CN202055116U - Prefabricated slab type ballastless track structure - Google Patents
Prefabricated slab type ballastless track structure Download PDFInfo
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- CN202055116U CN202055116U CN2011200931927U CN201120093192U CN202055116U CN 202055116 U CN202055116 U CN 202055116U CN 2011200931927 U CN2011200931927 U CN 2011200931927U CN 201120093192 U CN201120093192 U CN 201120093192U CN 202055116 U CN202055116 U CN 202055116U
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Abstract
The utility model relates to a prefabricated slab type ballastless track structure, which comprises a steel rail (1), a buckle element, a prefabricated track plate (2), a regulation layer (3) and a base (4), and is characterized in that a single or a plurality of position limiting lug boss(es) (5) or position limiting groove(s) (6) is/are arranged at the plate bottom of the track plate. The prefabricated slab type ballastless track structure has the advantages that the stress is reasonable, in addition, good structure stability and durability are realized, the high-intensity and high-rigidity functions of the track plate can be sufficiently exerted, the vertical temperature force received by the track plate is reduced, and the high smoothness and high stability requirements of rail traffics such as railways, light railways, subways and the like can be met.
Description
Technical field
The utility model relates to the railway track structure system, relates in particular to a kind of prefabricated plate-type ballastless track structure, is applicable to that the non-fragment orbit in railway bed, bridge and locations, tunnel such as railway, light rail, subway is laid.
Background technology
Railway engineering is used more non-fragment orbit pattern and is mainly contained CRTS I type double-block type ballastless track, CRTS I template formula non-fragment orbit, CRTS II template formula non-fragment orbit and CRTS III template formula non-fragment orbit at present.
(1) CRTS I type double-block type ballastless track is made up of rail, fastener, double-block type sleeper, road bed board, supporting bed/bed plate etc.CRTS I type double-block type ballastless track has higher globality, and can continue to use the design and fabrication technology of sleeper, and cost is relatively low.CRTS I type double-block type ballastless track cast-in-place road bed board and prefabricated sleeper and road bed board New-old concrete joint surface are easy to generate crackle; The road bed board is cast-in-situ concrete, and efficiency of construction is relatively poor relatively, and road bed board quality control on construction is difficulty relatively; Bed board surface drainage slope, road constructional difficulties; Simultaneously, when destructive hurt appearred in track structure, maintenanceability was relatively poor relatively.
(2) CRTS I template formula non-fragment orbit by rail, fastener, track plate, cement emulsified asphalt mortar packed layer, base, convex retaining platform and on every side potting resin etc. form.CRTS I template formula non-fragment orbit has good construction performance and recoverability.CRTS I type plate type unballasted track cement emulsified bitumen mortar stability and durability are subjected to raw material, construction technology and weather influence bigger; The stressed maximum of beam-ends convex retaining platform, but beam-ends convex retaining platform is semicircle, non-deformability and relatively poor relatively for Longspan Bridge compliance.The cement emulsified asphalt mortar material causes the non-fragment orbit building costs higher relatively.
(3) CRTS II template formula non-fragment orbit is made up of rail, fastener, track plate, mortar, supporting bed/base etc.CRTS II template formula non-fragment orbit structural integrity and vertical continuity are better, and the track ride comfort is good.CRTS II template formula non-fragment orbit is crossed over the beam seam, bridge, the stressed complexity of rail system, and constructing operation is loaded down with trivial details; The track plate is the vertical structure that links, and maintenanceability is relatively poor relatively; Beam-ends is provided with anchor structure, and for the certain adverse effect of globality generation of adjacent road structure, and it is relatively poor to adjust compliance for the engineering in later stage; The fine finishining of track plate involves great expense; Building costs is the highest.
