CN106283973B - Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure - Google Patents
Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure Download PDFInfo
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- CN106283973B CN106283973B CN201610826330.5A CN201610826330A CN106283973B CN 106283973 B CN106283973 B CN 106283973B CN 201610826330 A CN201610826330 A CN 201610826330A CN 106283973 B CN106283973 B CN 106283973B
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- support rail
- rail beam
- armored concrete
- bottom plate
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B25/00—Tracks for special kinds of railways
- E01B25/30—Tracks for magnetic suspension or levitation vehicles
- E01B25/305—Rails or supporting constructions
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B1/00—Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
- E01B1/008—Drainage of track
-
- 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
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/08—Deep or vertical foundation
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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
Line technology field is put the invention belongs to middle low speed magnetic suspension traffic engineering is low, and disclose medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure, the armored concrete support rail beam bottom plate is accepted including pile foundation bearing structure, armored concrete support rail beam bottom plate, two placing of reinforcement concrete beam-type structures, support rail beam both sides backfill filler, bridge abutment and headwall, the top of pile foundation bearing structure；Accept the reinforced concrete beam type structure in the top of armored concrete support rail beam bottom plate；The first gutter is provided with by support rail beam both sides backfill filler, the first gutter is provided with the first weathering described in the side away from support rail beam both sides backfill filler.Long-time stability of the present invention are more preferable, both the high request to the deformation of support rail girder construction and settlement after construction had been met, meet the requirement of the controllability of bedding long-time stability, durability and construction quality again, effectively realize magnetic suspension elevated structure and the low smoothly transition for putting line transition section F rails.
Description
Technical field
Line technology field is put the invention belongs to middle low speed magnetic suspension traffic engineering is low, more particularly, to middle low speed magnetic
Floating traffic engineering 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 minority.The middle low speed magnetic suspension railway business that only in March, 2005, Japan's construction was opened at present is transported
The middle low speed magnetic suspension railway business operating line that line-the East Hillside Line and in June, 2014, South Korea opened.And the middle low speed of China
Magnetic suspension traffic only has 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 with
Using.
In wheel rail high speed railway, substantial amounts of bridge changeover portion roadbed be present, high-speed railway changeover portion roadbed uses mostly
Trapezium structure, cement stabilized graded macabam is employed in trapezoidal scope and is filled, and employ the compacting higher than non-changeover portion roadbed
It is required that.During built high-speed railway operation, bridge transition segment limit, non-fragment orbit protuberance, gap, grout often occurs
Etc. disease.The reason for this disease, it is due to that changeover portion roadbed is still earth structure by rock and soil constitution mostly, changeover portion
It after roadbed is laid a railway track, still can occur necessarily to settle, poor (the specification permission settlement after construction of certain settlement after construction be present with bridge abutment
Difference is not more than 5mm), because high-speed railway uses seamless track steel rail, allow in specification within the scope of settlement after construction difference, 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 to be spliced by a short rail successively using fishplate bar scene, and are left between rail
Seam, meet the ride comfort of the F rails of magnetic-levitation train even running requirement, to lean on works under rail to ensure substantially.It is low to put circuit location,
Basis is the earth structure by rock and soil constitution under support rail beam, is influenceed by factors such as landform, geological conditions, 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, generation settlement after construction is poor, and low circuit of putting differential settlement occurs with bridge abutment position, necessarily affects
The ride comfort of F rails, in some instances it may even be possible to the problems such as causing F rails generation faulting of slab ends, deform, when serious, the normal fortune of maglev vehicle will be influenceed
Battalion.
The content of the invention
For the disadvantages described above or Improvement requirement of prior art, the invention provides the digging of medium-and low-speed maglev traffic engineering two-wire
Square location independence pier stud type support rail beam transition section structure, the structure should meet elevated structure and the low rigidity put between circuit with
Transition is settled, ensures magnetic suspension traffic engineering elevated structure and the low ride comfort requirement for putting line transition section F rails, meets magnetic again
The low intensity for putting line transition section sub-rail foundation of floating traffic engineering, long-time stability requirement, and construction quality controllability is strong.
