CN106400615A - Medium-low-speed magnetic levitation single line excavation section independent pier column type bearing rail beam transition section structure - Google Patents
Medium-low-speed magnetic levitation single line excavation section independent pier column type bearing rail beam transition section structure Download PDFInfo
- Publication number
- CN106400615A CN106400615A CN201610826118.9A CN201610826118A CN106400615A CN 106400615 A CN106400615 A CN 106400615A CN 201610826118 A CN201610826118 A CN 201610826118A CN 106400615 A CN106400615 A CN 106400615A
- Authority
- CN
- China
- Prior art keywords
- rail beam
- support rail
- armored concrete
- base plate
- low
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D1/00—Bridges in general
Abstract
The invention belongs to the technical field of medium-low-speed magnetic levitation traffic engineering low lines and discloses a medium-low-speed magnetic levitation single line excavation section independent pier column type bearing rail beam transition section structure which comprises pile base bearing structures, reinforced concrete bearing rail beam bottom plates, reinforced concrete beam type structures, backfill filler on the two sides of bearing rail beams, bridge abutments and end walls. The multiple pile base bearing structures are arranged. The top end of each pile base bearing structure is connected with the corresponding reinforced concrete bearing rail beam bottom plate in a bearing manner. The top end of each reinforced concrete bearing rail beam bottom plate is connected with the corresponding reinforced concrete beam type structure in a bearing manner. Drainage ditches are arranged beside the backfill filler on the two sides of the bearing rail beams. The sides, away from the backfill filler on the two sides of the bearing rail beams, of the drainage ditches are provided with drainage slopes. The medium-low-speed magnetic levitation single line excavation section independent pier column type bearing rail beam transition section structure is better in long-term stability, capable of meeting the high requirement for bearing rail beam structure deformation and post-construction settlement and capable of meeting the requirement for long-term stability, durability and controllability of construction quality of a foundation bed, and smooth transition of a magnetic levitation elevated structure and a low line transition section F rail is effectively achieved.
Description
Technical field
The invention belongs to middle low speed magnetic suspension traffic engineering is low puts Line technology field, more particularly, to middle low speed magnetic
Floating single line 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 opening operation is even more minority.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 Korea S 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 all based on elevated structure, rarely seen relevant elevated structure and the low research putting line transition segment structure aspect and
Application.
In wheel rail high speed railway, there is substantial amounts of bridge changeover portion roadbed, high-speed railway changeover portion roadbed adopts mostly
Trapezium structure, employs cement stabilized graded macabam in trapezoidal scope and fills, and employ the compacting higher than non-changeover portion roadbed
Require.During built high-speed railway is runed, bridge transition segment limit, often there is non-fragment orbit protuberance, gap, grout
Etc. disease.The reason this disease, be because changeover portion roadbed remains by the earth structure of rock and soil constitution, changeover portion mostly
After roadbed is laid a railway track, still can occur necessarily to settle, 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 adopts seamless track steel rail, allow, in settlement after construction difference scope, to have no effect in specification
Normal operation, but the diseases such as non-fragment orbit protuberance, gap, grout can be led to, need timely repair and maintenance.
The F rail of medium-and low-speed maglev traffic lines is to be spliced using fishplate bar scene by a short rail successively, and leaves between rail
Seam, meets the ride comfort of the F rail of magnetic-levitation train even running requirement, and under rail substantially to be leaned on, works ensures.Low put circuit location,
Under support rail beam, basis is by the earth structure of rock and soil constitution, is affected by factors such as landform, geological conditions, quality is not relatively easily-controllable
System, is also easy to produce differential settlement under load and the effect of various factor of natural environment, can occur unavoidably and elevated structure bridge bridge
The inconsistent settlement after construction of platform, generation settlement after construction is poor, and low circuit of putting occurs in that differential settlement with bridge abutment position, necessarily affects
The ride comfort of F rail, in some instances it may even be possible to lead to F rail to produce the problems such as faulting of slab ends, deformation, when serious, will affect the normal fortune of maglev vehicle
Battalion.