(4) CRTS III template formula non-fragment orbit is made up of rail, fastener, track plate, self-compacting concrete and bed plate.CRTS III template formula non-fragment orbit adopts self-compacting concrete to replace cement emulsified asphalt mortar, and structure durability is better, and cost is relatively low.CRTS III template formula non-fragment orbit is pre-buried door type muscle under the track plate, makes track plate and self-compacting concrete adjust layer and is connected as a whole.Track plate and self-compacting concrete adjust layer be connected as a whole after, both are stressed jointly, this integral body is born total moment M jointly, then should the suffered maximum tension stress of integral body be
Wherein B is this integral width, and h is the reduced height that track plate (thickness h 1) and self-compacting concrete are adjusted layer (thickness h 2) two overlapping layers.Stress distribution is seen Fig. 1, as shown in Figure 1, under all load actions, this integral body that track plate and self-compacting concrete are formed is in self-compacting concrete bottom surface tension, track plate top surface pressurized, be that maximum tension stress is born by self-compacting concrete adjustment layer, and the ratio of rigidity track plate of self-compacting concrete adjustment layer own is little, allows that the more prefabricated pre-stress rail plate of maximum tension stress is little.
The utility model content
The purpose of this utility model is in order to solve the deficiency that exists in the above-mentioned background technology, a kind of pre-track plate-type ballastless track structure that adapts to track traffics such as railway, light rail, subway is proposed, make this structural mechanics pipeline clear, stressed reasonable, and have better structural stability and a durability, construction is simple, and is easy to maintenance, satisfies the requirement of track traffic high ride such as railway, light rail, subway and high stability simultaneously.
For achieving the above object, the utility model adopts following technical scheme: a kind of prefabricated plate-type ballastless track structure, it comprises rail 1, fastener, pre-track plate 2, adjusts layer 3, base 4, it is characterized in that, at the bottom of the described track plate plate positive stop lug boss 5 or limited impression 6 are set, described positive stop lug boss 5 or limited impression 6 are single or multiple.
Preferably, described plate-type ballastless track structure road along the line vertically is the unit fraction block structure, contiguous prefabricated track plate is provided with the transverse slot between the unit, the pre-track plate is positioned at the base top, adopt the structure of positive stop lug boss 5 and limited impression 6 to carry out the transmission of the vertical lateral force of track between every block of pre-track plate 2 and the base 4, and restriction track plate 2 relative bases 4 in length and breadth to displacement, positive stop lug boss 5 and limited impression 6 lay respectively on pre-track plate bottom and the base upper surface, or base upper surface and pre-track plate bottom, described adjustment layer 3 is between base 4 and pre-track plate 2, and corresponding surface is the plane between pre-track plate 2 and the adjustment layer 3.
Preferably, in the side of positive stop lug boss 5 elastomeric material is installed.
Preferably, described adjustment layer 3 adopts self-compacting concrete.
Preferably, be provided with separation layer or vibration damping bed course 10 between described adjustment layer 3 and pre-track plate 2 corresponding surfaces.
Preferably, described base 4 longitudinally is the unit fraction block structure, and adjacent pans is provided with the transverse slot between the unit, and each base unit length can be the length of one or more track plate correspondence.
In such scheme, described adjacent presetting can not have any connection or fills packing material between the track plate 2.
On the one hand, because corresponding surface is the plane between adjustment layer of the present utility model and the track plate, cause adjusting between layer and the track plate two-layer for what be separated from each other, being connected to an overall structure with pre-buried door type muscle under the existing track plate with self-compacting concrete adjustment layer compares, the utility model can make the suffered tensile stress of self-compacting concrete adjustment layer reduce, the track plate bears bigger tensile stress, and is more reasonable from structure design and the consideration of stressed aspect.The reasons are as follows:
Track plate described in the utility model is adjusted layer 3 owing to be not connected with self-compacting concrete, and it is stressed according to rigidity separately that track plate and self-compacting concrete are adjusted layer 3, and its force diagram is seen Fig. 2.Track plate 2 of the present utility model is generally prefabricated C60 prestressed concrete slabs, and it is cast-in-place C40 steel concrete that self-compacting concrete is adjusted layer 3.The modulus of elasticity of supposing track plate 2 is E1, and thickness is h1, and the modulus of elasticity of adjusting layer 3 is E2, and thickness is h2.Suppose that total moment of flexure value that the non-fragment orbit system is born under all load actions is M, then the track plate is respectively with the moment of flexure value that the adjustment layer bears separately:
With
The maximum tension stress value that the track plate bears is:
Wherein B1 is the width of track plate; Adjusting a layer maximum tension stress value of bearing is:
Wherein B2 is for adjusting layer width.
