CN1916277A - Track base without broken stones, and building method - Google Patents

Track base without broken stones, and building method Download PDF

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Publication number
CN1916277A
CN1916277A CN 200610021783 CN200610021783A CN1916277A CN 1916277 A CN1916277 A CN 1916277A CN 200610021783 CN200610021783 CN 200610021783 CN 200610021783 A CN200610021783 A CN 200610021783A CN 1916277 A CN1916277 A CN 1916277A
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China
Prior art keywords
steel concrete
plate
track base
broken stones
cushion cap
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Pending
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CN 200610021783
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Chinese (zh)
Inventor
魏永幸
蒋关鲁
朱颖
李海光
孙利琴
颜华
詹永祥
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No Prospection & Design Inst Of Railway
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No Prospection & Design Inst Of Railway
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Priority to CN 200610021783 priority Critical patent/CN1916277A/en
Publication of CN1916277A publication Critical patent/CN1916277A/en
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Abstract

The present invention discloses a cinderless railroad bed and its construction method. Said cinderless railroad bed has the characteristics of high strength, large rigidity, good stability and durability, and includes the following several portions: reinforced concrete supporting piles which are longitudinally spaced and arranged along the railroad bed; reinforced concrete bearing plates which are rigid fixedly connected in the upper end of said reinforced concrete supporting piles; and earth railroad bed which is filled between the reinforced concrete bearing plates and railroad bed foundation. Besides, said invention also provides the concrete steps of its construction method.

Description

Track base without broken stones and construction method thereof
Technical field
The present invention relates to high-speed railway subgrade and construction method thereof, particularly a kind of high-speed railway track base without broken stones and construction method thereof.
Background technology
Along with train running speed improves constantly, new requirement has been proposed for the form of road structure.The high-speed railway ballastless track was laid in the tunnel more, on elevated structure and the bridge, progressively expanded on the soil subgrade afterwards in the past.Because high-speed railway has all proposed new requirement to the high ride of circuit, stability, durability etc., the total settlement of the base base that satisfies the need, settlement after construction and relative settlement amount all have strict restriction.Traditional road structure, when adopting high embankment, total settlement and settlement amount after construction are big, relative settlement is difficult to control; And adopt low embankment structure, and power is remarkable to the influence of ground, and owing to the influence of power to ground, settlement after construction is difficult to control.Traditional design scheme just changes the roadbed scheme into bridge construction, with bridge for the road.Comparatively speaking, the lateral stability aspect of bridge construction is relatively poor, and especially on curved section, the lateral stability problem becomes the principal element that design is considered.The China Express Railway building size is big, circuit is long, the areal geology complicated condition, the bridge construction cost is very high, under the prerequisite that has quite modest financial resources, press for and seek that a kind of intensity height, rigidity are big, stability and good endurance, and building costs is suitable, construction technology simple, environment-friendly type roadbed new construction novel construction method.
Summary of the invention
One of technical problem to be solved by this invention provides a kind of track base without broken stones, and it has, and intensity height, rigidity are big, the characteristics of stability and good endurance.
The technical solution adopted for the present invention to solve the technical problems is: track base without broken stones of the present invention is characterized in that it comprises: the steel concrete supporting pile is provided with along roadbed longitudinal separation; The steel concrete loaded plate rigidly fixes in the upper end of steel concrete supporting pile; Soil subgrade fills between steel concrete loaded plate and roadbed basis.
A kind of preferred version as track base without broken stones of the present invention, for avoiding the steel concrete loaded plate under the thermal stresses effect, to produce buckling deformation and cracking, with ride comfort and the durability of guaranteeing circuit, described steel concrete loaded plate by plurality of sections carrying divide plate along soil subgrade vertically butt joint form, each carrying divides plate two ends freely-supported or solid Zhi Yu to be arranged on the cushion cap of respective support stake upper end; Leave the shrinkage joint between the longitudinal terminal surface of adjacent two carrying branch plates.
As the further optimization to above preferred version, the transverse ends of described cushion cap has the limiting block platform that raises up that is used to limit steel concrete loaded plate lateral displacement; Each carrying divides plate vertically hinged with the cushion cap that is positioned at its below, end, and the upper end of each the steel concrete supporting pile between its both ends rigidly fixes.