To achieve the above object, the invention provides medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type to hold
Beam-and-rail transition section structure, it is characterised in that including pile foundation bearing structure, armored concrete support rail beam bottom plate, two placing of reinforcement coagulations
Native girder structure, support rail beam both sides backfill filler, bridge abutment and headwall, wherein,
The pile foundation bearing structure is provided with more, and the every pile foundation bearing structure is vertically arranged, and every institute
Accept the armored concrete support rail beam bottom plate in the top for stating pile foundation bearing structure；
Reinforced concrete beam type structure described in two rows is accepted at the top of the armored concrete support rail beam bottom plate, and described
The top of pile foundation bearing structure is embedded in the armored concrete support rail beam bottom plate and its rigid connection, the armored concrete support rail beam bottom
Plate is with often arranging the reinforced concrete beam type structure difference formed by integrally casting shaping, so as to collectively form armored concrete support rail beam；
Wired weathering section be set between reinforced concrete beam type structure described in two rows, and weathering section has between the line
Cross fall and head fall, for by current introduce two adjacent sections armored concrete support rail beam bottom 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, side of first gutter away from support rail beam both sides backfill filler is provided with the first draining
Slope；
The armored concrete support rail beam bottom plate is located in support rail beam both sides backfill filler；
The lower end of the every pile foundation bearing structure is stretched into supporting course after passing through the soft stratum, with soft stratum
When producing sedimentation, the pile foundation bearing structure can bear negative friction, stable so as to be provided to reinforcing bar armored concrete support rail beam
Bearing capacity, to prevent support rail beam both sides backfill filler differential settlement reduce armored concrete support rail beam it is vertical, longitudinal direction and
Adversely affected caused by lateral stiffness；
One end of the armored concrete support rail beam bottom 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 bottom plate is overlapped on the bridge abutment set the end respectively
Wall, and the headwall per side is 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, the side of second gutter away from the headwall is provided with second
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
Plate is interior and the steel reinforcement cage of cast-in-situ bored pile is also stretched into the armored concrete support rail beam bottom plate.
Preferably, all these described pile foundation bearing structures are arranged in ranks.
Preferably, the cross fall of weathering section is 3%~5% between the line, and head fall is not less than 2 ‰.
Preferably, the armored concrete support rail beam bottom 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.
In general, by the contemplated above technical scheme of the present invention compared with prior art, it can obtain down and show
Beneficial effect：
(1) armored concrete support rail beam bottom plate is overlapped on bridge abutment close to one end of elevated bridge, passes through pin
Connection, avoid and settle faulting of slab ends caused by measures of foundation treatment difference between the two, it is ensured that magnetic float F rails 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 uses 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, knot
Structure reliability is high.
(3) pile foundation bearing structure of the invention is goed deep into supporting course, when roadbed produces certain sedimentation, pile foundation bearing structure according to
Can so negative friction be born and stronger bearing capacity is provided, it is uneven heavy caused by foundation stabilization quality is whard to control to avoid
Influence to support rail beam vertical and horizontal rigidity is dropped, and structure vertical cross stiffness and structural reliability are more excellent.
(4) pile foundation bearing structure control settlement effect of the invention is preferable, therefore can reduce cutting bedding replacement thickness, only
The requirement of basic replacement thickness need to be met, can investment reduction, shorten the duration, there are obvious technology and economic advantages.
(5) while by two placing of reinforcement concrete beam-type structures of two-wire by armored concrete support rail beam floor combination one
Rise, the lateral stiffness of reinforced concrete beam type structure can be effectively increased, left and right two is saved reinforced concrete beam type structure and be placed in
On rigidity identical armored concrete support rail beam bottom plate, the lateral stability of reinforced concrete beam type structure can be effectively increased,
The relative settlement between reinforced concrete beam type structure is controlled, reduces the differential settlement between gauge, is also beneficial to the maintenance during operation
With maintenance, measure is simple, easily construction, cost province, effect is good.
Brief description of the drawings
Fig. 1 is schematic longitudinal section of the present invention；
Fig. 2 is along the profile of I-I line in Fig. 1；
Fig. 3 is along the profile of II-II line in Fig. 1；
Fig. 4 is that armored concrete support rail beam bottom plate is overlapped on the floor map on bridge abutment in the present invention；
Fig. 5 is the cross-sectional view of pin in the present invention.
Embodiment
In order to make the purpose , technical scheme and advantage of the present invention be clearer, it is right below in conjunction with drawings and Examples
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.As long as in addition, technical characteristic involved in each embodiment of invention described below
Conflict can is not formed each other to be mutually combined.
