CN106283957A - Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure - Google Patents
Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure Download PDFInfo
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- CN106283957A CN106283957A CN201610826232.1A CN201610826232A CN106283957A CN 106283957 A CN106283957 A CN 106283957A CN 201610826232 A CN201610826232 A CN 201610826232A CN 106283957 A CN106283957 A CN 106283957A
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- support rail
- rail beam
- pile foundation
- base plate
- armored concrete
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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
- E01B2/00—General structure of permanent way
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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
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
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- 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
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention belongs to that middle low speed magnetic suspension traffic engineering is low puts Line technology field, and disclose medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure, including pile foundation carrying structure, reinforced concrete supporting beam, two placing of reinforcement concrete support rail beam base plates, two placing of reinforcement concrete beam-type structures, support rail beam both sides backfill filler, bridge abutment and headwall, described reinforced concrete supporting beam is accepted on the top of pile foundation carrying structure；Described reinforced concrete beam type structure is accepted on the top of armored concrete support rail beam base plate；Being provided with first row ditch by support rail beam both sides backfill filler, gutter is provided with weathering away from described in the side of support rail beam both sides backfill filler.Long-time stability of the present invention are more preferable, both met the deformation of support rail girder construction and the high request of settlement after construction, meet again the requirement of the controllability of bedding long-time stability, durability and construction quality, effectively realize magnetic suspension elevated structure and the low smoothly transition putting line transition section F rail.
Description
Technical field
The invention belongs to that middle low speed magnetic suspension traffic engineering is low puts Line technology field, more particularly, to middle low speed magnetic
Floating 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
Open the circuit minority especially of operation.The middle low speed magnetic suspension railway business fortune that the most only in March, 2005, Japan's construction was opened
The middle low speed magnetic suspension railway business operating line that line-the East Hillside Line and in June, 2014, Korea S opened.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 put in terms of line transition segment structure and
Application.
In wheel rail high speed railway, there is substantial amounts of bridge changeover portion roadbed, high-speed railway changeover portion roadbed uses mostly
Trapezium structure, have employed cement stabilized graded macabam in trapezoidal scope and fills, and have employed than the non-higher compacting of changeover portion roadbed
Requirement.During built high-speed railway operation, bridge changeover portion scope, often there is non-fragment orbit protuberance, gap, grout
Etc. disease.The reason of this disease, is owing to 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), owing to high-speed railway uses seamless track steel rail, in the range of specification allows settlement after construction difference, have no effect on
Normal operation, but the diseases such as non-fragment orbit protuberance, gap, grout can be caused, need timely repair and maintenance.
The F rail of medium-and low-speed maglev traffic line is to be used fishplate bar scene to be spliced 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 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 the factor such as landform, geological conditions, and quality is the most easily-controllable
System, is easily generated differential settlement under load and various factor of natural environment effect, can occur unavoidably and elevated structure bridge bridge
The settlement after construction that platform is inconsistent, produces settlement after construction poor, and low circuit of putting occurs in that differential settlement with bridge abutment position, necessarily affects
The ride comfort of F rail, in some instances it may even be possible to cause F rail to produce the problem such as faulting of slab ends, deformation, time serious, will affect the normal fortune of maglev vehicle
Battalion.
Summary of the invention
For disadvantages described above or the Improvement requirement of prior art, the invention provides medium-and low-speed maglev two-wire excavation location stake
Base beam framing type support rail beam transition section structure, 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 putting line transition section F rail, meet again magnetic floating traffic engineering low
Put the intensity of line transition section sub rail foundation, long-time stability requirement, and construction quality controllability is strong.
