CN206127741U - Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure - Google Patents
Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure Download PDFInfo
- Publication number
- CN206127741U CN206127741U CN201621057107.0U CN201621057107U CN206127741U CN 206127741 U CN206127741 U CN 206127741U CN 201621057107 U CN201621057107 U CN 201621057107U CN 206127741 U CN206127741 U CN 206127741U
- Authority
- CN
- China
- Prior art keywords
- support rail
- rail beam
- armored concrete
- base plate
- pile foundation
- 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.)
- Withdrawn - After Issue
Links
- 238000009412 basement excavation Methods 0.000 title claims abstract description 12
- 238000005339 levitation Methods 0.000 title abstract description 6
- 239000000945 filler Substances 0.000 claims abstract description 26
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 21
- 239000004567 concrete Substances 0.000 claims description 67
- 230000003014 reinforcing Effects 0.000 claims description 16
- 238000004062 sedimentation Methods 0.000 claims description 14
- 238000011065 in-situ storage Methods 0.000 claims description 7
- 240000000218 Cannabis sativa Species 0.000 claims description 6
- 235000009120 camo Nutrition 0.000 claims description 6
- 235000005607 chanvre indien Nutrition 0.000 claims description 6
- 239000011487 hemp Substances 0.000 claims description 6
- 235000012765 hemp Nutrition 0.000 claims description 6
- 235000012766 marijuana Nutrition 0.000 claims description 6
- 229910001220 stainless steel Inorganic materials 0.000 claims description 6
- 239000010935 stainless steel Substances 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 30
- 239000000725 suspension Substances 0.000 abstract description 9
- 210000000481 Breast Anatomy 0.000 abstract 3
- 230000000694 effects Effects 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 201000010099 disease Diseases 0.000 description 3
- 238000009415 formwork Methods 0.000 description 3
- 241001669679 Eleotris Species 0.000 description 2
- 210000004279 Orbit Anatomy 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000001360 synchronised Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000826860 Trapezium Species 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000002708 enhancing Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Abstract
The utility model belongs to the technical field of the low circuit of putting of well low -speed maglev traffic engineering to moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure is disclosed, backfill filler, bridge abutment and headwall including pile foundation load bearing structure, reinforced concrete support rail breast board, reinforced concrete beam structure, support rail roof beam both sides, pile foundation load bearing structure is provided with many, and reinforced concrete support rail breast board is accepted on every pile foundation load bearing structure's top, accept on the top of reinforced concrete support rail breast board reinforced concrete beam structure, the other escape canal that is provided with of packing is backfilled to support rail roof beam both sides, and the escape canal is kept away from support rail roof beam both sides and is backfilled the one side of packing be provided with draining slope. The utility model discloses long term stability is better, has both satisfied the high requirement to support rail roof beam structural distortion and post -construction settlement, satisfies the requirement of foundation bed long term stability, durability and construction quality's controllability again, effectively realizes magnetic suspension elevated structure and low smooth -going transition of putting circuit changeover portion F rail.
Description
Technical field
This 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 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 for 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 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 adopted 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 operation, often there is non-fragment orbit protuberance, gap, grout in bridge transition segment limit
Etc. disease.The reason for this disease, remained by the earth structure of rock and soil constitution, changeover portion due to changeover portion roadbed mostly
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), as 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 caused, need timely repair and maintenance.
The F rails of medium-and low-speed maglev traffic line are spliced using fishplate bar scene by a short rail successively, and are left between rail
Seam, meets the ride comfort of the F rails of magnetic-levitation train even running requirement, and works under rail will be leaned on substantially to ensure.It is low to put circuit location,
Under support rail beam, basis is, by the earth structure of rock and soil constitution, to be affected by factors such as landform, geological conditions, and quality is not relatively easily-controllable
System, under load and the effect of various factor of natural environments is also easy to produce differential settlement, can occur unavoidably and elevated structure bridge bridge
The inconsistent settlement after construction of platform, generation settlement after construction are 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 affect the normal fortune of maglev vehicle
Battalion.
