pre-stress bundle is positioned at place, back plate 1 two ends.External pre-stress bundle adopts broken line shape, and break is located at transfer 24 places.
In case the TERM DEFORMATION of prestressed rail beam do not meet the demands (≤1mm) time, external pre-stress bundle is penetrated in the external stress pipeline 25, determine stretching force according to the practical distortion situation then, carry out stretch-draw, sealing off and covering anchorage gets final product then.Therefore prestressed rail beam of the present invention can be adjusted prestressing force at any time according to actual needs in good time, to ensure the long-term kilter of prestressed rail beam.
The manufacture method of prestressed rail beam of the present invention repeats no more as previously mentioned herein.
The concrete data of enumerating a prestressed rail beam of the present invention below are as follows:
One 24.685 meters concrete beam is provided with axle center pretensioned prestressing bundle 57 bundles, and wherein back plate 1 interior 19 is restrainted, and beam base plate 2 is provided with 38 bundles, eccentric pretensioned prestressing bundle 12 bundles.
Post-stressed bundle is at the moment of flexure of girder span middle section generation: M for the first time
Y1=-2529kNm
The moment of flexure that eccentric pretensioned prestressing bundle produces in the cross section at span centre: M
Y0=-1690kNm
The moment of flexure that beam deadweight (comprising connector) produces in the cross section at span centre: M
G0=4298kNm
Post-stressed bundle is at the moment of flexure of spaning middle section generation: M for the second time
Y2=-945kNm
Post-stressed Shu Zhangla is preceding because the moment of flexure that concrete shrinkage and creep produces in the cross section at span centre: M for the second time
G3=311kNm
The moment of flexure that ancillary services such as functor produce in the cross section at span centre: M
G1=630kNm
Claims (6)
1. a prestressed rail beam that is applicable to high-speed rail transportation comprises back plate (1), beam base plate (2), web (3), it is characterized in that:
(1) in back plate (1) and left and right two positions (21,22) of beam base plate (2) some axle center pretensioned prestressing bundles (5) are set respectively;
(2) in the middle part (20) of rail beam base plate (2) some eccentric pretensioned prestressing bundles (6) are set;
(3) by the second-degree parabola shape the post-stressed bundle first time (7) is set respectively at rail beam two coxostermums (3);
(4) by the second-degree parabola shape the post-stressed bundle second time (8) is set respectively at rail beam two coxostermums (3).
2. prestressed rail beam according to claim 1 is characterized in that the curve track beam, also is provided with horizontal eccentric pretensioned prestressing bundle (9) in the top board (1) of its curve inboard and base plate (2).
3. prestressed rail beam according to claim 1 and 2, the end face (23) of both sides that it is characterized in that the beam base plate (2) of the cavity (4) at prestressed rail beam is gone up about 1/4 span place and is provided with transfer (24) regularly, two outer prestress pipes (25) of broken line body pass said transfer (24) and top board (1), and its anchored end (12) is positioned at the end face place at back plate (1) two ends.
4. the manufacture method of prestressed rail beam according to claim 1 is characterized in that comprising the following steps:
(1) before the prestressed concrete cast, according to the design some axle center of stretch-draw pretensioned prestressing bundle (5) and some eccentric pretensioned prestressing bundles (6) on the cast pedestal;
(2) bellows of preparing to install the first and second post-stressed bundles (7,8) is set;
(3) fluid concrete;
When (4) treating that concrete reaches design strength 75% left and right sides, cut off the pretensioned prestressing bundle and rail beam is transported to store the place;
(5) adopt common intermediate plate group anchor system, with the post-stressed bundle first time of passing bellows (7) stretch-draw, giving to have prestressing force, and the internal force so that the beam body of eccentric pretensioned prestressing bundle (6) lack of equilibrium of balance is conducted oneself with dignity and produced makes the rail beam total cross-section be in state of axial compression;
(6) state a period of time that allows rail beam keep total cross-section axial compression after post-stressed bundle (7) stretch-draw for the first time, make concrete shrinkage and creep and to take place more fully.The equivalent load of configuration on the beam body with penetrating the second post-stressed bundle (8) in the second post-stressed bellows and carrying out stretch-draw, makes the rail beam total cross-section adjust to state of axial compression once more again.
5. the manufacture method of high-speed rail transportation prestressed rail beam according to claim 4, it is characterized in that when making prestressing force curve track beam, in (1) step, should be simultaneously in the top board (1) of the curve inboard of curve track beam and base plate (2), horizontal eccentric pretensioned prestressing bundle (9) be set.