Content of the invention
Disadvantages described above for prior art or Improvement requirement, the invention provides medium-and low-speed maglev single line excavation location is only
Vertical pier stud type support rail beam transition section structure, had both met elevated structure and the low rigidity put between circuit with sedimentation transition it is ensured that magnetic
Suspension traffic engineering elevated structure is required with the low ride comfort putting line transition section F rail, meets that magnetic floating traffic engineering is low to put line again
The intensity of road changeover portion sub-rail foundation, long-time stability require, and construction quality controllability is strong.
For achieving the above object, the invention provides the independence pier stud type support rail beam transition of medium-and low-speed maglev single line excavation location
Segment structure is it is characterised in that including pile foundation bearing structure, armored concrete support rail beam base plate, reinforced concrete beam type structure, holding
Beam-and-rail both sides backfill filler, bridge abutment and headwall, wherein,
Described pile foundation bearing structure is provided with many, and every described pile foundation bearing structure is all vertically arranged, and every institute
Described armored concrete support rail beam base plate is accepted on the top stating pile foundation bearing structure；
Described reinforced concrete beam type structure is accepted at the top of described armored concrete support rail beam base plate, and described pile foundation
The top of bearing structure is embedded described armored concrete support rail beam base plate and is just connect with it, described armored concrete support rail beam base plate with
Described reinforced concrete beam type structural integrity pours shaping thus collectively forming armored concrete support rail beam；
Described support rail beam both sides backfill filler is arranged on soft stratum, and by described support rail beam both sides backfill filler
It is provided with the first gutter, the side that described first gutter backfills filler away from described support rail beam both sides is provided with the first draining
Slope；
Described armored concrete support rail beam base plate is located in described support rail beam both sides backfill filler；
The lower end of every described pile foundation bearing structure is stretched in supporting course, with soft stratum after passing through described soft stratum
When producing sedimentation, described pile foundation bearing structure can bear negative friction, thus provide stable to reinforcing bar armored concrete support rail beam
Bearing capacity, in case support rail beam both sides backfill filler differential settlement reduce armored concrete support rail beam vertical, longitudinally and
The adverse effect that lateral stiffness produces；
One end of described armored concrete support rail beam base plate is overlapped on described bridge abutment, and both are by pin even
Connect release longitudinal restraint, and limit lateral displacement；
The both sides of one end that described armored concrete support rail beam base plate is overlapped on described bridge abutment are respectively provided with described end
Wall, and the headwall of described every side abutted with the support rail beam both sides of respective side backfill filler, respectively for the gear described support rail of shield
Beam both sides backfill filler；
It is provided with the second gutter, described second gutter is provided with second away from the side of described headwall by described headwall
Weathering.
Preferably, described pile foundation bearing structure is cast-in-situ bored pile, and described armored concrete support rail beam bottom is stretched on its top
Interior and cast-in-situ bored pile the steel reinforcement cage of plate also stretches in described armored concrete support rail beam base plate.
Preferably, pile foundation bearing structure described in all these is in that ranks are arranged.
Preferably, described armored concrete support rail beam base plate is overlapped on one end of described bridge abutment and described bridge abutment
Between be provided with wear-resisting sliding layer.
Preferably, described pin includes pre-buried connection reinforcing bar, pitch hemp cut and stainless steel sleeve pipe, described pre-buried connection reinforcing bar
Described pitch hemp cut is fixedly installed in described stainless steel sleeve pipe and between the two.
In general, by the contemplated above technical scheme of the present invention compared with prior art, can obtain down and show
Beneficial effect：
(1) armored concrete support rail beam base plate is overlapped on bridge abutment near one end of elevated bridge, by pin
Connect, it is to avoid the sedimentation faulting of slab ends that causes because of measures of foundation treatment difference between the two it is ensured that magnetic float F rail low put circuit with
Bridge abutment connected position will not produce faulting of slab ends, effectively realize magnetic suspension traffic engineering elevated structure and put the flat of circuit F rail with low
Along transition.
