CN106283970B - Medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure - Google Patents
Medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure Download PDFInfo
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- CN106283970B CN106283970B CN201610826120.6A CN201610826120A CN106283970B CN 106283970 B CN106283970 B CN 106283970B CN 201610826120 A CN201610826120 A CN 201610826120A CN 106283970 B CN106283970 B CN 106283970B
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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
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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
- 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
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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
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/08—Deep or vertical foundation
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Abstract
Line technology field is put the invention belongs to middle low speed magnetic suspension traffic engineering is low, and medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure is disclosed, including roadbed filling, support rail beam both sides backfill filler, bridge abutment, trapezoidal filling body and headwall under pile foundation bearing structure, armored concrete support rail beam bottom plate, two placing of reinforcement concrete beam-type structures, support rail beam；Accept the reinforced concrete beam type structure in the top of armored concrete support rail beam bottom plate；Support rail beam both sides backfill filler is accepted by roadbed filling under the support rail beam.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, armored concrete support rail beam bottom plate is overlapped on bridge abutment by the present invention close to one end of elevated bridge, effectively realizes 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 two-wire embankment location 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 medium-and low-speed maglev two-wire embankment location is only
Vertical pier stud type support rail beam transition section structure, the structure should meet elevated structure and the low rigidity put between circuit and settle
Cross, ensure magnetic suspension traffic engineering elevated structure and the low ride comfort requirement for putting line transition section F rails, meet magnetic floating traffic again
The low intensity for putting line transition section sub-rail foundation of engineering, long-time stability requirement, and construction quality controllability is strong.
To achieve the above object, it is proposed, according to the invention, provide medium-and low-speed maglev two-wire embankment 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 bottom plate, two placing of reinforcement concrete
Roadbed filling, support rail beam both sides backfill filler, bridge abutment, trapezoidal filling body and headwall under girder structure, support rail beam, 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；
Roadbed filling is arranged between shallow layer reinforcement area and the armored concrete support rail beam bottom plate under the support rail beam, with
For backfilling filler for the armored concrete support rail beam bottom plate and support rail beam both sides and providing construction platform, and held for the pile foundation
Carry structure and lateral support is provided；Wherein, the shallow layer reinforcement area is arranged on the superficial floor of soft stratum, and the shallow layer reinforcement
Roadbed filling and the vertical consistency of the reinforced concrete beam type structure under area, the support rail beam；
The support rail beam both sides backfill filler is accepted by roadbed filling under the support rail beam, and the support rail beam both sides
Backfill filler props up the both sides of the armored concrete support rail beam bottom plate, to play protection to the armored concrete support rail beam bottom plate
The transverse shifting of the armored concrete support rail beam bottom plate is acted on and constrained, and maintenance passage is provided；
Roadbed filling and support rail beam both sides backfill filler collectively form filler filling body under the support rail beam, described to fill out
Material filling body both sides are provided with the first weathering；
The lower end of the every pile foundation bearing structure sequentially passes through roadbed filling under the support rail beam, the shallow layer reinforcement area
Stretched into after the soft stratum in supporting course, so that when soft stratum produces sedimentation, the pile foundation bearing structure can bear to bear
Frictional resistance, so as to provide stable bearing capacity to armored concrete support rail beam bottom plate and reinforced concrete beam type structure, to reduce
Because the sedimentation of filler filling body is to adverse effect caused by the vertical of armored concrete support rail beam, vertical and horizontal rigidity；
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 trapezoidal filling body is arranged between shallow layer reinforcement area and the armored concrete support rail beam bottom plate, its with it is described
Roadbed filling abuts close to one end of the bridge abutment under support rail beam, for accepting the armored concrete support rail beam bottom
Plate, support rail beam both sides backfill filler and headwall；
The trapezoidal filling body both sides are provided with second weathering consistent with the first weathering gradient.
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, the height and the height phase of the armored concrete support rail beam bottom plate of the support rail beam both sides backfill filler
Deng.
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 trapezoidal filling body mixes cement production systD using graded broken stone.
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 set 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 embankment produces certain sedimentation, pile foundation bearing structure according to
Can so negative friction be born and stronger bearing capacity is provided, avoided caused by filling compaction and foundation stabilization quality are whard to control
Influence of the differential settlement to support rail beam vertical and horizontal rigidity, structure vertical cross stiffness and structural reliability are more excellent.