Adjust layer and track plate generally speaking with wide, be B1=B2, because the modulus of elasticity of track plate and thickness are all greater than the modulus of elasticity and the thickness of self-compacting concrete, be the rigidity of the rigidity of track plate greater than self-compacting concrete, as seen the maximum tension stress that bears greater than self-compacting concrete of the maximum tension stress that can bear of track plate, i.e. σ
1＞σ
2
The utility model connects into an integral body with the track plate with adjustment layer 3 with traditional structure and compares, what embody is the design concept that rigidity is successively successively decreased, track plate and self-compacting concrete are worked according to his ability, and bear the load that can bear separately, and promptly both bring into play its maximum effect according to ability separately.The utility model can make the suffered tensile stress of self-compacting concrete layer reduce, and the track plate bears bigger tensile stress.
On the other hand, because pre-track plate of the present utility model 2 adopts the unit fraction block structure, when temperature load was identical, the suffered thermal stresses of the utility model track plate was much smaller than the suffered TEMPERATURE FORCE of continous way plate-type ballastless track track plate.The reasons are as follows:
When the utility model track plate was subjected to the bulk temperature loads change, only fastener and base upper groove or boss were to the effect of contraction of track plate.The axial temperature power that the track plate is subjected to adopts following formula to calculate, the axial temperature power of previous section for causing in the following formula by fastener, and the axial temperature power of aft section for causing by positive stop lug boss 5:
In the formula: F
Zw---axial temperature power;
σ
Zw---axial temperature stress;
F
k---the longitudinal resistance of every group of fastener;
N
k---the fastener set number on the unit rail guidance tape;
k
t---the coefficient of elasticity of track plate positive stop lug boss place elastomeric material;
E
c---the modulus of elasticity of track board concrete;
A
c---track plate cross sectional area;
α
c---the coefficient of thermal expansion of track board concrete
Δ T---track slab integral transformation temperature;
L---the distance of stressed elastomeric material to the plate on the positive stop lug boss.
In traditional continuous structure non-fragment orbit, the track plate is subjected to the longitudinal temperature power under the bulk temperature load action to be continuously:
F
w＝E′
c·a
t·ΔT
c·A
c
In the formula: E '
c---the reduced elastic modulus of railway roadbed board concrete;
a
t---concrete linear expansion coeffcient;
Δ T
c---the year overall variation temperature of road bed board;
A
c---the cross sectional area of road bed board.
The strength grade of concrete of supposing the track plate is C60 (springform is measured 361000Mpa), and rail plate long degree, width, thickness are respectively 103100mm, 21000mm, 190mm, and every group of fastener resistance value is 110kN on the track plate, and bulk temperature is got 100 ℃.
The track plate axial temperature power result of calculation such as the table 1 of difference prefabricated plate-type ballastless track structure of computing unit sectional type and continous way plate-type ballastless track.
Table 1 track plate axial temperature stress (unit: MPa)
| The non-fragment orbit type | The unit sectional type | Continous way |
| The axle tensile stress | 0.2103 | 2.19 |
| Axial compression stress | 0.3610 | 3.610 |
This shows that when temperature load was identical, the suffered thermal stresses of the prefabricated plate-type ballastless track structure of the utility model unit sectional type track plate was much smaller than the suffered TEMPERATURE FORCE of continous way plate-type ballastless track track plate.
In sum, the utility model structural mechanics pipeline is clear, stressed reasonable, and have structural stability and a durability preferably, can give full play to the big rigidity function of high strength of track plate, alleviate the suffered longitudinal temperature power of track plate, satisfy the requirement of passenger dedicated railway line high ride and high stability.