Utility model content
For the disadvantages described above or Improvement requirement of prior art, this utility model provides medium-and low-speed maglev single line excavation ground
Duan Duli pier stud type support rail beam transition section structures, had both met elevated structure and the low rigidity put between circuit and sedimentation transition, had protected
Card magnetic suspension traffic engineering elevated structure and the low ride comfort requirement for putting line transition section F rail, meet magnetic floating traffic engineering low again
Put the intensity of line transition section sub-rail foundation, long-time stability to require, and construction quality controllability is strong.
For achieving the above object, this utility model provides medium-and low-speed maglev single line excavation location independence pier stud type support rail beam
Transition section structure, it is characterised in that including pile foundation bearing structure, armored concrete support rail beam base plate, reinforced concrete beam type knot
Structure, support rail beam both sides backfill filler, bridge abutment and headwall, wherein,
The pile foundation bearing structure is provided with many, is vertically arranged per pile foundation bearing structure described in root, and the institute per root
Accept the armored concrete support rail beam base plate in the top for stating pile foundation bearing structure；
Accept the reinforced concrete beam type structure, and the pile foundation in the top of the armored concrete support rail beam base plate
The top of bearing structure is embedded in the armored concrete support rail beam base plate and is just connect with which, the armored concrete support rail beam base plate with
The reinforced concrete beam type structural integrity pours molding so as to collectively form armored concrete support rail beam；
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 that the 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；
Lower end per pile foundation bearing structure described in root is stretched in supporting course through after the soft stratum, with soft stratum
When producing sedimentation, the pile foundation bearing structure can bear negative friction, so as to 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 it is vertical, longitudinal direction and
The adverse effect that lateral stiffness is produced；
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, protects the support rail 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 pile foundation bearing structure is cast-in-situ bored pile, and the armored concrete support rail beam bottom is stretched on its top
In plate and the steel reinforcement cage of cast-in-situ bored pile is also stretched in the armored concrete support rail beam base plate.
Preferably, pile foundation bearing structure described in all these is arranged in ranks.
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, Colophonium hemp cut and stainless steel sleeve pipe, the pre-buried connection reinforcing bar
The Colophonium hemp cut is fixedly installed in the stainless steel sleeve pipe between the two and.
In general, by the contemplated above technical scheme of this utility model compared with prior art, can obtain down
Row beneficial effect：
(1) armored concrete support rail beam base plate is overlapped on bridge abutment, by pin near one end of elevated bridge
Connection, it is to avoid between the two because of sedimentation faulting of slab ends that measures of foundation treatment difference causes, 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 the flat of circuit F rails with low
Along transition.
(2) armored concrete support rail beam adopt reinforced concrete soil scene one-piece casting, 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, tie
Structure reliability is high.
(3) pile foundation bearing structure is made using reinforced concrete bored pile, deeply reliability supporting course, and roadbed occurs one
Produce between fixed sedimentation and armored concrete support rail beam when coming to nothing, pile foundation bearing structure still can bear negative friction and provide compared with
Strong bearing capacity, it is to avoid the wayward differential settlement for causing of foundation stabilization quality is to support rail beam vertical and horizontal rigidity
Affect, with stronger longitudinal, vertical and lateral stability, enhance structure overall security.
(4) pile foundation bearing structure control settlement effect of the present utility model preferably, therefore can reduce cutting bedding and change and fill out thickness
Degree, need to only meet the requirement of basic replacement thickness, can investment reduction, the reduction of erection time, with obvious technology and economic advantages.