(4) circuit soft soil zone is put low, needs the superficial layer progress to soft stratum necessary according to embankment stability
Reinforcing, its reinforcement depth controls by embankment stability, and tradition during compared to by settling and stablize Two indices control is solely
For base reinforcing mode, shallow layer reinforcement area reinforcement depth is small, and roadbed reclamation and roadbed can be effectively controlled with reference to pile foundation bearing structure
Settlement after construction.Non- soft soil zone can more avoid the stiffening basic ground of caused wide area after embankment slope, and
Pile foundation bearing structure construction quality is more easy to control, can effectively control construction quality, investment reduction, shorten the duration, has 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, is also beneficial to maintenance and maintenance during operation, measure is simple, easily applies
Work, cost save, effect is good.
Brief description of the drawings
Fig. 1 is the schematic longitudinal section of the present invention；
Fig. 2 is along the diagrammatic cross-section of I-I line in Fig. 1；
Fig. 3 is along the diagrammatic cross-section of II-II line in Fig. 1；
Fig. 4 is along the diagrammatic cross-section of III-III line in Fig. 1；
Fig. 5 is that armored concrete support rail beam bottom plate is overlapped on the plane distribution schematic diagram on bridge abutment in the present invention；
Fig. 6 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. 6 of reference picture, medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure, including stake
Roadbed filling 5 under base bearing structure 3, armored concrete support rail beam bottom plate 2, two placing of reinforcement concrete beam-type structures 1, support rail beam,
Support rail beam both sides backfill filler 4, bridge abutment 12, trapezoidal filling body 14 and headwall 13 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.
Under the support rail beam roadbed filling 5 be arranged on shallow layer reinforcement area 6 and the armored concrete support rail beam bottom plate 2 it
Between, for backfilling filler 4 for the armored concrete support rail beam bottom plate 2 and support rail beam both sides and providing construction platform, and it is institute
State pile foundation bearing structure 3 and lateral support is provided；Wherein, the shallow layer reinforcement area 6 is arranged on the superficial floor of soft stratum 7, and
Roadbed filling 5 and the vertical consistency of the reinforced concrete beam type structure 1 under the shallow layer reinforcement area 6, the support rail beam；
The support rail beam both sides backfill filler 4 is accepted by roadbed filling 5 under the support rail beam, and the support rail beam two
Side backfill filler 4 props up the both sides of the armored concrete support rail beam bottom plate 2, with to the armored concrete support rail beam bottom plate 2
The transverse shifting of the armored concrete support rail beam bottom plate 2 is shielded and constrained, and maintenance passage is provided；
Roadbed filling 5 and support rail beam both sides backfill filler 4 collectively form filler filling body 10, institute under the support rail beam
State the both sides of filler filling body 10 and be provided with the first weathering 11；
The lower end of the every pile foundation bearing structure 3 sequentially passes through roadbed filling 5, the shallow layer reinforcement under the support rail beam
Stretched into after area 6 and the soft stratum 7 in supporting course 8, so that when soft stratum 7 produces sedimentation, the pile foundation bearing structure 3 can
Negative friction is born, so as to provide stable carrying to armored concrete support rail beam bottom plate 2 and reinforced concrete beam type structure 1
Power, the vertical of armored concrete support rail beam 9, vertical and horizontal rigidity are produced with the differential settlement reduced because of filler filling body 10
Raw adverse effect；
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 trapezoidal filling body 14 is arranged between shallow layer reinforcement area 6 and the armored concrete support rail beam bottom plate 2, its with
Roadbed filling 5 abuts close to one end of the bridge abutment 12 under the support rail beam, is held for accepting the armored concrete
Beam-and-rail bottom plate 2, support rail beam both sides backfill filler 4 and headwall 13；
The both sides of trapezoidal filling body 14 are provided with second weathering 17 consistent with the gradient of the first weathering 11.
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, and the support rail beam both sides are returned
The height of filler 4 is equal with the height of the armored concrete support rail beam bottom plate 2, all these described pile foundation bearing structures
3 arrange in ranks.
Further, the trapezoidal filling body 14 mixes cement production systD using graded broken stone.