1~Fig. 5 of reference picture, medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam changeover portion knot
Structure, including pile foundation bearing structure 3, armored concrete support rail beam bottom plate 2, two placing of reinforcement concrete beam-type structures 1, support rail beam both sides
Filler 4, bridge abutment 12 and headwall 13 are backfilled, wherein,
The pile foundation bearing structure 3 is provided with more, and the every pile foundation bearing structure 3 is vertically arranged, and every
Accept the armored concrete support rail beam bottom plate 2 in the top of the pile foundation bearing structure 3；
Accept reinforced concrete beam type structure 1 described in two rows, and institute in the top of the armored concrete support rail beam bottom plate 2
The top for stating pile foundation bearing structure 3 is embedded in the armored concrete support rail beam bottom plate 2 and its rigid connection, the armored concrete support rail
Beam bottom plate 2 is molded with often arranging the formed by integrally casting of reinforced concrete beam type structure 1, so as to collectively form armored concrete support rail beam
9；
Wired weathering section be set between reinforced concrete beam type structure 1 described in two rows, and weathering section has between the line
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 bottom plate 2
And then current are discharged；The cross fall of weathering section is 3%~5%, more preferably 4% between the line, weathering section between 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, side of first gutter 7 away from support rail beam both sides backfill filler 4 is provided with the
One weathering 8；
The armored concrete support rail beam bottom plate 2 is located in support rail beam both sides backfill filler 4；
The lower end of the every pile foundation bearing structure 3 is stretched into supporting course 6 after passing through the soft stratum 5, with weakness
When stratum 5 produces sedimentation, the pile foundation bearing structure 3 can bear negative friction, so as to be carried to reinforcing bar armored concrete support rail beam 9
For stable bearing capacity, the differential settlement to prevent support rail beam both sides backfill filler 4 reduces the perpendicular of armored concrete support rail beam 9
To adverse effect caused by, vertical and horizontal rigidity；
One end of the armored concrete support rail beam bottom plate 2 is overlapped on the bridge abutment 12, and both pass through pin
15 Connection Release longitudinal restraints are followed closely, and limit lateral displacement；
The both sides of one end that the armored concrete support rail beam bottom plate 2 is overlapped on the bridge abutment 12 set described respectively
Headwall 13, and the headwall 13 per side is abutted with the support rail beam both sides backfill filler 4 of respective side respectively, and institute is protected for gear
State support rail beam both sides backfill filler 4；
The second gutter 17 is provided with by the headwall 13, side of second gutter 17 away from the headwall 13 is set
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
Plate 2 is interior and the steel reinforcement cage of cast-in-situ bored pile is also stretched into the armored concrete support rail beam bottom plate 2, all these described stakes
Base bearing structure 3 is arranged in ranks.
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, taking traditional cutting to excavate, replacement thickness engineering caused greatly is huge, investment is big, long in time limit, and backfill filler construction
Quality is whard to control, bedding long-time stability and the problem of poor durability, and low the reliable of circuit support rail girder construction is put so as to improve
Degree, reduce engineering risk.
The agent structure of armored concrete support rail beam 9 of the present invention uses reinforced concrete soil scene one-piece casting, reinforced concrete
The native girder structure of support rail beam 9, then will deadweight and top directly taking on the magnetic-levitation train load of track load and track transmission
Load passes to high with its rigidly connected pile foundation bearing structure 3, structural reliability.Pile foundation bearing structure 3 uses reinforced concrete
Earth boring auger hole pouring pile is made, 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
Go deep into reliable supporting course 8, when generation is come to nothing between the certain sedimentation of embankment generation and armored concrete support rail beam 9, pile foundation carrying is tied
Structure 3 can still bear negative friction and provide stronger bearing capacity, have stronger longitudinal, vertical and lateral stability.Two lines
Reinforced concrete beam type structure is connected by sharing bottom plate, further increases the lateral stiffness and stability of structure.
One end of armored concrete support rail beam bottom plate 2 of armored concrete support rail beam 9 is overlapped on bridge abutment 12, and the two is logical
Cross pin 15 to connect, the releasable temperature stress in the longitudinal direction of pin 15, realize support rail beam stretching in longitudinal direction, laterally limit support rail beam
Displacement, improve 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, avoids bridge abutment 12 and low generation faulting of slab ends sedimentation between putting circuit support rail girder construction；It is low
Put the other end of circuit armored concrete support rail beam bottom plate 2 be embedded in it is stable it is low put in line construction, it is settled 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 both ends be located at bridge abutment 12 and it is low put line construction between, 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 bottom plate 2 and bridge abutment 12, passes through 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 that bridge abutment 12 is transferred to magnetic-levitation train plays cushioning effect, it also avoid support rail beam and bridge abutment
Abrasion and stress concentration between 12 cause the partial pressing of structure to destroy.