Track base without broken stones of the present invention combines the characteristics separately of double-block type sleeper flush type ballastless track and plate-type slag-free orbit and pile foundation structure, the principle of combined action that makes full use of stake-plate-native three satisfies the intensity and the sedimentation and deformation requirement of ballastless track, overcome high embankment structure settling amount and relative settlement amount and hanged down the big shortcoming of embankment structure dynamic effect degree greatly, it is strong to have globality, good stability, sturdy and durable, track deformation is little, and advantages such as accumulated deformation is little, help high speed traveling, can significantly reduce the maintenance workload, reduce maintenance operation intensity and improve the maintenance operating condition.
Another technical problem to be solved by this invention provides a kind of construction method of above-mentioned track base without broken stones.
Track base without broken stones construction method of the present invention comprises the steps:
1. fill soil subgrade;
2. lay steel concrete supporting pile prefabricated or perfusion along soil subgrade between vertically;
3. casting reinforced concrete loaded plate on soil subgrade, the upper end of steel concrete loaded plate and steel concrete supporting pile rigidly fixes.
As the preferred version of track base without broken stones construction method of the present invention, described step 2. in, at or perfusion cushion cap prefabricated along the upper end of the supporting pile of the vertical every interval 15~30m of soil subgrade; Described step 3. in, divide plate along each carrying of the vertical every interval of soil subgrade 15~30m step pouring, each carrying divides plate vertically hinged with the cushion cap that is positioned at its below, end, and the upper end of each the steel concrete supporting pile between its both ends rigidly fixes; Filled bitumen plank in the shrinkage joint between adjacent two carrying branch plate longitudinal terminal surfaces.
Track base without broken stones construction method of the present invention, construction technology is simple, can save expensive bearing expense, and the relative bridge of its cost is low, has the wide prospect that promotes the use.
Description of drawings
This manual comprises following seven width of cloth accompanying drawings:
Fig. 1 is the schematic cross-sectional view of track base without broken stones of the present invention;
Fig. 2 is the longitudinal section schematic diagram of track base without broken stones of the present invention;
Fig. 3 is the local enlarged diagram in the cross section of track base without broken stones of the present invention;
Fig. 4 is the longitudinal section schematic diagram of cushion cap in the track base without broken stones of the present invention;
Fig. 5 is the schematic cross-sectional view of cushion cap in the track base without broken stones of the present invention;
Fig. 6 is the longitudinal section schematic diagram of track base without broken stones of the present invention and bridge transition section.
Fig. 7 is the longitudinal section schematic diagram of track base without broken stones of the present invention and conventional roadbed changeover portion;
Parts, position and corresponding mark among the figure: rail 1, elastic basic unit 2, track plate 3, steel concrete loaded plate 10, steel concrete loaded plate 10a, steel concrete loaded plate 10b, steel concrete loaded plate 10c, shrinkage joint 11, steel concrete attachment strap 12, supporting pile 20, cushion cap 21, limiting block platform 22a, limiting block platform 22b, abutment 23, roadbed 30, changeover portion roadbed 31.
The specific embodiment
The present invention is further described below in conjunction with drawings and Examples.
With reference to Fig. 1, track base without broken stones of the present invention is characterized in that it comprises: steel concrete supporting pile 20 is provided with along roadbed longitudinal separation; Steel concrete loaded plate 10 rigidly fixes in the upper end of steel concrete supporting pile 20; Soil subgrade 30 fills between steel concrete loaded plate 10 and roadbed basis.Track base without broken stones of the present invention, combine the characteristics separately of sleeper flush type ballastless track and flexible packed layer plate-type slag-free orbit and pile foundation structure, the principle of combined action that makes full use of stake-plate-native three satisfies the intensity and the sedimentation and deformation requirement of ballastless track, overcome high embankment structure settling amount and relative settlement amount and hanged down the big shortcoming of embankment structure dynamic effect degree greatly, it is strong to have globality, good stability, sturdy and durable, track deformation is little, and advantages such as accumulated deformation is little, help high speed traveling, can significantly reduce the maintenance workload, reduce maintenance operation intensity and improve the maintenance operating condition.
Safety, comfortableness requirement when satisfying the train high-speed cruising, realize that to greatest extent circuit keeps in repair even maintenance-free less, the design of the superstructure of stake-plated construction roadbed should be in structural strength, in length and breadth to the durability, vibration damping of stability, each ingredient and realize the key of aspect such as circuit high ride as designing technique.Train load selection standard load.On basis by a large amount of indoor vast scale dynamic model tests, centrifugal model test and field dynamic test research, measured result in conjunction with on-the-spot driving, determine every coefficient of stake-plated construction roadbed, wherein, dead load partial safety factor 1.2, the dynamic load partial safety factor is 1.4, and impacting the power additional coefficient is 0.5, coefficient for importance of structure 1.1.For the dynamical simulation of stake-plated construction calculates and design provides reference.From overseas high speed Railway Design and operation practice and China's measured result, track plate/road the bed board determined according to this design load factor and the design supporting capacity of steel concrete loaded plate can satisfy the structural strength requirement of high-speed railway ballastless track, and have certain safety stock.