For achieving the above object, the invention provides medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam
Transition section structure, it is characterised in that include at the bottom of pile foundation carrying structure, reinforced concrete supporting beam, two placing of reinforcement concrete support rail beams
Plate, two placing of reinforcement concrete beam-type structures, support rail beam both sides backfill filler, bridge abutment and headwall, wherein,
Described pile foundation carrying structure is provided with many, and every described pile foundation carrying structure is all vertically arranged, and every institute
Described reinforced concrete supporting beam is all accepted on the top stating pile foundation carrying structure；
Reinforced beam described in a corresponding row is accepted at the top often arranging described armored concrete support rail beam base plate respectively
Formula structure；
Described reinforced concrete beam type structure is accepted on the top of described armored concrete support rail beam base plate；
The top of described pile foundation carrying structure embeds described reinforced concrete supporting beam and just connects with it, described armored concrete torr
Beam has just connect with described armored concrete support rail beam base plate or has overlapped, described armored concrete support rail beam base plate and described reinforced concrete
Soil girder structure formed by integrally casting molding thus collectively form armored concrete support rail beam；
Described in two rows, between armored concrete support rail beam base plate, filler between support rail beam is set；
Described reinforced concrete supporting beam both sides are provided with for limiting described armored concrete support rail beam base plate lateral displacement
Convex gear platform；
Arranging wired weathering section described in two rows between reinforced concrete beam type structure, between described line, weathering section has
Cross fall and head fall, for current are introduced two adjacent sections armored concrete support rail beam base plate internode expansion joint and then
Current are discharged；
Described support rail beam both sides backfill filler is arranged on soft stratum, and by described support rail beam both sides backfill filler
Being provided with first row ditch, described first row ditch is provided with the first draining away from the side of described support rail beam both sides backfill filler
Slope；
Described armored concrete support rail beam base plate is positioned at described support rail beam both sides backfill filler；
The lower end of every described pile foundation carrying structure is stretched in supporting course, with at soft stratum after described soft stratum
When producing sedimentation, described pile foundation carrying structure can bear negative friction, thus provides stable to concrete-steel reinforced concrete support rail beam
Bearing capacity, in case the differential settlement of support rail beam both sides backfill filler reduce armored concrete support rail beam vertical, longitudinally and
Lateral stiffness；
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 backfills filler with the support rail beam both sides of respective side respectively and abuts, and protects described support rail for gear
Beam both sides backfill filler；
Being provided with second row ditch by described headwall, described second row ditch is provided with second away from the side of described headwall
Weathering.
Preferably, described pile foundation carrying structure is cast-in-situ bored pile, and joist has just connect with support rail beam base plate or overlapped, with pile foundation
Carrying structure just connects.Position joist at support rail beam internode seam uses pin overlap joint with support rail beam base plate, and remaining position uses just
Connect.
Preferably, pile foundation carrying structure described in all these is ranks arrangements.
Preferably, between described line, the cross fall of weathering section is 3%～5%, and head fall is not less than 2 ‰.
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, Colophonium hemp cut and rustless steel sleeve pipe, described pre-buried connection reinforcing bar
It is positioned at described rustless steel sleeve pipe and is fixedly installed described Colophonium hemp cut between the two.
In general, by the contemplated above technical scheme of the present invention compared with prior art, it is possible to show under acquirement
Benefit effect:
(1) the armored concrete support rail beam base plate of the present invention, reinforced concrete beam type structure all use armored concrete existing
Field one-piece casting, the two composition integral reinforced concrete structure is in order to directly take on track load and the magnetic-levitation train of track transmission
Load, then deadweight and upper load are passed to pile foundation rigidly connected with it carrying structure, structural reliability is high.
(2) the pile foundation carrying structure of the present invention is goed deep in supporting course, and roadbed produces when necessarily settling, and pile foundation carrying structure depends on
So can bear negative friction and stronger bearing capacity is provided, it is to avoid that causes because foundation stabilization quality is wayward is uneven heavy
The fall impact on support rail beam vertical and horizontal rigidity, structure vertical cross stiffness is more excellent.
(3) the pile foundation carrying structure control effect of settling of the present invention is preferable, 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.
(4) reinforced concrete supporting beam that pile foundation carrying structure and reinforced concrete floor are arranged, can be greatly reduced pile foundation
The stress concentration phenomenon of armored concrete support rail beam base plate at carrying structure；Further, since the lateral connection effect of joist, also increase
Add lateral stiffness and the ability of opposing differential settlement deformation of structure, the quantity of transverse pile foundation can have been reduced, reduce investment.
(5) armored concrete support rail beam base plate is overlapped on bridge abutment near one end of elevated bridge, passes through 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 realizes magnetic suspension traffic engineering elevated structure and puts line transition section F with low
The smoothly transition of rail.
(6) i.e. divide two rows to arrange by framing type setting armored concrete support rail beam base plate, can avoid making at train load
It is in multi-direction bending deformation and complex stress condition, for the support rail increasingly complex compared to tradition stress with lower support rail beam base plate
Buckling deformation can be reduced on support rail beam base plate and the impact of top girder structure.