Description of the drawings
Fig. 1 is schematic longitudinal section of the present utility model；
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 armored concrete support rail beam base plate is overlapped on the floor map on bridge abutment in this utility model；
Fig. 5 is the cross-sectional view of pin in this 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 enforcement
Example, is further elaborated to this utility model.It should be appreciated that specific embodiment described herein is only to explain
This utility model, is not used to limit this utility model.Additionally, institute in this utility model disclosed below each embodiment
As long as the technical characteristic being related to does not constitute conflict each other and can just 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 to 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,
The pile foundation bearing structure 3 is provided with many, is vertically arranged per pile foundation bearing structure 3 described in root, and per root
Accept the armored concrete support rail beam base plate 2 in the top of the pile foundation bearing structure 3；
Accept the reinforced concrete beam type structure 1, and the stake in the top of the armored concrete support rail beam base plate 2
The top of base bearing structure 3 is embedded in the armored concrete support rail beam base plate 2 and is just connect with which, the armored concrete support rail beam bottom
Plate 2 and 1 formed by integrally casting molding of the reinforced concrete beam type structure are so as to collectively forming armored concrete support rail beam 9；
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 that the 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；
Stretch in supporting course 6, with weakness through after the soft stratum 5 lower end per pile foundation bearing structure 3 described in root
When stratum 5 produces sedimentation, the pile foundation bearing structure 3 can bear negative friction, so as to carry to reinforcing bar armored concrete support rail beam 9
For stable bearing capacity, in case the differential settlement of support rail beam both sides backfill filler 4 reduces the perpendicular of armored concrete support rail beam 9
To the adverse effect that, vertical and horizontal rigidity is produced；
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 abutted 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 is set away from the side of the headwall 13
It is equipped with the second weathering 18.
Further, the pile foundation bearing structure 3 is cast-in-situ bored pile, and the armored concrete support rail beam bottom is stretched on its top
In plate 2 and the steel reinforcement cage of cast-in-situ bored pile is also stretched in the armored concrete support rail beam base plate 2, stake described in all these
Base bearing structure 3 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
Wear-resisting sliding layer 16 is provided between abutment 12.
Further, the pin 15 includes pre-buried connection reinforcing bar 15.1, Colophonium hemp cut 15.2 and stainless steel sleeve pipe 15.3, institute
State pre-buried connection reinforcing bar 15.1 to be located in the stainless steel sleeve pipe 15.3 and the Colophonium hemp cut is fixedly installed between the two
15.2。
The structural shape can in effectively solving the low circuit of putting of low speed magnetic suspension traffic engineering it is tight to post-construction settlement of subgrade requirement
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 wayward, 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.
9 agent structure of this utility model armored concrete support rail beam adopts reinforced concrete soil scene one-piece casting, reinforcing bar
9 girder structure of concrete support rail beam to directly take on track load and track transmission magnetic-levitation train load, then will deadweight and
Upper load is passed to and its rigidly connected pile foundation bearing structure 3, and structural reliability is high.Pile foundation bearing structure 3 adopts 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, roadbed occur to produce between certain sedimentation and armored concrete support rail beam 9 when coming to nothing, and pile foundation is held
Carry structure 3 still to bear negative friction and stronger bearing capacity is provided, with stronger longitudinal, vertical and lateral stability.
2 one end of armored concrete support rail beam base plate 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 15 longitudinal direction of pin 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 is overlapped with bridge abutment 12, makes low to put circuit support rail beam and bridge
The sedimentation of 12 lap position of abutment is consistent, it is to avoid bridge abutment 12 and low putting produce between circuit support rail girder construction faulting of slab ends sedimentation；It is low
Put 2 other end of circuit armored concrete support rail beam base plate be embedded in it is stable it is low put in line construction, its sedimentation puts circuit with low
Structure is consistent, is put line construction Jing basement process and is filled after compacting sedimentation value in controlled range due to low, therefore, support rail
Sedimentation between beam two ends be located at bridge abutment 12 and it is low put between line construction, be 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 rails 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
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 causes the partial pressing of structure to destroy.
Pile foundation bearing structure control settlement effect of the present utility model preferably, therefore can reduce cutting bedding replacement thickness,
The requirement of basic replacement thickness need to only be met, can investment reduction, the reduction of erection time, with obvious technology and economic advantages.
