CN206219897U - Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure - Google Patents
Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure Download PDFInfo
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- CN206219897U CN206219897U CN201621058133.5U CN201621058133U CN206219897U CN 206219897 U CN206219897 U CN 206219897U CN 201621058133 U CN201621058133 U CN 201621058133U CN 206219897 U CN206219897 U CN 206219897U
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- pile foundation
- base plate
- armored concrete
- bearing
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 15
- 239000004567 concrete Substances 0.000 claims abstract description 97
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 46
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Abstract
Description
Technical field
The utility model belongs to that middle low speed magnetic suspension traffic engineering is low to put Line technology field, low more particularly, in Fast magnetic floats two-wire excavation location support rail beam transition section structure pattern.
Background technology
Middle low speed magnetic suspension track traffic belongs to a kind of novel traffic mode, and achievement in research both domestic and external is less, the whole world The circuit for opening operation is even more a small number of.The middle low speed magnetic suspension railway business that only in March, 2005 Japan's construction at present is opened is transported The middle low speed magnetic suspension railway business operating line that line-the East Hillside Line and in June, 2014 South Korea open.And the middle low speed of China Magnetic suspension traffic only National University of Defense technology's test wire, Green City Mountain test wire, Tangshan experiment line at present, but do not put into effect Formal circuit, and based on elevated structure, it is rarely seen about elevated structure and the low research put in terms of line transition segment structure and Using.
In wheel rail high speed railway, there is substantial amounts of bridge changeover portion roadbed, high-speed railway changeover portion roadbed is used mostly Trapezium structure, employs cement stabilized graded macabam and fills, and employ the compacting higher than non-changeover portion roadbed in trapezoidal scope It is required that.During built high-speed railway operation, often there is non-fragment orbit protuberance, gap, grout in bridge transition segment limit Etc. disease.The reason for this disease, be mostly because changeover portion roadbed is still by the earth structure of rock and soil constitution, changeover portion After roadbed is laid a railway track, certain sedimentation still can occur, there is poor (the specification permission settlement after construction of certain settlement after construction with bridge abutment Difference is not more than 5mm), because high-speed railway uses seamless track steel rail, allowed in settlement after construction difference scope in specification, have no effect on Normal operation, but the diseases such as non-fragment orbit protuberance, gap, grout can be caused, it is necessary to timely repair and maintenance.
The F rails of medium-and low-speed maglev traffic lines are spliced using fishplate bar scene by a short rail successively, and between leaving rail Seam, meets the ride comfort of the F rails of magnetic-levitation train even running requirement, and works ensures under rail is leaned on substantially.It is low to put circuit location, Basis is, by the earth structure of rock and soil constitution, to be influenceed by factors such as landform, geological conditions under support rail beam, and quality is not relatively easily-controllable System, differential settlement is also easy to produce under load and the effect of various factor of natural environment, can be occurred unavoidably and elevated structure bridge bridge The inconsistent settlement after construction of platform, produces settlement after construction poor, and low circuit of putting occurs in that differential settlement with bridge abutment position, necessarily affects The ride comfort of F rails, in some instances it may even be possible to cause F rails to produce the problems such as faulting of slab ends, deformation, when serious, will influence the normal fortune of maglev vehicle Battalion.
Utility model content
For the disadvantages described above or Improvement requirement of prior art, the utility model provides medium-and low-speed maglev two-wire excavation ground Section pile foundation combined type support rail beam transition section structure, the structure should meet elevated structure and the low rigidity put between circuit with sedimentation Transition, it is ensured that magnetic suspension traffic engineering elevated structure and the low ride comfort requirement for putting line transition section F rails, meets the floating friendship of magnetic again The low intensity for putting line transition section sub-rail foundation of logical engineering, long-time stability requirement, and construction quality controllability is strong.