Further, the armored concrete support rail beam bottom plate 2 is overlapped on one end of the bridge abutment 12 and the bridge
It is provided with wear-resisting sliding layer 16 between abutment 12, the pin 15 includes pre-buried connection reinforcing bar 15.1, pitch hemp cut 15.2 and not
Become rusty steel sleeve 15.3, and the pre-buried connection reinforcing bar 15.1 is located in the stainless steel sleeve pipe 15.3 and is fixedly installed between the two
The pitch hemp cut 15.2.
The 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 armored concrete support rail beam bottom plate 2, further increases the laterally firm of structure
Degree and stability.
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.
Headwall 13 is set by low line side of putting, returned for keeping off shield circuit support rail beam both sides of putting low with the joint of bridge abutment 12
Filler.The low basic reference High-speed Railway Bridges road transition section structure form of geotechnique under circuit support rail beam of putting is set, and changeover portion is trapezoidal
Filling body 14 is filled using graded broken stone water mixing mud, and the top layer on the trapezoidal top of filling body 14 is also filled out using graded broken stone water mixing mud
Build, while meet corresponding compacting requirement and basement process requirement of settlement control, set between graded broken stone and bridge abutment 12
Non-fine concrete loaded filter is put, while sets drainpipe to draw water outside roadbed.
When changeover portion is located at soft soil zone, add necessary to the progress of ground superficial layer, should be needed according to embankment stability
Gu form shallow layer reinforcement area 6.The reinforcement depth in shallow layer reinforcement area 6 is controlled by embankment stability, and it whether is reinforced and reinforcement depth
It should be determined according to embankment raising, foundation condition by stability calculation.Compared to by settling and stablizing biography during Two indices control
Unite for single ground reinforcing mode, the reinforcement depth of shallow layer reinforcement area 6 is small, and embankment can be effectively controlled with reference to pile foundation bearing structure 3
Stable and post-construction settlement of subgrade.By contrast, the structural strengthening quantity is small, and investment is small, and is sunk more conducively after construction quality and work
The control of drop, and save cost and shorten the duration.
The making step of the present 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) it is low after smooth platform to put circuit location construction site, carried out according to design requirement at necessary shallow layer foundation reinforcing
Reason, after the completion of basement process, by changeover portion design requirement fill it is low after platform put geotechnique basis under circuit support rail beam, support rail beam after platform
The lower basic filling construction synchronous with abutment cone of geotechnique.According to each position wire feeding and compaction requirement, changeover portion when filling
Scope with non-changeover portion area is synchronous layered fills, next layer fills after detection meets the requirements and fills last layer again, until reinforcing bar mixes
Coagulate at the native bottom surface absolute altitude of support rail beam bottom plate 2；
(3) in armored concrete support rail beam bottom plate bottom surface, absolute altitude is in embankment subgrade cross section, the construction of vertical section direction is bored
Hole pouring pile, i.e. pile foundation bearing structure 3, drilled pile construction should use and small construction technology disturbed to railway embankment, if necessary
Steel pile casting is set in embankment altitude range or draws hole；After cast-in-situ bored pile reaches desired strength, cut by code requirement
Except pile crown, assembling reinforcement concrete support rail beam bottom plate 2 and the connection reinforcing bar with stake；
(4) high-strength wearable sliding layer is laid on abutment in armored concrete support rail beam and abutment overlap joint, according to design
Section is long to joist, convex block machine, armored concrete support rail beam bottom plate 2 and the merogenesis formwork erection of reinforced concrete beam type structure 1, each portion
Part concrete distinguishes form removal after reaching design strength, and intilted row is made in backfill face between reinforced concrete beam type structure
Top layer waterproof is simultaneously carried out in water slope by design requirement, one-time-concreting shaping, all kinds of built-in fittings such as pin, sleeper pedestal is carried out before pouring
Connect the positioning and installation of reinforcing bar, water conservancy diversion rail bearing 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 the He of one-time-concreting armored concrete support rail beam bottom plate 2 are carried out to armored concrete support rail beam 9 using integral mold plate
Reinforced concrete beam type structural concrete, built-in fitting (sleeper pedestal connection reinforcing bar, water conservancy diversion rail bearing built-in fitting are carried out before pouring
Deng) 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 (8)
1. medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure, it is characterised in that held including pile foundation
Carry roadbed filling, support rail beam two under structure, armored concrete support rail beam bottom plate, two placing of reinforcement concrete beam-type structures, support rail beam
Side backfill filler, bridge abutment, trapezoidal filling body 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；
Accept reinforced concrete beam type structure described in two rows, and the pile foundation in the top of the armored concrete support rail beam bottom plate
The top of 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 with