Specific making step of the invention is as follows：
(1) construction overhead bridge structure abutment, bridge abutment body concrete is poured, abutment of constructing, backfills abutment foundation foundation ditch；
The positioning of pin and embedded work should be performed before abutment concreting；
(2) excavating cut slope side slope is changed according to the necessary bedding of design requirement progress and filled out to designing at road bed absolute altitude；Ground
After the completion of processing, by changeover portion design requirement fill it is low after platform put geotechnique basis under circuit support rail beam, geotechnique under support rail beam after platform
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 fill, and next layer fills after detection meets the requirements and fills last layer again, until armored concrete is held
At the absolute altitude of beam-and-rail bottom plate bottom surface；
(3) in armored concrete support rail beam bottom plate bottom surface, absolute altitude is in subgrade cross section, vertical section direction construction drill fills
Stake, i.e. pile foundation bearing structure 3 are noted, drilled pile construction should use the construction technology small to filling roadbed disturbance；In drill-pouring
After stake reaches desired strength, pile crown, assembling reinforcement concrete support rail beam bottom plate 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, using entirety
Template carries out formwork erection to armored concrete support rail beam, and each part concrete reaches after design strength form removal respectively, according to setting
Meter section is long to joist, convex block machine, armored concrete support rail beam bottom plate 2 and the merogenesis formwork erection of reinforced concrete beam type structure 1, steel
Face is backfilled between reinforced concrete beam type structure to make intilted weathering and carry out top layer waterproof by design requirement, completes pin
The installation of 15 grade built-in fittings, one-time-concreting shaping, all kinds of built-in fittings such as sleeper pedestal connection reinforcing bar, water conservancy diversion rail branch are carried out before pouring
The positioning and installation of seat built-in fitting etc.；
(5) wear-resisting sliding layer is laid on bridge abutment 12 in armored concrete support rail beam 9 and the overlap joint of bridge abutment 12
16, formwork erection, and one-time-concreting armored concrete support rail beam bottom plate and steel are carried out to armored concrete support rail beam 9 using integral mold plate
Reinforced concrete support rail beam girder structure concrete, built-in fitting is carried out before pouring, and (sleeper pedestal connection reinforcing bar, water conservancy diversion rail bearing are pre-buried
Part etc.) positioning and installation；
(6) 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, wait the concrete of headwall 13 to reach form removal after design strength, then put circuit graded broken stone top by design requirement construction is low
Backfill layer, confining bed, the associated satellite structures in face, by design and construction cone top surface confining bed of bridge abutment 12 etc., side of constructing
Slope 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 and construction of associated satellite engineering, construction finishes
Afterwards.
As it will be easily appreciated by one skilled in the art that the foregoing is merely illustrative of the preferred embodiments of the present invention, not to
The limitation present invention, all any modification, equivalent and improvement made within the spirit and principles of the invention etc., all should be included
Within protection scope of the present invention.