Accompanying drawing explanation
Fig. 1 is schematic longitudinal section of the present invention；
Fig. 2 is the generalized section in Fig. 1 along I-I line；
Fig. 3 is the generalized section 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 that pile foundation joist of the present invention has just connect connection diagram with armored concrete support rail beam base plate.
Fig. 6 is that pile foundation joist of the present invention overlaps connection diagram with armored concrete support rail beam base plate.
Fig. 7 is the cross sectional representation of pin in the present invention.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, right
The present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, and
It is not used in the restriction present invention.If additionally, technical characteristic involved 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. 7, medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure, bag
Include pile foundation carrying structure 3, reinforced concrete supporting beam 90, two placing of reinforcement concrete support rail beam base plate 2, two placing of reinforcement concrete beam-type
Structure 1, support rail beam both sides backfill filler 4, bridge abutment 12 and headwall 13, wherein,
Described pile foundation carrying structure 3 is provided with many, and every described pile foundation carrying structure 3 is all vertically arranged, and every
Described reinforced concrete supporting beam 90 is all accepted on the top of described pile foundation carrying structure 3；
Described reinforced concrete supporting beam 90 accepts described armored concrete support rail beam base plate 2；
Reinforced beam described in a corresponding row is accepted on the top often arranging described armored concrete support rail beam base plate 2 respectively
Formula structure 1；
The top of described pile foundation carrying structure 3 embeds described reinforced concrete supporting beam 90 and just connects with it, described reinforced concrete
Soil joist 90 has just connect with described armored concrete support rail beam base plate 2 or has overlapped, and described armored concrete support rail beam base plate 2 is with described
Reinforced concrete beam type structure 1 formed by integrally casting molding thus collectively form armored concrete support rail beam 9；
Filler 21 between support rail beam is set between armored concrete support rail beam base plate 2 described in two rows；
Wired weathering section is set between reinforced concrete beam type structure 1 described in two rows, weathering section tool between described line
There are cross fall and head fall, for current being introduced two adjacent sections armored concrete support rail beam base plate 2 internode expansion joint
And then current are discharged；Between described line, the cross fall of weathering section is 3%～5%, more preferably 4%, and weathering section between line
Head fall not less than 2 ‰, in order to draining.
Described reinforced concrete supporting beam 90 both sides are provided with for limiting the described horizontal position of armored concrete support rail beam base plate 2
The convex gear platform 91 moved；
Arranging wired weathering section described in two rows between reinforced concrete beam type structure 1, between described line, weathering section is used
In current being introduced two adjacent sections support rail beam internode expansion joint and then current being discharged；Described support rail beam both sides backfill filler 4 sets
Put on soft stratum 5, and backfill filler 4 side, described support rail beam both sides is provided with first row ditch 7, described first draining
Ditch 7 is provided with the first weathering 8 away from the side of described support rail beam both sides backfill filler 4；
Described armored concrete support rail beam base plate 2 is positioned at described support rail beam both sides backfill filler 4；
The lower end of every described pile foundation carrying structure 3 is stretched in supporting course 6, with in weakness after described soft stratum 5
When stratum 5 produces sedimentation, described pile foundation carrying structure 3 can bear negative friction, thus carries to concrete-steel reinforced 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, 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 backfills filler 4 with the support rail beam both sides of respective side respectively and abuts, and protects institute for gear
State support rail beam both sides backfill filler 4；
Described headwall 13 is other is provided with second row ditch 17, and described second row ditch 17 sets away from the side of described headwall 13
It is equipped with the second weathering 18.
Further, described first pile foundation carrying structure 3 is cast-in-situ bored pile, and joist 90 has just connect with support rail beam 9 base plate 2 or taken
Connect, just connect with pile foundation carrying structure 3.Position joist 90 at support rail beam internode seam uses pin 15 to take with support rail beam 9 base plate 2
Connecing, remaining position uses and just connects.
Further, described armored concrete support rail beam base plate 2 is overlapped on one end of described bridge abutment 12 and described bridge
Being provided with wear-resisting sliding layer 16 between abutment 12, described pin 15 includes pre-buried connection reinforcing bar 15.1, Colophonium hemp cut 15.2 and not
Rust steel thimble 15.3, described pre-buried connection reinforcing bar 15.1 is positioned at described rustless steel sleeve pipe 15.3 and is fixedly installed between the two
Described Colophonium hemp cut 15.2.