With reference to Fig. 1 and Fig. 3, described steel concrete loaded plate 10 is fixedlyed connected with the track plate 3 that is used to install rail 1, be filled with elastic cord breaker 2 between steel concrete loaded plate 10 and the track plate 3, elastic cord breaker 2 can adopt non-woven geotextile, asphalt mortar, bituminous mortar or other materials to fill.Fill in the elastic cord breaker 2 at 3 ends of track plate according to design load and the size that acts on longitudinal force on the convex blocking platform, should satisfy intensity and elasticity during design and require and consider that enough safety stocks determine.
The length of described steel concrete loaded plate 10 is difficult for long, otherwise thermal stresses is very big to concrete influence, will cause steel concrete loaded plate 10 to produce buckling deformation and cracking under thermal stresses, influences the ride comfort and the durability of circuit.With reference to Fig. 2 and Fig. 4, described steel concrete loaded plate 10 divides plate to form along soil subgrade 30 vertical butt joints by the plurality of sections carrying, respectively carrying divides plate two ends freely-supported or solid Zhi Yu to be arranged on the cushion cap 21 of respective support stake 20 upper ends, leaves shrinkage joint 11 between the longitudinal terminal surface of adjacent two carrying branch plate 10a, 10b.With reference to Fig. 2, each carrying divides plate vertically hinged with the cushion cap 21 that is positioned at its below, end, and the upper end of each the steel concrete supporting pile 20 between its both ends rigidly fixes.The suitable length that each carrying divides plate to select for use is between 15~30m, and adjacent two carryings divide and between the plates cushion cap 21 are set usually and connect, and is shrinkage joint 11 about 2cm in that width is set between the adjacent loaded plate, and with pitch plank or other materials filling.Changeover portion in stake-plated construction roadbed and other structures, changeover portion as stake-plate and bridge or stake-plate and road, usually also cushion cap 21 need be set, so that steel concrete loaded plate 10 is connected smoothly with the steel concrete attachment strap 12 of changeover portion, can effectively control the differential settlement of changeover portion, reduce the disease that changeover portion brings because of differential settlement.
When the double swerve during the train high-speed cruising, braking, startup to track apply laterally, longitudinal force, these active forces have makes track that trend to displacement take place in length and breadth; The flexible trend that makes track generation length travel that also has takes place in concrete under temperature action.Compare with bridge construction, because the contained effect of subgrade soil, the overall structure of stake-plated construction roadbed significantly improves the vertical, horizontal stability of circuit.Pile foundation and loaded plate rigidly fix, and have effectively limited the vertical and lateral displacement of superstructure, on curve section, can be provided for limiting the limiting block platform 22a, the 22b that raise up of steel concrete loaded plate 10 lateral displacements in the transverse ends of cushion cap 21.For slab track, concrete convex blocking platform to 3 position-limiting actions of track plate directly bears longitudinal force and the lateral force that is delivered to sub rail foundation by rail, comprising: the longitudinal force that the interphase interaction of beam rail produces, the track plate contractility that variations in temperature causes, horizontal drag, starting and the brake force of track, the horizontal force between wheel track etc.From the structural strength security consideration, limiting block platform 22a, 22b structure are pressed the design of cantilever flexural member, and the fixed end of semi girder is fixed in the concrete foundation.
Long section laying stake-plated construction roadbed must relate to the transition between the different engineering types, and changeover portion is that bullet train is smooth-going, the weak link of comfortable operation all the time.Mainly comprise: stake-plated construction-bridge transition, stake-plated construction-culvert transition, stake-plated construction-tunnel transition, cutting-embankment transition, nothing are cut and the transition that is cut between the structure are arranged.Setting principle is that the settlement after construction with stake-plated construction roadbed and other structural transition section roadbeds is controlled at small range, and is consistent as far as possible, reduces the rail level bending angle at transition and linkage place to greatest extent.Therefore at changeover portion roadbed section, should take corresponding consolidation process measure, as adopting graded broken stone, reinforced earth road structure, establishing concrete attachment strap etc. according to circuit and geological condition.Consider the changeover portion setting from settlement Control and two angles of dynamic response, if sedimentation can be controlled at the target of predetermined scope or realization " zero " sedimentation, changeover portion should consider mainly that dynamic response is the longitudinal rigidity transition; Except that the transition of roadbed body, bedding transition are set, still should consider the transition of track structure, mainly by the steel concrete attachment strap being set, adjusting rubber pad placed under-neath rail rigidity, establishing realization such as auxiliary rail.If ground needs deep level of processing or sedimentation still can not accurately estimate, should consider to be provided with ground and handle changeover portion, length is set, mode should be put engineering geological conditions, measures of foundation treatment, relative settlement standard etc. in conjunction with engineering type, worker and take all factors into consideration.