The specific making step of this utility model is as follows：
(1) construction overhead bridge structure bridge abutment 12, pours bridge abutment body concrete, construction bridges abutment 12, backfill
12 foundation pit of bridge abutment；The positioning of pin 15 and embedded work should be performed before 12 concreting of bridge abutment；
(2) excavating cut slope side slope carries out necessary bedding according to design requirement and changes filling out, ground to designing at road bed absolute altitude
After the completion of process, by changeover portion design requirement fill it is low after platform put under circuit support rail beam geotechnique basis, geotechnique under support rail beam after platform
Basis filling construction synchronous with 12 cone of bridge abutment.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 is filled, until reinforcing bar is mixed
At solidifying 2 bottom surface absolute altitude of soil support rail beam base plate；
(3) subgrade cross section, vertical section direction construction drill bored concrete pile are in reinforced concrete floor bottom surface absolute altitude, i.e.,
Pile foundation bearing structure 3, drilled pile construction should be using the construction technologies little to filling roadbed disturbance；Reaching in cast-in-situ bored pile will
After seeking intensity, pile crown, colligation concrete floor and the connection reinforcing bar with stake are amputated by code requirement；
(4) 91 formwork erection of platform, one-time-concreting molding, before pouring are kept off to reinforced concrete supporting beam 90, convex according to design attitude
Carry out all kinds of built-in fittings such as pin 10 and the positioning with the connection reinforcing bar of pile foundation and install, concrete is removed after reaching design strength
Template；It is long to 1 merogenesis formwork erection of armored concrete support rail beam base plate 2 and reinforced concrete beam type structure according to design section, once pour
Type is built up, the positioning of all kinds of built-in fittings such as pin 10, sleeper pedestal connection reinforcing bar, water conservancy diversion rail bearing built-in fitting etc. before pouring, is carried out
With installation；
(5) wear-resisting sliding layer is laid with the overlap joint of bridge abutment 12 on bridge abutment 12 in armored concrete support rail beam 9
16, formwork erection, and one-time-concreting base plate and girder structure concrete are carried out using integral mold plate to armored concrete support rail beam 9, is poured
The positioning of built-in fitting (sleeper pedestal connection reinforcing bar, water conservancy diversion rail bearing built-in fitting etc.) is carried out before building and is installed；
(6) each part concrete distinguishes form removal after reaching design strength, and construction is low to put circuit armored concrete support rail
Beam 9 and 12 joint both sides headwall 13 of bridge abutment, headwall 13 are constructed using concrete one-piece casting, wait 13 concrete of headwall to reach
The form removal to after design strength, then by the low backfill layer for putting circuit graded broken stone top surface of design requirement construction, confining bed, phase
Auxiliary construction is closed, by 12 cone top surface confining bed of design and construction bridge abutment etc., slope construction protection, drainage system etc..
(7) 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
To limit this utility model, all any modifications made within spirit of the present utility model and principle, equivalent and change
Enter, should be included within protection domain of the present utility model.
Claims (5)
1. medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure, it is characterised in that hold 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,
The pile foundation bearing structure is provided with many, is vertically arranged per pile foundation bearing structure described in root, and per stake described in root
The armored concrete support rail beam base plate is accepted in the top of base bearing structure；
The reinforced concrete beam type structure is accepted on the top of the armored concrete support rail beam base plate, and the pile foundation is carried
The top of structure is embedded in the armored concrete support rail beam base plate and is just connect with which, the armored concrete support rail beam base plate with it is described
Reinforced concrete beam type structural integrity pours molding so as to collectively form armored concrete support rail beam；
The support rail beam both sides backfill filler is arranged on soft stratum, and is arranged by support rail beam both sides backfill filler
There is the first gutter, first gutter is provided with the first weathering away from the side that the support rail beam both sides backfill filler；
The armored concrete support rail beam base plate is located in support rail beam both sides backfill filler；
Lower end per pile foundation bearing structure described in root is stretched in supporting course through after the soft stratum, to produce in soft stratum
During sedimentation, the pile foundation bearing structure can bear negative friction, so as to provide stable holding to reinforcing bar armored concrete support rail beam
Power is carried, in case the differential settlement of support rail beam both sides backfill filler reduces vertical, the vertical and horizontal of armored concrete support rail beam
The adverse effect that rigidity is produced；
One end of the armored concrete support rail beam base plate is overlapped on the bridge abutment, and both are released by pin connection
Longitudinal restraint is put, 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 headwall, and
And the headwall per side is abutted with the support rail beam both sides backfill filler of respective side respectively, for the gear shield support rail beam both sides
Backfill filler；
The second gutter is provided with by the headwall, second gutter is provided with the second draining away from the side of the headwall
Slope.
2. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev single line excavation location according to claim 1, its
It is characterised by, the pile foundation bearing structure is cast-in-situ bored pile, and its top is stretched in the armored concrete support rail beam base plate simultaneously
And the steel reinforcement cage of cast-in-situ bored pile is also stretched in the armored concrete support rail beam base plate.
3. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev single line excavation location according to claim 1, its
It is characterised by, pile foundation bearing structure described in all these is arranged in ranks.
4. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev single line excavation location according to claim 1, its
It is characterised by, the armored concrete support rail beam base plate is overlapped between one end of the bridge abutment and the bridge abutment and sets
It is equipped with wear-resisting sliding layer.
5. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev single line excavation location according to claim 1, its
It is characterised by, the pin includes pre-buried connection reinforcing bar, Colophonium hemp cut and stainless steel sleeve pipe, the pre-buried connection reinforcing bar is located at institute
State in stainless steel sleeve pipe and the Colophonium hemp cut is fixedly installed between the two.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621057107.0U CN206127741U (en) | 2016-09-15 | 2016-09-15 | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621057107.0U CN206127741U (en) | 2016-09-15 | 2016-09-15 | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206127741U true CN206127741U (en) | 2017-04-26 |
Family
ID=58569258
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621057107.0U Withdrawn - After Issue CN206127741U (en) | 2016-09-15 | 2016-09-15 | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206127741U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2016
- 2016-09-15 CN CN201621057107.0U patent/CN206127741U/en not_active Withdrawn - After Issue
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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 | |
| CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof 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 | |
| CN106400615B (en) | Medium-and low-speed maglev single line excavation location independence pier stud 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 | |
| CN206127744U (en) | Moderate -low speed magnetic levitation single line excavation location supporting beam of pile foundation formula support rail roof beam transition section structure | |
| CN206157478U (en) | Moderate -low speed magnetic levitation double -line excavation location supporting beam of pile foundation formula support rail roof 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 | |
| CN206127757U (en) | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills | |
| CN206157481U (en) | Compound framing type support rail roof beam transition section structure of moderate -low speed magnetic levitation double -line excavation location pile foundation | |
| CN206127759U (en) | Moderate -low speed magnetic levitation double -line location detached pier column type support rail roof beam transition section structure that fills | |
| CN206157482U (en) | Moderate -low speed magnetic levitation double -line location pile foundation combined type 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 | |
| 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 | |
| CN106283946B (en) | The compound framing type support rail beam transition section structure of medium-and low-speed maglev two-wire excavation location pile foundation | |
| CN106283973B (en) | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail 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 | |
| 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 | |
| CN106436496B (en) | Medium-and low-speed maglev single line embankment location pile foundation combined type support rail beam transition section structure | |
| CN206219912U (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail 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 | |
| CN206157496U (en) | Moderate -low speed magnetic levitation traffic engineering single line location pile foundation combined type support rail girder construction of filling | |
| CN206157494U (en) | Moderate -low speed magnetic levitation traffic engineering single line excavation location supporting beam of pile foundation formula support rail girder construction | |
| CN206157480U (en) | Moderate -low speed magnetic levitation traffic engineering double -line excavation location pile foundation combined type support rail girder construction | |
| CN106283938B (en) | The compound framing type support rail girder construction of medium-and low-speed maglev two-wire excavation location pile foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20170426 Effective date of abandoning: 20171114 |
|
| AV01 | Patent right actively abandoned |