To achieve the above object, the utility model provides medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam Transition section structure, it is characterised in that held including the first pile foundation bearing structure, pile foundation joist composite bearing structure, armored concrete Beam-and-rail base plate, two placing of reinforcement concrete beam-type structures, support rail beam both sides backfill filler, abutment bridge and headwall, wherein,
The first pile foundation bearing structure and the pile foundation joist composite bearing structure accept the armored concrete jointly Support rail beam base plate；
The first pile foundation bearing structure is provided with many, and the every first pile foundation bearing structure is vertically arranged, and And the armored concrete support rail beam base plate is accepted on the top of the every first pile foundation bearing structure, first pile foundation is held The top for carrying structure is embedded in the armored concrete support rail beam base plate and its rigid connection；
Reinforced concrete beam type structure described in two rows is accepted at the top of the armored concrete support rail beam base plate, and adjacent Expansion joint is reserved between the two section armored concrete support rail beam base plates；
The pile foundation joist composite bearing structure setting has multiple, and the two adjacent section armored concrete support rail beams Pile foundation joist composite bearing structure described in one is respectively provided with the expansion joint of base plate, for two blocks of reinforcing bars for supporting this adjacent Concrete support rail beam base plate, each described pile foundation joist composite bearing structure includes that reinforced concrete supporting beam and the second pile foundation are held Structure is carried, and the reinforced concrete supporting beam is accepted on the top of the every second pile foundation bearing structure, and the reinforcing bar is mixed Solidifying soil joist accepts the armored concrete support rail beam base plate；
The top of the second pile foundation bearing structure is embedded in the reinforced concrete supporting beam and its rigid connection, the reinforced concrete Native joist and the armored concrete support rail beam base plate rigid connection or overlap joint, the armored concrete support rail beam base plate and the reinforcing bar Concrete beam-type structural integrity pours shaping so as to collectively form armored concrete support rail beam；
The reinforced concrete supporting beam both sides are provided with for limiting the armored concrete support rail beam base plate lateral displacement Convex gear platform；
Weathering section between wired weathering section, the line is set between reinforced concrete beam type structure described in two rows to be had Cross fall and head fall, for by current introduce two adjacent sections armored concrete support rail beam base plate internode expansion joint and then Current are discharged；
The support rail beam both sides backfill filler is arranged on soft stratum, and by support rail beam both sides backfill filler The first gutter is provided with, first gutter is provided with the first draining away from the side of support rail beam both sides backfill filler Slope；
The armored concrete support rail beam base plate is located in support rail beam both sides backfill filler；
The every lower end of the first pile foundation bearing structure is stretched into supporting course after passing through the soft stratum, with weakness When stratum produces sedimentation, the first pile foundation bearing structure can bear negative friction, so as to reinforcing bar armored concrete support rail beam The bearing capacity of stabilization is provided, in case the differential settlement reduction armored concrete support rail beam of support rail beam both sides backfill filler is perpendicular To, vertical and horizontal rigidity；
One end of the armored concrete support rail beam base plate is overlapped on the bridge abutment, and both are connected by pin Release longitudinal restraint is connect, and limits lateral displacement；
The both sides of one end that the armored concrete support rail beam base plate is overlapped on the bridge abutment are respectively provided with the end Wall, and the headwall per side abutted with the support rail beam both sides backfill filler of respective side respectively, and the support rail is protected for gear Beam both sides backfill filler；
The second gutter is provided with by the headwall, second gutter is provided with second away from the side of the headwall Weathering.
Preferably, the first pile foundation bearing structure is cast-in-situ bored pile, joist and support rail beam base plate rigid connection or overlap joint, with Pile foundation bearing structure rigid connection.
Preferably, the first pile foundation bearing structure described in all these is arranged in ranks.
Preferably, the lower end of the every second pile foundation bearing structure sequentially passes through roadbed filling under the support rail beam, shallow Stretched into supporting course after layer stabilization zone and the soft stratum.
Preferably, the armored concrete support rail beam base plate is overlapped on one end of the bridge abutment and the bridge abutment Between be provided with wear-resisting sliding layer.
Preferably, the pin includes pre-buried connection reinforcing bar, pitch hemp cut and stainless steel sleeve pipe, the pre-buried connection reinforcing bar The pitch hemp cut is fixedly installed in the stainless steel sleeve pipe and between the two.
Preferably, the cross fall of weathering section is 3%~5% between the line, and head fall is not less than 2 ‰.