Fig. 6 is the longitudinal section schematic diagram of track base without broken stones structure of the present invention and bridge transition section, with reference to this figure, pass through 12 transition of steel concrete attachment strap between described track base without broken stones and the bridge, the two ends of steel concrete attachment strap 12 are freely-supported or solid propping up on cushion cap 21, bridge abutment 23 respectively, and the changeover portion roadbed 31 under the steel concrete attachment strap 12 plate faces forms by filling graded broken stone.
Fig. 7 is the longitudinal section schematic diagram of track base without broken stones structure of the present invention and conventional roadbed changeover portion, with reference to this figure, pass through 12 transition of steel concrete attachment strap between described track base without broken stones and the conventional roadbed, one end freely-supported of steel concrete attachment strap 12 or solid propping up on cushion cap 21, the changeover portion roadbed 31 under the steel concrete attachment strap 12 plate faces forms by filling graded broken stone.
The construction method of track base without broken stones of the present invention comprises the steps:
1. fill soil subgrade 30;
2. lay steel concrete supporting pile 20 prefabricated or perfusion along soil subgrade 30 between vertically;
3. casting reinforced concrete loaded plate 10 on soil subgrade 30, steel concrete loaded plate 10 rigidly fixes with the upper end of steel concrete supporting pile 20.
According to geological conditions and construction requirement, described step 2. in, steel concrete supporting pile 20 can be selected preformed pile or castinplace pile for use.Castinplace pile can adopt manually digging hole and machine drilling.Hole digging pile is applicable to the engineering that bearing stratum is more shallow, bearing capacity of single pile is had relatively high expectations, the artificial soil (rock) that excavates downwards becomes circular hole, and whenever dig 1m left and right sides formwork cast one circle concrete guard wall, dig so constantly, until the degree of depth of designing requirement, in the hole, lay reinforcing cage then, the perfusion pile concrete.Working procedure is excavation stake hole, retaining wall, draining, lifting cage of reinforcement and perfusion pile concrete.The construction technology of drilled pile is for imbedding casing, the clear hole of pore-forming descending reinforcing cage, perfusion pile concrete.The stake section form is selected circle or rectangle for use, rationally determines concrete material according to engineering geology and hydrogeological conditions (comprising landform, geology, bearing stratum buried depth and inclination situation, phreatic corrosion situation), generally selects C25~C30 for use.
Described step 2. in, at or perfusion cushion cap 21 prefabricated along the upper end of the supporting pile 20 of soil subgrade 30 vertical every interval 15~30m.
Steel concrete loaded plate 10 adopts cast-in-site, concrete is cast directly on soil subgrade 30 surfaces, consider the corrosivity of pavement strength requirement and water, concrete material is generally selected C40 for use, and the main muscle of loaded plate reinforcing cage and pile foundation adopts colligation or welding manner to connect together.Described step 3. in, divide plate along each carrying of soil subgrade 30 vertical every interval 15~30m step pourings, each carrying divides plate vertically hinged with the cushion cap 21 that is positioned at its below, end, and the upper end of each the steel concrete supporting pile 20 between its both ends rigidly fixes.Filled bitumen plank in the shrinkage joint 11 between adjacent two carrying branch plate 10a, 10b longitudinal terminal surface.。
Track base without broken stones construction method of the present invention, construction technology is simple, can save expensive bearing expense, and the relative bridge of its cost is low, has the wide prospect that promotes the use.

Claims (10)

1. track base without broken stones is characterized in that it comprises:
A. steel concrete supporting pile (20) is provided with along roadbed longitudinal separation;
B. steel concrete loaded plate (10) rigidly fixes in the upper end of steel concrete supporting pile (20);
C. soil subgrade (30) fills between steel concrete loaded plate (10) and roadbed basis.
2. track base without broken stones as claimed in claim 1, it is characterized in that: described steel concrete loaded plate (10) divides plate to form along the vertical butt joint of soil subgrade (30) by the plurality of sections carrying, each carries and divides plate two ends freely-supported or solid Zhi Yu to be arranged on the cushion cap (21) of respective support stake (20) upper end, leaves shrinkage joint (11) between the longitudinal terminal surface of adjacent two carrying branch plates (10a, 10b).