This structural shape can effectively solve in low speed magnetic suspension traffic engineering low to put circuit tight to post-construction settlement of subgrade requirement
Lattice, engineering that replacement thickness causes greatly is huge, it is big, long in time limit to invest to take traditional cutting to excavate, and backfill filler construction
Quality is wayward, bedding long-time stability and the problem of poor durability, thus improves and low put the reliable of circuit support rail girder construction
Degree, reduces engineering risk.
The armored concrete support rail beam 9 of the present invention uses reinforced concrete soil scene one-piece casting, to directly take on track lotus
Carry and the magnetic-levitation train load of track transmission, then deadweight and upper load are passed to pile foundation rigidly connected with it carrying structure
3, structural reliability is high, can reduce cutting bedding replacement thickness, only need to meet the requirement of basic replacement thickness, can investment reduction,
Reduction of erection time, there are obvious technology and economic advantages.
Pile foundation carrying structure 3 uses cast-in-situ bored pile, transverse direction and longitudinal direction to have and is arranged with many reinforced concrete drillings fillings
Note stake, vertical and horizontal rigidity is big；And pile foundation carries structure 3 and gos deep into supporting course 6, when soft stratum 5 produces sedimentation, pile foundation carries
Knot still can bear negative friction and provide stronger bearing capacity to armored concrete support rail beam base plate 2.
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, the most releasable temperature stress of pin 15, it is achieved support rail beam stretches longitudinal, laterally limits support rail beam
Displacement, improves the lateral stability of structure.One end of support rail beam overlaps with bridge abutment 12, makes low to put circuit support rail beam and bridge
The sedimentation of 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
Putting circuit armored concrete support rail beam base plate 2 other end to be embedded in and stable low put in line construction, its sedimentation puts circuit with low
Structure is consistent, due to low put line construction through basement process and after filling compacting sedimentation value be in controlled range, therefore, support rail
Sedimentation between beam two ends is 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 changeover portion scope F rail be 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 action such as relative settlement, temperature to a certain extent
Retrain, and the dynamic stress that magnetic-levitation train is transferred to bridge abutment 12 plays cushioning effect, it also avoid support rail beam and bridge abutment
Abrasion and stress between 12 are concentrated and are caused the partial pressing of structure to destroy.
Adjacent armored concrete support rail beam base plate 2 shares pile foundation joist composite bearing structure, and at adjacent reinforcing bar
Reserved expansion joint between concrete support rail beam base plate 2, can avoid the section of encorbelmenting by the impact failure of train load, and reduce temperature should
Power and the impact of shrinkage and creep.
The reinforced concrete supporting beam 90 that pile foundation carrying structure 3 and reinforced concrete floor 2 are arranged, can be greatly reduced pile foundation
The stress concentration phenomenon of armored concrete support rail beam base plate 2 at carrying structure；Further, since the lateral connection effect of joist 90,
Too increase lateral stiffness and the ability of opposing differential settlement deformation of structure, the quantity of transverse pile foundation can be reduced, reduce and throw
Money.
Being arranged by framing type by armored concrete support rail beam base plate 2 i.e. divides two rows to arrange, and can avoid at High-speed Train Loads
Lower support rail beam base plate 2 is in multi-direction bending deformation and complex stress condition, the support rail beam increasingly complex compared to tradition stress, point
Width pile foundation joist type support rail beam can reduce buckling deformation to support rail beam base plate 2 and the impact of top girder structure 1.
The making step that the present invention is concrete is as follows:
(1) construction overhead bridge structure abutment, pours bridge abutment body concrete, abutment of constructing, and backfills abutment foundation foundation ditch；
The location of pin should be performed before abutment concreting and bury work underground；
(2) excavating cut slope side slope is to designing at road bed absolute altitude, requires that the bedding carrying out necessity changes according to design and fills out；Ground
After process completes, low after filling platform by changeover portion design requirement put under circuit support rail beam geotechnique basis, geotechnique under platform consequence beam-and-rail
Basis filling construction Tong Bu with abutment cone.According to each position wire feeding and compaction requirement when filling, changeover portion scope with
Non-changeover portion district is synchronous layered fills, and next layer fills and fills last layer after detection meets the requirements again, until armored concrete holds
At the absolute altitude of beam-and-rail base plate bottom surface；
(3) it is in subgrade cross section, vertical section direction construction drill bored concrete pile at reinforced concrete floor bottom surface absolute altitude, i.e.