(2) armored concrete support rail beam adopt reinforced concrete soil scene one-piece casting, in order to directly take on track load and
The magnetic-levitation train load of track transmission, then deadweight and upper load are passed to and its rigidly connected pile foundation bearing structure, knot
Structure reliability is high.
(3) pile foundation bearing structure adopts reinforced concrete bored pile to make, deeply reliability supporting course, and roadbed occurs one
When between fixed sedimentation and armored concrete support rail beam, generation is come to nothing, pile foundation bearing structure still can be born negative friction and be provided relatively
Strong bearing capacity, it is to avoid the wayward differential settlement causing of foundation stabilization quality is to support rail beam vertical and horizontal rigidity
Impact, has stronger longitudinal, vertical and lateral stability, enhances structure overall security.
(4) the pile foundation bearing structure control settlement effect of the present invention preferably, therefore can reduce cutting bedding replacement thickness, only
The requirement of basic replacement thickness need to be met, can investment reduction, the reduction of erection time, there are obvious technology and economic advantages.
Brief description
Fig. 1 is the schematic longitudinal section of the present invention；
Fig. 2 is the profile in Fig. 1 along I-I line；
Fig. 3 is the profile in Fig. 1 along II-II line；
Fig. 4 is that in the present invention, armored concrete support rail beam base plate is overlapped on the floor map on bridge abutment；
Fig. 5 is the cross-sectional view of pin in the present invention.
Specific embodiment
In order that the objects, technical solutions and advantages of the present invention become more apparent, below in conjunction with drawings and Examples, right
The present invention is further elaborated.It should be appreciated that specific embodiment described herein is only in order to explain the present invention, and
It is not used in the restriction present invention.As long as additionally, involved technical characteristic in each embodiment of invention described below
The conflict of not constituting each other just can be mutually combined.
With reference to Fig. 1～Fig. 5, medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure, its feature
It is, return including pile foundation bearing structure 3, armored concrete support rail beam base plate 2, reinforced concrete beam type structure 1, support rail beam both sides
Filler 4, bridge abutment 12 and headwall 13, wherein,
Described pile foundation bearing structure 3 is provided with many, and every described pile foundation bearing structure 3 is all vertically arranged, and every
Described armored concrete support rail beam base plate 2 is accepted on the top of described pile foundation bearing structure 3；
Described reinforced concrete beam type structure 1 is accepted on the top of described armored concrete support rail beam base plate 2, and described stake
The top of base bearing structure 3 is embedded described armored concrete support rail beam base plate 2 and is just connect with it, described armored concrete support rail beam bottom
Plate 2 is molded thus collectively forming armored concrete support rail beam 9 with described reinforced concrete beam type structure 1 formed by integrally casting；
Described support rail beam both sides backfill filler 4 is arranged on soft stratum 5, and backfills filler in described support rail beam both sides
It is provided with the first gutter 7, the side that described first gutter 7 backfills filler 4 away from described support rail beam both sides is provided with the by the of 4
One weathering 8；
Described armored concrete support rail beam base plate 2 is located in described support rail beam both sides backfill filler 4；
The lower end of every described pile foundation bearing structure 3 is stretched in supporting course 6, with weakness after passing through described soft stratum 5
When stratum 5 produces sedimentation, described pile foundation bearing structure 3 can bear negative friction, thus carrying to reinforcing bar armored concrete support rail beam 9
For stable bearing capacity, in case the differential settlement that support rail beam both sides backfill filler 4 reduces the perpendicular of armored concrete support rail beam 9
The adverse effect producing to, vertical and horizontal rigidity；
One end of described armored concrete support rail beam base plate 2 is overlapped on described bridge abutment 12, and both pass through pin
Follow closely 15 Connection Release longitudinal restraints, and limit lateral displacement；
The both sides of one end that described armored concrete support rail beam base plate 2 is overlapped on described bridge abutment 12 are respectively provided with described
Headwall 13, and the headwall 13 of described every side abutted with the support rail beam both sides of respective side backfill filler 4, respectively for gear shield institute
State support rail beam both sides backfill filler 4；
It is provided with the second gutter 17, described second gutter 17 sets away from the side of described headwall 13 by described headwall 13
It is equipped with the second weathering 18.