3. track base without broken stones as claimed in claim 2 is characterized in that: the transverse ends of described cushion cap (21) has the limiting block platform that raises up (22a, 22b) that is used to limit steel concrete loaded plate (10) lateral displacement; Each carrying divides plate vertically hinged with the cushion cap (21) that is positioned at its below, end, and the upper end of each the steel concrete supporting pile (20) between its both ends rigidly fixes.
4. track base without broken stones as claimed in claim 3, it is characterized in that: pass through steel concrete attachment strap (12) transition between described track base without broken stones and the bridge, the two ends of steel concrete attachment strap (12) are freely-supported or solid propping up on cushion cap (21), bridge abutment (23) respectively, and the changeover portion roadbed (31) under steel concrete attachment strap (12) the plate face forms by filling graded broken stone.
5. track base without broken stones as claimed in claim 3, it is characterized in that: pass through steel concrete attachment strap (12) transition between described track base without broken stones and the conventional roadbed, one end freely-supported of steel concrete attachment strap (12) or solid propping up on cushion cap (21), the changeover portion roadbed (31) under steel concrete attachment strap (12) the plate face forms by filling graded broken stone.
6. track base without broken stones as claimed in claim 1 or 2, it is characterized in that: described steel concrete loaded plate (10) is fixedlyed connected with the track plate (3) that is used to install rail (1), is filled with elastic cord breaker (2) between steel concrete loaded plate (10) and the track plate (3).
7. track base without broken stones as claimed in claim 1 is characterized in that: the dynamic load partial safety factor of this track base without broken stones is 1.4, and impacting the coefficient of impact is 0.5, coefficient for importance of structure 1.1.
8. the construction method of track base without broken stones as claimed in claim 1 comprises the steps:
1. fill soil subgrade (30);
2. lay steel concrete supporting pile (20) prefabricated or perfusion along soil subgrade (30) between vertically;
3. go up casting reinforced concrete loaded plate (10) at soil subgrade (30), steel concrete loaded plate (10) rigidly fixes with the upper end of steel concrete supporting pile (20).
9. construction method as claimed in claim 8 is characterized in that: described step 2. in, at or perfusion cushion cap (21) prefabricated along the upper end of the supporting pile (20) of the vertical every interval 15~30m of soil subgrade (30).
10. construction method as claimed in claim 9, it is characterized in that: described step 3. in, divide plate along each carrying of the vertical every interval of soil subgrade (30) 15~30m step pouring, each carrying divides plate vertically hinged with the cushion cap (21) that is positioned at its below, end, and the upper end of each the steel concrete supporting pile (20) between its both ends rigidly fixes; Filled bitumen plank in the shrinkage joint (11) between adjacent two carrying branch plate (10a, 10b) longitudinal terminal surfaces.
CN 200610021783 2006-09-07 2006-09-07 Track base without broken stones, and building method Pending CN1916277A (en)

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CN101144256B (en) * 2007-09-30 2010-04-14 中铁二院工程集团有限责任公司 Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof
CN101153475B (en) * 2007-09-30 2010-05-19 中铁二院工程集团有限责任公司 Redbeds mudstone filled high-speed railway subgrade and construction method thereof
CN101440622B (en) * 2008-12-17 2010-10-13 何志红 CFG pile, pipe pile embankment reinforcement system and construction method thereof
CN101387102B (en) * 2007-09-12 2011-03-02 德国睿铁有限责任公司 Concrete unit for fixing the run road of rail vehicle
CN102787534A (en) * 2012-09-02 2012-11-21 中铁二院工程集团有限责任公司 Light frame-subgrade pile-board structure in karst areas
CN103266544A (en) * 2013-06-09 2013-08-28 中铁六局集团天津铁路建设有限公司 Combined construction method of monolithic track bed and track of locomotive washing warehouse
CN103573272A (en) * 2013-11-12 2014-02-12 中铁二院工程集团有限责任公司 Tunnel bottom soft stratum dynamic and static load separation tunnel structure
RU2544041C2 (en) * 2013-12-03 2015-03-10 Александр Тихонович Зиньковский Track and method of its operation