The utlity model has following advantage:
1, the track plate is provided with boss and recessinterengaging means as stopping means, can keep the correct geometry morpheme of track, guarantees effective transmission of train load, temperature load etc., has improved the stability of track structure;
2, the track plate adopts prefabrication, and construction is simple, and is easy to maintenance, obtains high accuracy and high-quality easily, improved the ride comfort and the durability of track structure;
3, track plate, self-compacting concrete and base are hierarchy, do not have bonding between each layer, make structure stress more reasonable, can improve each layer durability of structures;
4, adjust layer and adopt self-compacting concrete, and dispose reinforced mesh, can reduce concrete cracking, improved the durability of self-compacting concrete adjustment layer;
5, establish separation layer between track plate and the adjustment layer, easy to maintenance, can require be designed to the damping bed course according to vibration damping simultaneously, make things convenient for track damping needs;
6, base adopts the reinforced concrete structure of unit sectional type design, can reduce the irregular cracking of concrete bed, has improved the durability of base.
Below in conjunction with the accompanying drawing illustrated embodiment the utility model feature is done to describe in further detail, so that technician of the same trade understands.
Description of drawings
Fig. 1 is that traditional non-fragment orbit middle orbit plate is connected as a whole back stress envelope with the adjustment layer.
Fig. 2 is track plate described in the utility model and adjusts stress envelope under the separated attitude of layer.
Fig. 3 is the utility model front view.
Fig. 4 is the A-A sectional view of Fig. 3 among the embodiment 1.
Fig. 5 is the A-A sectional view of Fig. 3 among the embodiment 2.
Fig. 6 is the B-B sectional view of Fig. 3 among the embodiment 1.
Fig. 7 is the B-B sectional view of Fig. 3 among the embodiment 2.
The specific embodiment
Embodiment 1: referring to Fig. 3, Fig. 4 and Fig. 6.Present embodiment is made up of rail 1, fastener, pre-track plate 2, adjustment layer 3, reinforced concrete footing 4.Wherein, pre-track plate 2 is positioned at above the base 4, and self-compacting concrete is filled between base and track plate as adjusting layer 3, wherein disposes reinforced mesh.Described pre-track plate 2 longitudinally is the unit fraction block structure, and contiguous prefabricated track plate is provided with transverse slot 7 between the unit.Described base 4 also is the unit fraction block structure longitudinally, is provided with transverse slot 8 between the adjacent pans unit, and each base unit is provided with at least one pre-track plate unit, and the base unit of present embodiment is provided with two pre-track plate unit.Can align with the transverse slot 8 between the adjacent pans unit in transverse slot 7 between the described contiguous prefabricated track plate unit, also can not line up, and present embodiment is an aligned condition.
Be provided with boss 5 at pre-track plate 2 soffits, on base 4, groove 6 is set with pre-track plate convex platform 5 corresponding sections, boss 5 matches with groove 6, described positive stop lug boss, 5 or the border of limited impression 6 be positioned within track plate 2 peripheral profiles, make it can limit lateral displacement and the length travel of track plate 2 at base 4 upper surfaces.Elastomeric material 9 is installed in side at positive stop lug boss 5.Between adjustment layer 3 and pre-track plate 2 corresponding surfaces, be provided with damping bed course or separation layer 10.Damping bed course or separation layer 10 can adopt geotextile material (or vibration damping bed course).
Should carry out the examination on basis before base 4 constructions, and clean, prewet etc., the position dimension of determining by design drawing is laid the base steel mesh reinforcement then, carries out block placement, and base 4 Height control, the construction of base 4 upper groove sizes should guarantee precision.Base semi-finals degree reach design strength more than 70% after, just can carry out the installation of track plate.
Reinforced mesh in the self-compacting concrete adjustment layer 3 is placed before track slab pavement and colligation.
After should following 2 accurate adjustments of track plate closely, 3 construction of self-compacting concrete adjustment layer carry out, before perfusion, carry out the affirmation of track plate 2 geometric positions and prewetting of susceptor surface, the upright self-compacting concrete of frame is adjusted the template of layer 3, pour into from a side template, the self-compacting concrete perfusion should guarantee concrete plumpness.