In general, by the contemplated above technical scheme of the utility model compared with prior art, can obtain down Row beneficial effect：
(1) armored concrete support rail beam base plate of the present utility model, reinforced concrete beam type structure use reinforced concrete Soil scene one-piece casting, the two composition integral reinforced concrete structure is used to directly take on track load and the magnetic of track transmission is floated Train load, then will deadweight and upper load pass to its rigidly connected first pile foundation bearing structure, structural reliability is high.
(2) the first pile foundation bearing structure of the present utility model is goed deep into supporting course, when roadbed produces certain sedimentation, first Base bearing structure can still bear negative friction and provide stronger bearing capacity, it is to avoid be made because foundation stabilization quality is whard to control Into influence of the differential settlement to support rail beam vertical and horizontal rigidity, structure vertical cross stiffness and structural reliability are more excellent.
(3) the first pile foundation bearing structure control settlement effect of the present utility model is preferable, therefore can save cutting bedding ground Cutting bedding replacement thickness is reinforced and reduced to base, need to only meet the requirement of basic replacement thickness, can investment reduction, shorten the duration, With obvious technology and economic advantages.
(4) reinforced concrete supporting beam that pile foundation bearing structure and reinforced concrete floor are set, can greatly reduce pile foundation The stress concentration phenomenon of armored concrete support rail beam base plate at bearing structure；Further, since the lateral connection effect of joist, also increases Add the lateral stiffness of structure and the ability of resistance differential settlement deformation, the quantity of transverse pile foundation can have been reduced, reduce investment.
(5) while two placing of reinforcement concrete beam-type structures of two-wire are combined by reinforced concrete floor, can To be effectively increased the lateral stiffness of reinforced concrete beam type structure, left and right two is saved reinforced concrete beam type structure and be placed in rigidity phase On same reinforced concrete floor, the lateral stability of reinforced concrete beam type structure can be effectively increased, control reinforced concrete Relative settlement between native girder structure, also beneficial to operation during maintenance with safeguard, measure is simple, easily construction, cost save, effect It is really good.
(6) adjacent armored concrete support rail beam base plate shares pile foundation joist composite bearing structure, and in adjacent steel Expansion joint is reserved between reinforced concrete support rail beam base plate, impact failure of the section by train load of encorbelmenting can be avoided, and reduce temperature The influence of stress and shrinkage and creep.
(7) armored concrete support rail beam base plate is overlapped on bridge abutment near one end of elevated bridge, by pin Connection, it is to avoid sedimentation faulting of slab ends between the two caused by measures of foundation treatment difference, it is ensured that the floating F rails of magnetic it is low put circuit with Bridge abutment connected position will not produce faulting of slab ends, effectively realize that magnetic suspension traffic engineering elevated structure puts line transition section F with low The smoothly transition of rail.
Brief description of the drawings
Fig. 1 is schematic longitudinal section of the present utility model；
Fig. 2 is the generalized section along I-I line in Fig. 1；
Fig. 3 is the generalized section along II-II line in Fig. 1；
Fig. 4 is the floor map that armored concrete support rail beam base plate is overlapped on bridge abutment in the utility model；
Fig. 5 is the utility model pile foundation joist and the armored concrete support rail affixed connection diagram of beam base plate.
Fig. 6 is the utility model pile foundation joist and armored concrete support rail beam base plate is articulated and connected schematic diagram.
Fig. 7 is the cross-sectional view of pin in the utility model.
Specific embodiment
In order that the purpose of this utility model, technical scheme and advantage become more apparent, below in conjunction with accompanying drawing and implementation Example, is further elaborated to the utility model.It should be appreciated that specific embodiment described herein is only used to explain The utility model, is not used to limit the utility model.Additionally, institute in the utility model disclosed below each implementation method As long as the technical characteristic being related to does not constitute conflict and can just be mutually combined each other.