Further, described pile foundation bearing structure 3 is cast-in-situ bored pile, and described armored concrete support rail beam bottom is stretched on its top
Interior and cast-in-situ bored pile the steel reinforcement cage of plate 2 also stretches in described armored concrete support rail beam base plate 2, stake described in all these
Base bearing structure 3 is in that ranks are arranged.
Further, described armored concrete support rail beam base plate 2 is overlapped on one end of described bridge abutment 12 and described bridge
It is provided with wear-resisting sliding layer 16 between abutment 12.
Further, described pin 15 includes pre-buried connection reinforcing bar 15.1, pitch hemp cut 15.2 and stainless steel sleeve pipe 15.3, institute
State pre-buried connection reinforcing bar 15.1 to be located in described stainless steel sleeve pipe 15.3 and described pitch hemp cut is fixedly installed between the two
15.2.
This structural shape can in effectively solving the low circuit of putting of low speed magnetic suspension traffic engineering tight to post-construction settlement of subgrade requirement
Lattice, take traditional cutting to excavate engineering that replacement thickness leads to greatly are huge, investment is big, long in time limit, and backfill filler construction
Quality is wayward, the problem of bedding long-time stability and poor durability, thus improving the low reliability putting circuit support rail girder construction
Degree, reduces engineering risk.
Armored concrete support rail beam 9 agent structure of the present invention is all using reinforced concrete soil scene one-piece casting, reinforced concrete
Native support rail beam 9 girder structure, in order to directly take on the magnetic-levitation train load of track load and track transmission, then will be conducted oneself with dignity and top
Load passes to and its rigidly connected pile foundation bearing structure 3, and structural reliability is high.Pile foundation bearing structure 3 adopts reinforced concrete
Earth boring auger hole pouring 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 pile foundation
Deeply reliability supporting course 8, roadbed generation necessarily produces between sedimentation and armored concrete support rail beam 9 when coming to nothing, and pile foundation carries to be tied
Structure 3 still can bear negative friction and provide stronger bearing capacity, have stronger longitudinal, vertical and lateral stability.
Armored concrete support rail beam base plate 2 one end of armored concrete support rail beam 9 is overlapped on bridge abutment 12, and the two leads to
Cross pin 15 to connect, pin 15 longitudinally releasable temperature stress, realize support rail beam and stretch in longitudinal, laterally limit support rail beam
Displacement, improves the lateral stability of structure.One end of support rail beam is overlapped with bridge abutment 12, makes low to put circuit support rail beam and bridge
The sedimentation of abutment 12 lap position is consistent, it is to avoid bridge abutment 12 and low putting produce faulting of slab ends sedimentation between circuit support rail girder construction；Low
Put circuit armored concrete support rail beam base plate 2 other end be embedded in stable low put in line construction, its sedimentation puts circuit with low
Structure is consistent, because low line construction of putting through basement process and fills sedimentation value after compacting and is in controlled range, therefore, support rail
Sedimentation between beam two ends is located at bridge abutment 12 and low puts 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, the smooth-going of transition segment limit F rail have 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 release the rotation that support rail beam is likely to occur under the load actions such as relative settlement, temperature to a certain extent
Constrain, and magnetic-levitation train is transferred to the dynamic stress of bridge abutment 12 and play cushioning effect, it also avoid support rail beam and bridge abutment
Abrasion between 12 and stress concentration cause the partial pressing of structure to destroy.