Pile foundation carrying structure 3, drilled pile construction should use the construction technology little to the most filling roadbed disturbance；Reach to want at cast-in-situ bored pile
After seeking intensity, amputate pile crown, colligation concrete floor and the connection reinforcing bar with stake by code requirement；
(4) according to design attitude to reinforced concrete supporting beam 90, convex gear platform 91 formwork erection, one-time-concreting molding, before pouring
Carry out all kinds of built-in fitting such as pin 10 and with pile foundation connect the location of reinforcing bar and installation, concrete is removed after reaching design strength
Template；
(5) laying high-strength wearable sliding layer it is on abutment at armored concrete support rail beam with abutment overlap joint, according to design
Joint is long to armored concrete support rail beam base plate 2 and reinforced concrete beam type structure 1 merogenesis formwork erection, and each parts concrete reaches design
Difference form removal after intensity, intilted weathering and longitudinal drainage slope are made in the face that backfills between reinforced concrete beam type structure
And it is waterproof to carry out top layer by design requirement, one-time-concreting molding, carry out all kinds of built-in fitting such as pin, the connection of sleeper pedestal before pouring
The location of reinforcing bar, water conservancy diversion rail bearing built-in fitting etc. and installation；
(6) constructing and low put both sides, circuit bridge abutment 12 joint headwall 13, headwall 13 uses concrete one-piece casting to execute
Work, waits headwall 13 concrete to reach form removal after design strength, then puts circuit graded broken stone top by design requirement construction is low
The backfill layer in face, confining bed, associated satellite structures, by design and construction bridge abutment 12 cone end face confining bed etc., limit of constructing
Slope protection, drainage system etc..
(7) carry out low circuit and the elevated structure section of track put to lay and the installation of associated satellite engineering and construction, construct complete
After.
As it will be easily appreciated by one skilled in the art that and the foregoing is only presently preferred embodiments of the present invention, not in order to
Limit the present invention, all any amendment, equivalent and improvement etc. made within the spirit and principles in the present invention, all should comprise
Within protection scope of the present invention.
Claims (7)
1. medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure, it is characterised in that include stake
Base carries structure, reinforced concrete supporting beam, two placing of reinforcement concrete support rail beam base plates, two placing of reinforcement concrete beam-type structures, holds
Beam-and-rail both sides backfill filler, bridge abutment and headwall, wherein,
Described pile foundation carrying structure is provided with many, and every described pile foundation carrying structure is all vertically arranged, and every described stake
Described reinforced concrete supporting beam is all accepted on the top of base carrying structure；
Reinforced concrete beam type knot described in a corresponding row is accepted at the top often arranging described armored concrete support rail beam base plate respectively
Structure；
Described reinforced concrete beam type structure is accepted at the top of described armored concrete support rail beam base plate；
Described pile foundation carrying structure top embed described reinforced concrete supporting beam just connect with it, described reinforced concrete supporting beam and
Described armored concrete support rail beam base plate has just connect or has overlapped, described armored concrete support rail beam base plate and described reinforced beam
Formula structural integrity pours molding thus collectively forms armored concrete support rail beam；
Described in two rows, between armored concrete support rail beam base plate, filler between support rail beam is set；
Described reinforced concrete supporting beam both sides are provided with for limiting the convex of described armored concrete support rail beam base plate lateral displacement
Type gear platform；
Arranging wired weathering section described in two rows between reinforced concrete beam type structure, between described line, weathering section has laterally
The gradient and head fall, for current introducing two adjacent sections armored concrete support rail beam base plate internode expansion joint and then by water
Stream is discharged；
Described support rail beam both sides backfill filler is arranged on soft stratum, and in the other setting of backfill filler of described support rail beam both sides
Having first row ditch, described first row ditch is provided with the first weathering away from the side of described support rail beam both sides backfill filler；
Described armored concrete support rail beam base plate is positioned at described support rail beam both sides backfill filler；
The lower end of every described pile foundation carrying structure is stretched in supporting course after described soft stratum, to produce at soft stratum
During sedimentation, described pile foundation carrying structure can bear negative friction, thus provides stable holding to concrete-steel reinforced concrete support rail beam
Load power, 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
Rigidity；
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 backfills filler with the support rail beam both sides of respective side respectively and abuts, protect described support rail beam both sides for gear
Backfill filler；
Being provided with second row ditch by described headwall, described second row ditch is provided with the second draining away from the side of described headwall
Slope.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that described pile foundation carrying structure is that cast-in-situ bored pile joist has just connect with support rail beam base plate or overlapped, and holds with pile foundation
Carry structure just to connect.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that position joist and support rail beam base plate at support rail beam internode seam use pin overlap joint, and remaining position uses just
Connect.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that pile foundation carrying structure described in all these is ranks arrangements.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that between described line, the cross fall of weathering section is 3%～5%, head fall is not less than 2 ‰.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that 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.