6. according to the manufacture method of claim 4 or 5 described high-speed rail transportation prestressed rail beams, it is characterized in that in (2) step, also should presetting external pre-stress bundle pipeline (25).
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN01132016A CN1128900C (en) | 2001-10-26 | 2001-10-26 | Prestressed rail beam and its manufacture |
| PCT/CN2002/000463 WO2003035982A1 (en) | 2001-10-26 | 2002-07-01 | A prestressed track girder and its manufacture method |
| HK02105854.2A HK1045341B (en) | 2001-10-26 | 2002-08-10 | Pre-stressed rail beam and its manufacturing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN01132016A CN1128900C (en) | 2001-10-26 | 2001-10-26 | Prestressed rail beam and its manufacture |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1344836A CN1344836A (en) | 2002-04-17 |
| CN1128900C true CN1128900C (en) | 2003-11-26 |
Family
ID=4671065
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN01132016A Expired - Lifetime CN1128900C (en) | 2001-10-26 | 2001-10-26 | Prestressed rail beam and its manufacture |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN1128900C (en) |
| HK (1) | HK1045341B (en) |
| WO (1) | WO2003035982A1 (en) |
Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101463590B (en) * | 2007-12-20 | 2010-09-01 | 中铁大桥勘测设计院有限公司 | External prestress steel structure and reinforcing means for reinforcing old bridge |
| CN105568787A (en) * | 2015-11-10 | 2016-05-11 | 北京交通大学 | Concrete track beam with opening in bottom plate and suspended top plate |
| CN105672066B (en) * | 2015-11-10 | 2024-01-23 | 北京交通大学 | Method for improving stress state of bottom plate overhanging combined box type track beam in suspended monorail traffic |
| CN106284098B (en) * | 2016-10-25 | 2018-03-20 | 薛秋香 | A kind of pre-tensioning system armored concrete prestressing force bridge plate camber value control method |
| CN106836604B (en) * | 2017-02-07 | 2022-08-12 | 叶长青 | Method for manufacturing large-span inclined roof |
| CN110295538A (en) * | 2019-07-29 | 2019-10-01 | 上海市城市建设设计研究总院（集团）有限公司 | Pre-tensioning system ultra-high performance concrete combination beam and its construction method |
| CN110387806B (en) * | 2019-07-31 | 2021-04-06 | 中交路桥北方工程有限公司 | Prestressed beam slab deflection deformation control method |
| CN112507410B (en) * | 2019-08-30 | 2022-11-11 | 比亚迪股份有限公司 | Method and device for generating rail Liang Tuzhi |
| CN113378255A (en) * | 2020-02-25 | 2021-09-10 | 比亚迪股份有限公司 | Design method of curved guide rail beam and curved guide rail beam |
| CN111663434B (en) * | 2020-05-13 | 2022-03-25 | 济南市市政工程设计研究院（集团）有限责任公司 | Mixed-tension prestress prefabricated cover beam tensioning assembly and method for connecting cover beam and upright column |
| CN114808656B (en) * | 2022-05-27 | 2023-10-24 | 长江勘测规划设计研究有限责任公司 | Method for reducing creep deflection of concrete beam |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3244035A1 (en) * | 1982-11-27 | 1984-05-30 | Andrä, Wolfhart, Dr.-Ing., 7000 Stuttgart | Sectional renewal of continuous beams made of prestressed concrete |
| CN1088136C (en) * | 1997-05-30 | 2002-07-24 | 交通部第二公路勘察设计院 | Concrete box beam vertically locked by prestressed flat bolt and its production methed |
| DE19936756A1 (en) * | 1999-08-09 | 2001-02-15 | Boegl Max Bauunternehmung Gmbh | Track of a track-bound vehicle |
-
2001
- 2001-10-26 CN CN01132016A patent/CN1128900C/en not_active Expired - Lifetime
-
2002
- 2002-07-01 WO PCT/CN2002/000463 patent/WO2003035982A1/en not_active Application Discontinuation
- 2002-08-10 HK HK02105854.2A patent/HK1045341B/en not_active IP Right Cessation
Also Published As
| Publication number | Publication date |
|---|---|
| HK1045341A1 (en) | 2002-11-22 |
| WO2003035982A1 (en) | 2003-05-01 |
| HK1045341B (en) | 2004-07-02 |
| CN1344836A (en) | 2002-04-17 |
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