1~Fig. 7 of reference picture, medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure, including the One pile foundation bearing structure 3, pile foundation joist composite bearing structure 90, armored concrete support rail beam base plate 2, two placing of reinforcement beams of concretes Formula structure 1, support rail beam both sides backfill filler 4, bridge abutment 12 and headwall 13, wherein,
The first pile foundation bearing structure 3 and the pile foundation joist composite bearing structure 90 accept the reinforced concrete jointly Native support rail beam base plate 2；
The first pile foundation bearing structure 3 is provided with many, and the every first pile foundation bearing structure 3 is vertically arranged, And the armored concrete support rail beam base plate 2, described first are accepted in the top of the every first pile foundation bearing structure 3 The top of base bearing structure 3 is embedded in the armored concrete support rail beam base plate 2 and its rigid connection；
Accept reinforced concrete beam type structure 1 described in two rows, and phase in the top of the armored concrete support rail beam base plate 2 Expansion joint is reserved between the adjacent two section armored concrete support rail beam base plate 2；
The joist composite bearing structure 90 of the pile foundation 901 is provided with multiple, and the two adjacent section armored concrete The joist composite bearing structure 90 of pile foundation 901 described in one is respectively provided with the expansion joint of support rail beam base plate 2, for supporting this adjacent The two section armored concrete support rail beam base plates 2, each joist composite bearing structure 90 of the pile foundation 901 includes reinforced concrete The pile foundation bearing structure 902 of native joist 901 and second, and institute is accepted on the top of the every second pile foundation bearing structure 902 Reinforced concrete supporting beam 901 is stated, the reinforced concrete supporting beam 901 accepts the armored concrete support rail beam base plate 2；
The top of the second pile foundation bearing structure 902 is embedded in the reinforced concrete supporting beam 901 and its rigid connection, the steel Reinforced concrete joist 901 and the rigid connection of armored concrete support rail beam base plate 2 or overlap joint, the armored concrete support rail beam base plate 2 are molded so as to collectively form armored concrete support rail beam 9 with the formed by integrally casting of reinforced concrete beam type structure 1；
The both sides of the reinforced concrete supporting beam 901 are provided with for limiting the armored concrete support rail beam base plate 2 laterally The convex gear platform of displacement；
Weathering section tool between wired weathering section, the line is set between reinforced concrete beam type structure 1 described in two rows There are cross fall and head fall, for current are introduced into the internode expansion joint of two adjacent sections armored concrete support rail beam base plate 2 And then discharge current；The cross fall of weathering section is weathering section between 3%~5%, more preferably 4%, line between the line Head fall be not less than 2 ‰, in order to draining.
The support rail beam both sides backfill filler 4 is arranged on soft stratum 5, and backfills filler in the support rail beam both sides It is provided with the first gutter 7 by the of 4, first gutter 7 is provided with the away from the side of support rail beam both sides backfill filler 4 One weathering 8；
The armored concrete support rail beam base plate 2 is located in support rail beam both sides backfill filler 4；
Every lower end of the first pile foundation bearing structure 3 through stretching into supporting course 6 after the soft stratum 5, with When soft stratum 5 produces sedimentation, the first pile foundation bearing structure 3 can bear negative friction, so as to reinforcing bar armored concrete Support rail beam 9 provides the bearing capacity of stabilization, in case the differential settlement reduction armored concrete support rail of support rail beam both sides backfill filler 4 Vertical, the vertical and horizontal rigidity of beam 9；
One end of the armored concrete support rail beam base plate 2 is overlapped on the bridge abutment 12, and both pass through pin 15 Connection Release longitudinal restraints are followed closely, and limits lateral displacement；
The both sides of one end that the armored concrete support rail beam base plate 2 is overlapped on the bridge abutment 12 are respectively provided with described Headwall 13, and the headwall 13 per side abuts with the support rail beam both sides backfill filler 4 of respective side respectively, for gear shield institute State support rail beam both sides backfill filler 4；
The second gutter 17 is provided with by the headwall 13, second gutter 17 sets away from the side of the headwall 13 It is equipped with the second weathering 18.
Further, the first pile foundation bearing structure 3 is cast-in-situ bored pile, joist 90 and the rigid connection of 9 base plate of support rail beam 2 or Overlap joint, with the rigid connection of pile foundation bearing structure 3.Overlapped using pin 15 in the position of support rail beam internode seam, remaining position uses rigid connection.
First pile foundation bearing structure 3 described in all these is arranged in ranks.
Further, the armored concrete support rail beam base plate 2 is overlapped on one end of the bridge abutment 12 and the bridge It is provided with wear-resisting sliding layer 16 between abutment 12, the pin 15 includes pre-buried connection reinforcing bar 15.1, pitch hemp cut 15.2 and not Rust steel sleeve 15.3, the pre-buried connection reinforcing bar 15.1 is located in the stainless steel sleeve pipe 15.3 and is fixedly installed between the two The pitch hemp cut 15.2.
The low circuit of putting of low speed magnetic suspension traffic engineering is tight to post-construction settlement of subgrade requirement during the structural shape can be solved effectively Lattice, take traditional cutting excavate replacement thickness it is big caused by engineering is huge, invest big, long in time limit, and backfill filler construction Quality is whard to control, the problem of bedding long-time stability and poor durability, so as to improve the low reliability for putting circuit support rail girder construction Degree, reduces engineering risk.
The agent structure of the utility model armored concrete support rail beam 9 uses reinforced concrete soil scene one-piece casting, reinforcing bar The girder structure of concrete support rail beam 9 is used to directly take on the magnetic-levitation train load of track load and track transmission, then will deadweight and Upper load pass to its rigidly connected pile foundation bearing structure 3, structural reliability is high.Pile foundation bearing structure 3 uses reinforcing bar Concrete drilling bored concrete pile makes, and transverse direction and longitudinal direction is made up of multiple rows of reinforced concrete bored pile, and vertical cross stiffness is big；And The deep reliable supporting course 8 of pile foundation, embankment occurs to be produced between certain sedimentation and armored concrete support rail beam 9 when coming to nothing, and pile foundation is held Carrying structure 3 can still bear negative friction and provide stronger bearing capacity, with stronger longitudinal, vertical and lateral stability. Two line reinforced concrete beam type structures are connected by sharing base plate, further increase the lateral stiffness and stability of structure.
One end of armored concrete support rail beam base plate 2 of armored concrete support rail beam 9 is overlapped on bridge abutment 12, and the two leads to Cross pin 15 to connect, the releasable temperature stress in the longitudinal direction of pin 15 realizes that support rail beam, in the flexible of longitudinal direction, laterally limits support rail beam Displacement, improves the lateral stability of structure.One end of support rail beam overlaps with bridge abutment 12, makes low to put circuit support rail beam and bridge The sedimentation of the lap position of abutment 12 is consistent, it is to avoid bridge abutment 12 and it is low put circuit support rail girder construction between produce faulting of slab ends sedimentation；It is low Put the other end of circuit armored concrete support rail beam base plate 2 and be embedded in the low of stabilization and put line construction, its sedimentation puts circuit with low Structure is consistent, due to it is low put line construction through basement process and fill compacting after sedimentation value be in controlled range, therefore, support rail Sedimentation between beam two ends be located at bridge abutment 12 and it is low put between line construction, close to linear change, it is achieved thereby that overhead Bridge structure and the low sedimentation transition put between line construction, it also avoid faulting of slab ends, and the smooth-going of transition segment limit F rails has been effectively ensured Property.
Wear-resisting sliding layer 16 is arranged between armored concrete support rail beam base plate 2 and bridge abutment 12, by resistance to mill sliding The effect of layer 16, can to a certain extent release the rotation that support rail beam is likely to occur under the load actions such as relative settlement, temperature Constraint, and the dynamic stress cushioning effect of bridge abutment 12 is transferred to magnetic-levitation train, it also avoid support rail beam and bridge abutment Abrasion and stress concentration between 12 cause the partial pressing of structure to destroy.
Adjacent armored concrete support rail beam base plate 2 shares pile foundation joist composite bearing structure, and in adjacent reinforcing bar Expansion joint is reserved between concrete support rail beam base plate 2, can avoid encorbelmenting impact failure of the section by train load, and reduce temperature should The influence of power and shrinkage and creep.
The reinforced concrete supporting beam 90 that pile foundation bearing structure 3 and reinforced concrete floor 2 are set, can greatly reduce pile foundation The stress concentration phenomenon of armored concrete support rail beam base plate 2 at bearing structure；Further, since the lateral connection effect of joist 90, The lateral stiffness of structure and the ability of resistance differential settlement deformation are also increased, the quantity of transverse pile foundation can be reduced, reduced and throw Money.
The specific making step of the utility model is as follows：
(1) construction overhead bridge structure abutment, pours bridge abutment body concrete, abutment of constructing, and backfills abutment foundation foundation ditch； The positioning of pin and embedded work should be performed before abutment concreting；
(2) excavating cut slope side slope carries out necessary bedding and changes to fill out to designing at road bed absolute altitude according to design requirement；Ground After the completion for the treatment of, filled by changeover portion design requirement and low after platform put geotechnique basis, geotechnique under support rail beam after platform under circuit support rail beam Basis filling construction synchronous with abutment cone.According to each position wire feeding and compaction requirement when filling, transition segment limit with Non- changeover portion area is synchronous layered to be filled, and next layer is filled after detection meets the requirements and fills last layer again, until armored concrete holds At the absolute altitude of beam-and-rail base plate bottom surface；
(3) subgrade cross section, vertical section direction construction drill bored concrete pile are in reinforced concrete floor bottom surface absolute altitude, i.e., First pile foundation bearing structure 3, drilled pile construction should be using the construction technology small to filling roadbed disturbance；Reached in cast-in-situ bored pile To after desired strength, pile crown, colligation concrete floor and the connection reinforcing bar with stake are amputated by code requirement；
(4) high-strength wearable sliding layer is laid on abutment in armored concrete support rail beam and abutment overlap joint, according to design Section is long to keeping off platform 91, armored concrete support rail beam base plate 2 and the merogenesis formwork erection of reinforced concrete beam type structure 1 to joist 90, convex, Each part concrete reaches after design strength and to backfill face between form removal respectively, reinforced concrete beam type structure and make inward slant Weathering and carry out top layer waterproof by design requirement, all kinds of built-in fittings such as pin, sleeper are carried out in one-time-concreting shaping before pouring The positioning of pedestal connection reinforcing bar, water conservancy diversion rail bearing built-in fitting etc. and installation；
(5) construction is low puts the joint both sides headwall 13 of circuit bridge abutment 12, and headwall 13 is applied using concrete one-piece casting Work, waits the concrete of headwall 13 to reach form removal after design strength, then puts circuit graded broken stone top by design requirement construction is low The backfill layer in face, confining bed, associated satellite structures, by cone top surface confining bed of design and construction bridge abutment 12 etc., side of constructing Slope protection, drainage system etc..
(6) carry out it is low put circuit and the laying of the elevated structure section of track and the installation of associated satellite engineering and construction, construction finishes Afterwards.
As it will be easily appreciated by one skilled in the art that preferred embodiment of the present utility model is the foregoing is only, not It is used to limit the utility model, all any modifications made within spirit of the present utility model and principle, equivalent and changes Enter, should be included within protection domain of the present utility model.
Claims (8)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621058133.5U CN206219897U (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621058133.5U CN206219897U (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure |
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| CN206219897U true CN206219897U (en) | 2017-06-06 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN107881857A (en) * | 2017-11-10 | 2018-04-06 | 成都天府轨谷科技有限公司 | Magnetic suspension tunnel draining of rail system |
| CN107964833A (en) * | 2017-11-10 | 2018-04-27 | 成都天府轨谷科技有限公司 | Ground magnetic-levitation subgrade drainage system |
| CN107964873A (en) * | 2017-11-10 | 2018-04-27 | 成都天府轨谷科技有限公司 | Magnetic suspension aerial conveyor bridge drainage system |
-
2016
- 2016-09-15 CN CN201621058133.5U patent/CN206219897U/en not_active IP Right Cessation
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN107881857A (en) * | 2017-11-10 | 2018-04-06 | 成都天府轨谷科技有限公司 | Magnetic suspension tunnel draining of rail system |
| CN107964833A (en) * | 2017-11-10 | 2018-04-27 | 成都天府轨谷科技有限公司 | Ground magnetic-levitation subgrade drainage system |
| CN107964873A (en) * | 2017-11-10 | 2018-04-27 | 成都天府轨谷科技有限公司 | Magnetic suspension aerial conveyor bridge drainage system |
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