Medium-and low-speed maglev two-wire excavation location the most according to claim 1 pile foundation joist framing type support rail beam changeover portion knot
Structure, it is characterised in that described pin includes pre-buried connection reinforcing bar, Colophonium hemp cut and rustless steel sleeve pipe, described pre-buried connection reinforcing bar
It is positioned at described rustless steel sleeve pipe and is fixedly installed described Colophonium hemp cut between the two.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610826232.1A CN106283957B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure |
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| CN201610826232.1A CN106283957B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure |
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| CN106283957B CN106283957B (en) | 2017-11-17 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111118971A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | End socket expansion device of roadbed pile plate structure and construction method |
| CN111270570A (en) * | 2020-03-16 | 2020-06-12 | 中铁二院工程集团有限责任公司 | Overhead soilless roadbed structure, roadbed assembly, roadbed system and construction method |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2052007C1 (en) * | 1988-02-29 | 1996-01-10 | Петр Степанович Лобов | Railway track and method for its 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 |
| KR20090084054A (en) * | 2008-01-31 | 2009-08-05 | 한국철도기술연구원 | Structure of concrete track reinforced by piled raft foundation and its constructing and maintaining method |
| 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 |
| CN202849876U (en) * | 2012-09-01 | 2013-04-03 | 中铁二院工程集团有限责任公司 | Overhead-type roadbed pile board structure for high speed railway |
| CN204174481U (en) * | 2014-10-20 | 2015-02-25 | 上海市城市建设设计研究总院 | Soft clay area modern tram abutment rebound structure |
| CN204644799U (en) * | 2015-05-12 | 2015-09-16 | 中铁第一勘察设计院集团有限公司 | A kind of four line ballastless track roadbed pile slab structure |
| CN105887587A (en) * | 2016-04-29 | 2016-08-24 | 中铁第四勘察设计院集团有限公司 | Turnout zone and non-turnout zone transition section structure for medium and low-speed magnetic levitation low implantation line |
| CN206127743U (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 double -line excavation location supporting beam of pile foundation framing formula support rail roof beam transition section structure |
-
2016
- 2016-09-15 CN CN201610826232.1A patent/CN106283957B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2052007C1 (en) * | 1988-02-29 | 1996-01-10 | Петр Степанович Лобов | Railway track and method for its 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 |
| KR20090084054A (en) * | 2008-01-31 | 2009-08-05 | 한국철도기술연구원 | Structure of concrete track reinforced by piled raft foundation and its constructing and maintaining method |
| 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 |
| CN202849876U (en) * | 2012-09-01 | 2013-04-03 | 中铁二院工程集团有限责任公司 | Overhead-type roadbed pile board structure for high speed railway |
| CN204174481U (en) * | 2014-10-20 | 2015-02-25 | 上海市城市建设设计研究总院 | Soft clay area modern tram abutment rebound structure |
| CN204644799U (en) * | 2015-05-12 | 2015-09-16 | 中铁第一勘察设计院集团有限公司 | A kind of four line ballastless track roadbed pile slab structure |
| CN105887587A (en) * | 2016-04-29 | 2016-08-24 | 中铁第四勘察设计院集团有限公司 | Turnout zone and non-turnout zone transition section structure for medium and low-speed magnetic levitation low implantation line |
| CN206127743U (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 double -line excavation location supporting beam of pile foundation framing formula support rail roof beam transition section structure |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111118971A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | End socket expansion device of roadbed pile plate structure and construction method |
| CN111270570A (en) * | 2020-03-16 | 2020-06-12 | 中铁二院工程集团有限责任公司 | Overhead soilless roadbed structure, roadbed assembly, roadbed system and construction method |
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|---|---|
| CN106283957B (en) | 2017-11-17 |
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