Claims (6)
1. medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure, it is characterised in that bag
Include pile foundation bearing structure, armored concrete support rail beam bottom plate, two placing of reinforcement concrete beam-type structures, support rail beam both sides are filled out
Material, bridge abutment and headwall, wherein,
The pile foundation bearing structure is provided with more, and the every pile foundation bearing structure is vertically arranged, and the every stake
Accept the armored concrete support rail beam bottom plate 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 bottom plate, and the pile foundation carries
The top of structure is embedded in the armored concrete support rail beam bottom plate and its rigid connection, the armored concrete support rail beam bottom plate with it is described
Reinforced concrete beam type structural integrity pouring molding is so as to collectively forming armored concrete support rail beam；
Wired weathering section be set between reinforced concrete beam type structure described in two rows, and weathering section has laterally between the line
The gradient and head fall, for current are introduced into two adjacent sections armored concrete support rail beam bottom plate internode expansion joint and then by water
Stream discharge；
The support rail beam both sides backfill filler is arranged on soft stratum, and is set by support rail beam both sides backfill filler
There is the first gutter, side of first gutter away from support rail beam both sides backfill filler is provided with the first weathering；
The armored concrete support rail beam bottom plate is located in support rail beam both sides backfill filler；
The lower end of the every pile foundation bearing structure is stretched into supporting course after passing through the soft stratum, to be produced in soft stratum
During sedimentation, the pile foundation bearing structure can bear negative friction, so as to provide stable hold to reinforcing bar armored concrete support rail beam
Power is carried, vertical, the vertical and horizontal of armored concrete support rail beam are reduced to prevent the differential settlement of support rail beam both sides backfill filler
Adversely affected caused by rigidity；
One end of the armored concrete support rail beam bottom plate is overlapped on the bridge abutment, and both are discharged by pin and indulged
To constraint, and limit lateral displacement；
The both sides of one end that the armored concrete support rail beam bottom plate is overlapped on the bridge abutment set the headwall respectively, and
And the headwall per side is abutted with the support rail beam both sides backfill filler of respective side respectively, and the support rail beam both sides are protected for gear
Backfill filler；
The second gutter is provided with by the headwall, the side of second gutter away from the headwall is provided with the second draining
Slope.
2. independence pier stud type support rail beam changeover portion in medium-and low-speed maglev traffic engineering two-wire excavation location according to claim 1
Structure, it is characterised in that the pile foundation bearing structure is cast-in-situ bored pile, and the armored concrete support rail beam bottom is stretched on its top
Plate is interior and the steel reinforcement cage of cast-in-situ bored pile is also stretched into the armored concrete support rail beam bottom plate.
3. independence pier stud type support rail beam changeover portion in medium-and low-speed maglev traffic engineering two-wire excavation location according to claim 1
Structure, it is characterised in that all these described pile foundation bearing structures are arranged in ranks.
4. independence pier stud type support rail beam changeover portion in medium-and low-speed maglev traffic engineering two-wire excavation location according to claim 1
Structure, it is characterised in that the cross fall of weathering section is 3%~5% between the line, and head fall is not less than 2 ‰.
5. independence pier stud type support rail beam changeover portion in medium-and low-speed maglev traffic engineering two-wire excavation location according to claim 1
Structure, it is characterised in that the armored concrete support rail beam bottom plate is overlapped on one end of the bridge abutment and the bridge bridge
Wear-resisting sliding layer is provided between platform.
6. independence pier stud type support rail beam changeover portion in medium-and low-speed maglev traffic engineering two-wire excavation location according to claim 1
Structure, it is characterised in that the pin includes pre-buried connection reinforcing bar, pitch hemp cut and stainless steel sleeve pipe, the pre-buried connection steel
Muscle is located in the stainless steel sleeve pipe and the pitch hemp cut is fixedly installed between the two.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610826330.5A CN106283973B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure |
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|---|---|---|---|
| CN201610826330.5A CN106283973B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure |
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| CN106283973A CN106283973A (en) | 2017-01-04 |
| CN106283973B true CN106283973B (en) | 2017-11-14 |
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| CN107642010A (en) * | 2017-11-06 | 2018-01-30 | 中国铁路设计集团有限公司 | Medium-and low-speed maglev traffic system straightway support rail beam |
| CN111535077A (en) * | 2020-05-14 | 2020-08-14 | 中国铁路经济规划研究院有限公司 | Box type roadbed and bridge transition structure and corresponding construction method thereof |
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| CN101691724A (en) * | 2009-09-17 | 2010-04-07 | 西南交通大学 | Liquefied soil foundation quake-proof road-bridge transition section structure of ballastless track of high-speed railway |
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| CN105887587B (en) * | 2016-04-29 | 2017-06-13 | 中铁第四勘察设计院集团有限公司 | A kind of low circuit switch area of putting of medium-and low-speed maglev is with non-switch area transition section structure |
| CN205557205U (en) * | 2016-04-29 | 2016-09-07 | 中铁第四勘察设计院集团有限公司 | Low circuit switch area NOT AND switch area changeover portion structure of putting of moderate -low speed magnetic levitation |
| CN206127758U (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 traffic engineering double -line excavation location detached pier column type support rail roof beam transition section structure |
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2016
- 2016-09-15 CN CN201610826330.5A patent/CN106283973B/en not_active Expired - Fee Related
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| CN106283973A (en) | 2017-01-04 |
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