The pile foundation bearing structure control settlement effect of the present invention preferably, therefore can reduce cutting bedding replacement thickness, only needs
Meet the requirement of basic replacement thickness, can investment reduction, the reduction of erection time, there are obvious technology and economic advantages.
The specific making step of the present invention is as follows：
(1) construction overhead bridge structure bridge abutment 12, pours bridge abutment body concrete, construction bridges abutment 12, backfill
Bridge abutment 12 foundation pit；The positioning of pin 15 and embedded work should be performed before bridge abutment 12 concreting；
(2) excavating cut slope side slope, to designing at road bed absolute altitude, carries out necessary bedding according to design requirement and changes filling out, ground
After the completion of process, by changeover portion design requirement fill low after platform put under circuit support rail beam geotechnique basis, geotechnique under support rail beam after platform
Basis and bridge abutment 12 cone synchronization filling construction.According to each position wire feeding and compaction requirement, changeover portion when filling
Scope is synchronous layered with non-changeover portion area to fill, and next layer fills after detection meets the requirements and fills last layer again, until reinforcing bar mixes
At solidifying soil support rail beam base plate 2 bottom surface absolute altitude；
(3) it is in subgrade cross section, vertical section direction construction drill bored concrete pile in reinforced concrete floor bottom surface absolute altitude, that is,
Pile foundation bearing structure 3, drilled pile construction should be using the construction technology little to filling roadbed disturbance；Reaching in cast-in-situ bored pile will
After seeking intensity, amputate pile crown, colligation concrete floor and the connection reinforcing bar with stake by code requirement；
(4) platform 91 formwork erection is kept off to reinforced concrete supporting beam 90, convex according to design attitude, one-time-concreting is molded, before pouring
Carry out all kinds of built-in fittings such as pin 10 and the positioning with the connection reinforcing bar of pile foundation and installation, concrete is removed after reaching design strength
Template；According to design section length to armored concrete support rail beam base plate 2 and reinforced concrete beam type structure 1 merogenesis formwork erection, once pour
Build up type, before pouring, carry out the positioning that all kinds of built-in fittings such as pin 10, sleeper pedestal connect reinforcing bar, water conservancy diversion rail bearing built-in fitting etc.
With installation；
(5) it is on bridge abutment 12 with bridge abutment 12 overlap joint in armored concrete support rail beam 9 and lay wear-resisting sliding layer
16, formwork erection is carried out to armored concrete support rail beam 9 using integral mold plate, and one-time-concreting base plate and girder structure concrete, pour
Positioning and the installation of built-in fitting (sleeper pedestal connects reinforcing bar, water conservancy diversion rail bearing built-in fitting etc.) is carried out before building；
(6) each part concrete reaches difference form removal after design strength, and construction is low to put circuit armored concrete support rail
Beam 9 and bridge abutment 12 joint both sides headwall 13, headwall 13 adopts concrete one-piece casting to construct, and waits headwall 13 concrete to reach
The form removal to after design strength, then by the design requirement low backfill layer putting circuit graded broken stone top surface of construction, confining bed, phase
Close auxiliary construction, by design and construction bridge abutment 12 cone top surface confining bed etc., slope construction protection, drainage system etc..
(7) carry out 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 the foregoing is only presently preferred embodiments of the present invention, not in order to
Limit the present invention, all any modification, equivalent and improvement made within the spirit and principles in the present invention etc., all should comprise
Within protection scope of the present invention.