Present embodiment carries out laying, welding, destressing and the locking work of rail 1 after above construction sequence is finished, carry out the accurate adjustment of track geometry status then.
Embodiment 2: referring to Fig. 3, Fig. 5 and Fig. 6.Present embodiment is substantially the same manner as Example 1, and difference is, is provided with groove 6 at pre-track plate 2 soffits, with pre-track plate upper groove 6 corresponding sections boss 5 is set on base 4, and boss 5 matches with groove 6.
Claims (7)
1. prefabricated plate-type ballastless track structure, it comprises rail (1), fastener, pre-track plate (2), adjusts layer (3), base (4), it is characterized in that, positive stop lug boss (5) or limited impression (6) are set at the bottom of the described track plate plate, and described positive stop lug boss (5) or limited impression (6) are single or multiple.
2. a kind of prefabricated plate-type ballastless track structure according to claim 1, described plate-type ballastless track structure road along the line vertically is the unit fraction block structure, contiguous prefabricated track plate is provided with the transverse slot between the unit, the pre-track plate is positioned at the base top, adopt the structure of positive stop lug boss (5) and limited impression (6) to carry out the transmission of the vertical lateral force of track between every block of pre-track plate (2) and the base (4), and restriction track plate (2) relatively base (4) in length and breadth to displacement, positive stop lug boss (5) and limited impression (6) lay respectively on pre-track plate bottom and the base upper surface, or base upper surface and pre-track plate bottom, described adjustment layer (3) is positioned between base (4) and the pre-track plate (2), and corresponding surface is the plane between pre-track plate (2) and the adjustment layer (3).
3. a kind of prefabricated plate-type ballastless track structure according to claim 1 is characterized in that, in the side of positive stop lug boss (5) elastomeric material is installed.
4. a kind of prefabricated plate-type ballastless track structure according to claim 1 is characterized in that, described adjustment layer (3) adopts self-compacting concrete.
5. a kind of prefabricated plate-type ballastless track structure according to claim 1 is characterized in that, is provided with separation layer or vibration damping bed course (10) between described adjustment layer (3) and pre-track plate (2) corresponding surface.
6. a kind of prefabricated plate-type ballastless track structure according to claim 1, it is characterized in that, described base (4) longitudinally is the unit fraction block structure, and adjacent pans is provided with the transverse slot between the unit, and each base unit length can be the length of one or more track plate correspondence.
7. according at least one described a kind of prefabricated plate-type ballastless track structure of claim in the claim 1 to 6, it is characterized in that, describedly adjacently preset between the track plate (2) no any connection or fill packing material.
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| CN2011200931927U CN202055116U (en) | 2011-03-31 | 2011-03-31 | Prefabricated slab type ballastless track structure |
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|---|---|---|---|
| CN2011200931927U CN202055116U (en) | 2011-03-31 | 2011-03-31 | Prefabricated slab type ballastless track structure |
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| CN102182120A (en) * | 2011-03-31 | 2011-09-14 | 中铁第四勘察设计院集团有限公司 | Precast slab type ballastless track structure |
| CN102425081A (en) * | 2011-12-10 | 2012-04-25 | 中铁第一勘察设计院集团有限公司 | Span beam seam slip damping ballastless slab |