CN105544311A (en) * 2016-01-17 2016-05-04 中铁二院工程集团有限责任公司 Water-rich foundation frost-heaving-resistant ballastless track embankment structure
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WO2016138776A1 (en) * 2015-03-02 2016-09-09 中铁第四勘察设计院集团有限公司 Lowly disposed line structure used in medium-low speed magnetic levitation traffic engineering fill section
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CN101387102B (en) * 2007-09-12 2011-03-02 德国睿铁有限责任公司 Concrete unit for fixing the run road of rail vehicle
CN101144256B (en) * 2007-09-30 2010-04-14 中铁二院工程集团有限责任公司 Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof
CN101153475B (en) * 2007-09-30 2010-05-19 中铁二院工程集团有限责任公司 Redbeds mudstone filled high-speed railway subgrade and construction method thereof
CN101440622B (en) * 2008-12-17 2010-10-13 何志红 CFG pile, pipe pile embankment reinforcement system and construction method thereof
CN102787534A (en) * 2012-09-02 2012-11-21 中铁二院工程集团有限责任公司 Light frame-subgrade pile-board structure in karst areas
CN103266544A (en) * 2013-06-09 2013-08-28 中铁六局集团天津铁路建设有限公司 Combined construction method of monolithic track bed and track of locomotive washing warehouse
CN103266544B (en) * 2013-06-09 2014-12-17 中铁六局集团天津铁路建设有限公司 Combined construction method of monolithic track bed and track of locomotive washing warehouse
CN103573272A (en) * 2013-11-12 2014-02-12 中铁二院工程集团有限责任公司 Tunnel bottom soft stratum dynamic and static load separation tunnel structure
RU2544041C2 (en) * 2013-12-03 2015-03-10 Александр Тихонович Зиньковский Track and method of its operation
WO2016138776A1 (en) * 2015-03-02 2016-09-09 中铁第四勘察设计院集团有限公司 Lowly disposed line structure used in medium-low speed magnetic levitation traffic engineering fill section
CN105544311A (en) * 2016-01-17 2016-05-04 中铁二院工程集团有限责任公司 Water-rich foundation frost-heaving-resistant ballastless track embankment structure
WO2017125028A1 (en) * 2016-01-21 2017-07-27 中铁第四勘察设计院集团有限公司 Rail support beam low track and viaduct transition section structure for medium-low-speed magnetic suspension traffic project
CN105926380A (en) * 2016-04-29 2016-09-07 中铁第四勘察设计院集团有限公司 Limiting structure between terminal spine type rail bearing beam joints of single-line segment for medium-low-speed magnetic levitation traffic engineering low-arranged line
CN105821725A (en) * 2016-04-29 2016-08-03 中铁第四勘察设计院集团有限公司 Intra-segment limit structure for bearing-trail beams at double-line section of middle-low speed magnetic levitation traffic engineering low-laying line
CN105951535A (en) * 2016-04-29 2016-09-21 中铁第四勘察设计院集团有限公司 Inter-bearing rail beam limit structure of single-line section of middle-low speed magnetic levitation traffic engineering low-arranged line
CN105887586A (en) * 2016-04-29 2016-08-24 中铁第四勘察设计院集团有限公司 Low implantation line double-wire section terminal spine type bearing rail beam limiting structure in medium and low speed magnetic levitation transportation engineering
JP2018003457A (en) * 2016-07-04 2018-01-11 東日本旅客鉄道株式会社 Track skeleton support structure
CN106283954A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev traffic engineering single line excavation location pile foundation combined type support rail girder construction
CN106283969A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev traffic engineering two-wire excavation location detached pier pillar support rail girder construction
CN106283957A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure
CN106283952A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail girder construction
CN106400615A (en) * 2016-09-15 2017-02-15 中铁第四勘察设计院集团有限公司 Medium-low-speed magnetic levitation single line excavation section independent pier column type bearing rail beam transition section structure
CN106283956A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure
CN106283972B (en) * 2016-09-15 2017-10-31 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev traffic engineering single line embankment location pile foundation combined type support rail girder construction
CN106283972A (en) * 2016-09-15 2017-01-04 中铁第四勘察设计院集团有限公司 Medium-and low-speed maglev traffic engineering single line embankment location pile foundation combined type support rail girder construction
CN110195382A (en) * 2019-05-30 2019-09-03 中国铁道科学研究院集团有限公司铁道建筑研究所 Road structure and the method that track structure is lifted using the road structure
CN112709100A (en) * 2019-10-25 2021-04-27 苏振扬 Novel track device

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