The reinforced concrete beam type structural integrity pouring molding is often arranged, 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 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；
Roadbed filling is arranged between shallow layer reinforcement area and the armored concrete support rail beam bottom plate under the support rail beam, for
Filler is backfilled for the armored concrete support rail beam bottom plate and support rail beam both sides construction platform is provided, and be pile foundation carrying knot
Structure provides lateral support；Wherein, the shallow layer reinforcement area is arranged on the superficial floor of soft stratum, and the shallow layer reinforcement area,
Roadbed filling and the vertical consistency of the reinforced concrete beam type structure under the support rail beam；
The support rail beam both sides backfill filler is accepted by roadbed filling under the support rail beam, and the support rail beam both sides backfill
Filler props up the both sides of the armored concrete support rail beam bottom plate, to be shielded to the armored concrete support rail beam bottom plate
And the transverse shifting of the constraint armored concrete support rail beam bottom plate, and maintenance passage is provided；
Roadbed filling and support rail beam both sides backfill filler collectively form filler filling body under the support rail beam, and the filler is filled out
Building body both sides are provided with the first weathering；
The lower end of the every pile foundation bearing structure sequentially passes through roadbed filling under the support rail beam, the shallow layer reinforcement area and institute
Stretched into after stating soft stratum in supporting course, so that when soft stratum produces sedimentation, the pile foundation bearing structure can bear negative frictional resistance
Power, so as to provide stable bearing capacity to armored concrete support rail beam bottom plate and reinforced concrete beam type structure, to reduce because filling out
Expect the sedimentation of filling body to adverse effect caused by the vertical of armored concrete support rail beam, vertical and horizontal 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 trapezoidal filling body is arranged between shallow layer reinforcement area and the armored concrete support rail beam bottom plate, itself and the support rail
Roadbed filling abuts close to one end of the bridge abutment under beam, for accepting the armored concrete support rail beam bottom plate, holding
Beam-and-rail both sides backfill filler and headwall；
The trapezoidal filling body both sides are provided with second weathering consistent with the first weathering gradient.
2. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment 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 into the armored concrete support rail beam bottom plate simultaneously
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 transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, the height of the support rail beam both sides backfill filler is equal with the height of the armored concrete support rail beam bottom plate.
4. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, all these described pile foundation bearing structures are arranged in ranks.
5. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, the cross fall of weathering section is 3%~5% between the line, and head fall is not less than 2 ‰.
6. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, the trapezoidal filling body mixes cement production systD using graded broken stone.
7. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, the armored concrete support rail beam bottom plate is overlapped between one end of the bridge abutment and the bridge abutment and set
It is equipped with wear-resisting sliding layer.
8. independence pier stud type support rail beam transition section structure in medium-and low-speed maglev two-wire embankment location according to claim 1, its
It is characterised by, the pin includes pre-buried connection reinforcing bar, pitch hemp cut and stainless steel sleeve pipe, and the pre-buried connection reinforcing bar is located at institute
State in stainless steel sleeve pipe and the pitch hemp cut is fixedly installed between the two.
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|---|---|---|---|
| CN201610826120.6A CN106283970B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610826120.6A CN106283970B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev two-wire embankment location independence pier stud type support rail beam transition section structure |
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| CN106283970B true CN106283970B (en) | 2017-11-14 |
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| 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 |
| CN206127759U (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 location detached pier column type support rail roof beam transition section structure that fills |
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2016
- 2016-09-15 CN CN201610826120.6A patent/CN106283970B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102005057380A1 (en) * | 2005-11-30 | 2007-06-06 | Walter Sobolewski | Tubular, hollow, solid roadway |
| CN201473871U (en) * | 2009-08-26 | 2010-05-19 | 铁道第三勘察设计院集团有限公司 | Rail track of maglev train with middle and low-speed |
| CN203546524U (en) * | 2013-09-29 | 2014-04-16 | 中铁二院工程集团有限责任公司 | Medium-and-low-speed magnetically-suspended traffic integral-type road-bed track structure |
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| 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 |
| CN206127759U (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 location detached pier column type support rail roof beam transition section structure that fills |
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| CN106283970A (en) | 2017-01-04 |
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