| CN104947547A (en) * | 2014-03-26 | 2015-09-30 | 苏州安邦轨道科技有限公司 | Composite vibration reduction slab track system single body and composite type vibration isolation floating ballast bed |
| CN106436494A (en) * | 2016-10-27 | 2017-02-22 | 杭州唐普徕实业有限公司 | Combined vibration damping ballast bed meeting requirements of high-performance vibration damping of urban mass transit |
| CN106451192A (en) * | 2016-08-29 | 2017-02-22 | 山东电力工程咨询院有限公司 | Prefabricated empty box-type GIS foundation with superimposed layer |
| CN106930159A (en) * | 2017-05-09 | 2017-07-07 | 隔而固(青岛)振动控制有限公司 | Vibration damping rank type variable railway roadbed and its application process |
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| WO2017121044A1 (en) * | 2016-01-11 | 2017-07-20 | 北京城建设计发展集团股份有限公司 | Precast slab railway track structural system for vibration mitigation and associated construction method |
| CN112281548A (en) * | 2020-10-19 | 2021-01-29 | 西南交通建设集团股份有限公司 | Construction method of large-gradient ballast bed |
| CN112921712A (en) * | 2021-01-25 | 2021-06-08 | 中南大学 | High-speed rail track plate structure and repairing method thereof |
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| CN102182120A (en) * | 2011-03-31 | 2011-09-14 | 中铁第四勘察设计院集团有限公司 | Precast slab type ballastless track structure |
| CN102425081A (en) * | 2011-12-10 | 2012-04-25 | 中铁第一勘察设计院集团有限公司 | Span beam seam slip damping ballastless slab |
| CN104947547A (en) * | 2014-03-26 | 2015-09-30 | 苏州安邦轨道科技有限公司 | Composite vibration reduction slab track system single body and composite type vibration isolation floating ballast bed |
| WO2017121044A1 (en) * | 2016-01-11 | 2017-07-20 | 北京城建设计发展集团股份有限公司 | Precast slab railway track structural system for vibration mitigation and associated construction method |
| JP2019501320A (en) * | 2016-01-11 | 2019-01-17 | 北京城建設計▲発▼展集団股▲ふん▼有限公司Ｂｅｉｊｉｎｇ Ｕｒｂａｎ Ｃｏｎｓｔｒｕｃｔｉｏｎ Ｄｅｓｉｇｎ ＆ Ｄｅｖｅｌｏｐｍｅｎｔ Ｇｒｏｕｐ Ｃｏ．， Ｌｉｍｉｔｅｄ | Prefabricated slab type anti-vibration track structure system and related construction method |
| CN106451192A (en) * | 2016-08-29 | 2017-02-22 | 山东电力工程咨询院有限公司 | Prefabricated empty box-type GIS foundation with superimposed layer |
| CN106436494B (en) * | 2016-10-27 | 2018-03-20 | 杭州唐普徕实业有限公司 | Suitable for the combination vibration-damping ballast of urban track traffic high-performance vibration reduction demand |
| CN106436494A (en) * | 2016-10-27 | 2017-02-22 | 杭州唐普徕实业有限公司 | Combined vibration damping ballast bed meeting requirements of high-performance vibration damping of urban mass transit |
| CN106948227A (en) * | 2017-05-09 | 2017-07-14 | 隔而固(青岛)振动控制有限公司 | Board-like easy care cushion blocking railway roadbed |
| CN106948226A (en) * | 2017-05-09 | 2017-07-14 | 隔而固(青岛)振动控制有限公司 | Easy care cushion vibration-damping ballast |
| CN106930159A (en) * | 2017-05-09 | 2017-07-07 | 隔而固(青岛)振动控制有限公司 | Vibration damping rank type variable railway roadbed and its application process |
| CN106948226B (en) * | 2017-05-09 | 2019-04-12 | 隔而固(青岛)振动控制有限公司 | Elastic cushion vibration-damping ballast easy to maintain |
| CN106930159B (en) * | 2017-05-09 | 2019-06-11 | 隔而固(青岛)振动控制有限公司 | Vibration damping rank type variable railway roadbed and its application method |
| CN112281548A (en) * | 2020-10-19 | 2021-01-29 | 西南交通建设集团股份有限公司 | Construction method of large-gradient ballast bed |
| CN112921712A (en) * | 2021-01-25 | 2021-06-08 | 中南大学 | High-speed rail track plate structure and repairing method thereof |
| CN112921712B (en) * | 2021-01-25 | 2022-02-11 | 中南大学 | High-speed rail track plate structure and repairing method thereof |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
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| CX01 | Expiry of patent term |
Granted publication date: 20111130 |