Claims (5)
1. medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure is held it is characterised in that including pile foundation
Carry structure, armored concrete support rail beam base plate, reinforced concrete beam type structure, support rail beam both sides backfill filler, bridge abutment and
Headwall, wherein,
Described pile foundation bearing structure is provided with many, and every described pile foundation bearing structure is all vertically arranged, and every described stake
Described armored concrete support rail beam base plate is all accepted on the top of base bearing structure；
Described reinforced concrete beam type structure is accepted on the top of described armored concrete support rail beam base plate, and described pile foundation carries
The top of structure is embedded described armored concrete support rail beam base plate and is just connect with it, described armored concrete support rail beam base plate with described
Reinforced concrete beam type structural integrity pours shaping thus collectively forming armored concrete support rail beam；
Described support rail beam both sides backfill filler is arranged on soft stratum, and setting by described support rail beam both sides backfill filler
There is the first gutter, the side that described first gutter backfills filler away from described support rail beam both sides is provided with the first weathering；
Described armored concrete support rail beam base plate is located in described support rail beam both sides backfill filler；
The lower end of every described pile foundation bearing structure is stretched in supporting course, to produce in soft stratum after passing through described soft stratum
During sedimentation, described pile foundation bearing structure can bear negative friction, thus providing stable holding to reinforcing bar armored concrete support rail beam
Load power, in case support rail beam both sides backfill vertical, the vertical and horizontal of the differential settlement reduction armored concrete support rail beam of filler
The adverse effect that rigidity produces；
One end of described armored concrete support rail beam base plate is overlapped on described bridge abutment, and both are released by pin connection
Put longitudinal restraint, and limit lateral displacement；
The both sides of one end that described armored concrete support rail beam base plate is overlapped on described bridge abutment are respectively provided with described headwall, and
And the headwall of described every side is abutted with the support rail beam both sides backfill filler of respective side, respectively for the described support rail beam both sides of gear shield
Backfill filler；
It is provided with the second gutter, described second gutter is provided with the second draining away from the side of described headwall by described headwall
Slope.
2. medium-and low-speed maglev single line excavation location according to claim 1 independence pier stud type support rail beam transition section structure, its
It is characterised by, described pile foundation bearing structure is cast-in-situ bored pile, and its top is stretched in described armored concrete support rail beam base plate simultaneously
And the steel reinforcement cage of cast-in-situ bored pile also stretches in described armored concrete support rail beam base plate.
3. medium-and low-speed maglev single line excavation location according to claim 1 independence pier stud type support rail beam transition section structure, its
It is characterised by, pile foundation bearing structure described in all these is in that ranks are arranged.
4. medium-and low-speed maglev single line excavation location according to claim 1 independence pier stud type support rail beam transition section structure, its
It is characterised by, described armored concrete support rail beam base plate is overlapped on and sets between one end of described bridge abutment and described bridge abutment
It is equipped with wear-resisting sliding layer.
5. medium-and low-speed maglev single line excavation location according to claim 1 independence pier stud type support rail beam transition section structure, its
It is characterised by, described pin includes pre-buried connection reinforcing bar, pitch hemp cut and stainless steel sleeve pipe, described pre-buried connection reinforcing bar is located at institute
State in stainless steel sleeve pipe and described pitch hemp cut is fixedly installed between the two.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610826118.9A CN106400615B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610826118.9A CN106400615B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106400615A true CN106400615A (en) | 2017-02-15 |
| CN106400615B CN106400615B (en) | 2017-11-14 |
Family
ID=57997641
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610826118.9A Active CN106400615B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106400615B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113373785A (en) * | 2021-06-30 | 2021-09-10 | 中铁第四勘察设计院集团有限公司 | Beam seam dispersion structure of large-span high-speed magnetic levitation bridge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1092065A1 (en) * | 1998-07-01 | 2001-04-18 | Grimbergen Holding B.V. | Railway system and its supporting structure, as well as their method of construction |
| CN1916277A (en) * | 2006-09-07 | 2007-02-21 | 铁道第二勘察设计院 | Track base without broken stones, and building method |
| CN201473888U (en) * | 2009-09-02 | 2010-05-19 | 北京磁通设备制造有限公司 | Elevated rail bridge |
| JP2012057385A (en) * | 2010-09-10 | 2012-03-22 | Central Japan Railway Co | Bridge |
| CN204676374U (en) * | 2015-05-27 | 2015-09-30 | 中国中铁航空港建设集团有限公司 | A kind of strengthening mechanism of rail track |
| CN206127741U (en) * | 2016-09-15 | 2017-04-26 | 中铁第四勘察设计院集团有限公司 | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
-
2016
- 2016-09-15 CN CN201610826118.9A patent/CN106400615B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1092065A1 (en) * | 1998-07-01 | 2001-04-18 | Grimbergen Holding B.V. | Railway system and its supporting structure, as well as their method of construction |
| CN1916277A (en) * | 2006-09-07 | 2007-02-21 | 铁道第二勘察设计院 | Track base without broken stones, and building method |
| CN201473888U (en) * | 2009-09-02 | 2010-05-19 | 北京磁通设备制造有限公司 | Elevated rail bridge |
| JP2012057385A (en) * | 2010-09-10 | 2012-03-22 | Central Japan Railway Co | Bridge |
| CN204676374U (en) * | 2015-05-27 | 2015-09-30 | 中国中铁航空港建设集团有限公司 | A kind of strengthening mechanism of rail track |
| CN206127741U (en) * | 2016-09-15 | 2017-04-26 | 中铁第四勘察设计院集团有限公司 | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113373785A (en) * | 2021-06-30 | 2021-09-10 | 中铁第四勘察设计院集团有限公司 | Beam seam dispersion structure of large-span high-speed magnetic levitation bridge |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106400615B (en) | 2017-11-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206219897U (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
| CN106283966B (en) | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure | |
| CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof beam transition section structure | |
| CN106283950B (en) | Medium-and low-speed maglev traffic engineering two-wire embankment location pile foundation joist type support rail beam transition section structure | |
| CN106400615B (en) | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure | |
| CN206127741U (en) | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure | |
| CN206127759U (en) | Moderate -low speed magnetic levitation double -line location detached pier column type support rail roof beam transition section structure that fills | |
| CN206127757U (en) | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills | |
| CN106283956B (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
| CN106283973B (en) | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure | |
| CN106283946B (en) | The compound framing type support rail beam transition section structure of medium-and low-speed maglev two-wire excavation location pile foundation | |
| CN106436496B (en) | Medium-and low-speed maglev single line embankment location pile foundation combined type support rail beam transition section structure | |
| CN206127758U (en) | Moderate -low speed magnetic levitation traffic engineering double -line excavation location detached pier column type support rail roof beam transition section structure | |
| CN206157481U (en) | Compound framing type support rail roof beam transition section structure of moderate -low speed magnetic levitation double -line excavation location pile foundation | |
| CN106283953B (en) | Medium-and low-speed maglev two-wire embankment location pile foundation combined type support rail beam transition section structure | |
| CN206127743U (en) | Moderate -low speed magnetic levitation double -line excavation location supporting beam of pile foundation framing formula support rail roof beam transition section structure | |
| CN206157482U (en) | Moderate -low speed magnetic levitation double -line location pile foundation combined type support rail roof beam transition section structure that fills | |
| CN206219912U (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail beam transition section structure | |
| CN206127740U (en) | Moderate -low speed magnetic levitation single line location supporting beam of pile foundation formula support rail roof beam transition section structure that fills | |
| CN206157487U (en) | Moderate -low speed magnetic levitation single line location pile foundation combined type support rail roof beam transition section structure that fills | |
| CN206127736U (en) | Moderate -low speed magnetic levitation double -line compound framing formula support rail roof beam transition section structure of location pile foundation that fills | |
| CN206157478U (en) | Moderate -low speed magnetic levitation double -line excavation location supporting beam of pile foundation formula support rail roof beam transition section structure | |
| CN206127744U (en) | Moderate -low speed magnetic levitation single line excavation location supporting beam of pile foundation formula support rail roof beam transition section structure | |
| CN206157488U (en) | Moderate -low speed magnetic levitation traffic engineering double -line location supporting beam of pile foundation formula support rail roof beam transition section structure that fills | |
| CN106283967B (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail beam transition section structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |