CN106283966A - Medium-and low-speed maglev single line embankment location detached pier pillar support rail beam transition section structure - Google Patents
Medium-and low-speed maglev single line embankment location detached pier pillar support rail beam transition section structure Download PDFInfo
- Publication number
- CN106283966A CN106283966A CN201610824958.1A CN201610824958A CN106283966A CN 106283966 A CN106283966 A CN 106283966A CN 201610824958 A CN201610824958 A CN 201610824958A CN 106283966 A CN106283966 A CN 106283966A
- Authority
- CN
- China
- Prior art keywords
- support rail
- rail beam
- base plate
- armored concrete
- concrete support
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 230000007704 transition Effects 0.000 title claims abstract description 21
- 239000004567 concrete Substances 0.000 claims abstract description 89
- 239000000945 filler Substances 0.000 claims abstract description 36
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 24
- 239000010410 layer Substances 0.000 claims description 30
- 230000002787 reinforcement Effects 0.000 claims description 26
- 238000004062 sedimentation Methods 0.000 claims description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 230000000694 effects Effects 0.000 claims description 8
- 238000011065 in-situ storage Methods 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 7
- 244000025254 Cannabis sativa Species 0.000 claims description 6
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 6
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 6
- RSWGJHLUYNHPMX-ONCXSQPRSA-N abietic acid Chemical compound C([C@@H]12)CC(C(C)C)=CC1=CC[C@@H]1[C@]2(C)CCC[C@@]1(C)C(O)=O RSWGJHLUYNHPMX-ONCXSQPRSA-N 0.000 claims description 6
- 235000009120 camo Nutrition 0.000 claims description 6
- 235000005607 chanvre indien Nutrition 0.000 claims description 6
- 239000011487 hemp Substances 0.000 claims description 6
- 239000012791 sliding layer Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000012423 maintenance Methods 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000002411 adverse Effects 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 29
- 239000000725 suspension Substances 0.000 abstract description 9
- 238000005516 engineering process Methods 0.000 abstract description 6
- 239000002689 soil Substances 0.000 description 9
- 238000013461 design Methods 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000005266 casting Methods 0.000 description 5
- 238000005339 levitation Methods 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 201000010099 disease Diseases 0.000 description 3
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000009467 reduction Effects 0.000 description 3
- 241001669679 Eleotris Species 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 239000012634 fragment Substances 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 241000826860 Trapezium Species 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical 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 single line embankment location detached pier pillar support rail beam transition section structure, including roadbed filling, support rail beam both sides backfill filler, bridge abutment, trapezoidal filling body and headwall under pile foundation carrying structure, armored concrete support rail beam base plate, reinforced concrete beam type structure, support rail beam;One end of armored concrete support rail beam base plate is overlapped on described bridge abutment;The both sides of one end that armored concrete support rail beam base plate is overlapped on bridge abutment are respectively provided with described headwall.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, armored concrete support rail beam base plate is overlapped on bridge abutment by the present invention near one end of elevated bridge, effectively realizes 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 single line 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
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 single line embankment location only
Vertical pier stud type support rail beam transition section structure, had both met elevated structure and the low rigidity put between circuit and sedimentation transition, it is ensured that magnetic
Suspension traffic engineering elevated structure and the low ride comfort requirement putting line transition section F rail, meet again that magnetic floating traffic engineering is low puts line
The intensity of road changeover portion sub rail foundation, long-time stability requirement, and construction quality controllability is strong.
For achieving the above object, invention provides medium-and low-speed maglev single line embankment location detached pier pillar support rail beam changeover portion
Structure, it is characterised in that include that pile foundation carries structure, armored concrete support rail beam base plate, reinforced concrete beam type structure, support rail
Roadbed filling, support rail beam both sides backfill filler, bridge abutment, trapezoidal filling body and headwall under beam, 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 armored concrete support rail beam base plate is all accepted on the top stating pile foundation carrying structure;
Described reinforced concrete beam type structure, and described pile foundation are accepted in the top of described armored concrete support rail beam base plate
Carrying structure top embed described armored concrete support rail beam base plate just connect with it, described armored concrete support rail beam base plate and
Described reinforced concrete beam type structural integrity pours molding thus collectively forms armored concrete support rail beam;
Under described support rail beam, roadbed filling is arranged between shallow layer reinforcement district and described armored concrete support rail beam base plate, with
There is provided operation platform for backfilling filler for described armored concrete support rail beam base plate and support rail beam both sides, and hold for described pile foundation
Carry structure and lateral support is provided;Wherein, described shallow layer reinforcement district is arranged on the shallow top layer of soft stratum, and described shallow layer reinforcement
Roadbed filling and the vertical consistency of described reinforced concrete beam type structure under district, described support rail beam;
Described support rail beam both sides backfill filler is accepted by roadbed filling under described support rail beam, and described support rail beam both sides
Backfill filler props up the both sides of described armored concrete support rail beam base plate, so that described armored concrete support rail beam base plate is risen protection
Act on and retrain the transverse shifting of described armored concrete support rail beam base plate, and maintenance passage is provided;
Under described support rail beam roadbed filling and described support rail beam both sides backfill filler collectively form filler filling body, described in fill out
Material filling body both sides are provided with the first weathering;
The lower end of every described pile foundation carrying structure sequentially passes through roadbed filling under described support rail beam, described shallow layer reinforcement district
Stretching in supporting course with after described soft stratum, with when soft stratum produces sedimentation, described pile foundation carrying structure can be born negative
Frictional resistance, thus provide stable bearing capacity to armored concrete support rail beam base plate and reinforced concrete beam type structure, to reduce
The adverse effect vertical, the vertical and horizontal rigidity of armored concrete support rail beam produced because of the sedimentation of filler filling body;
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;
Described trapezoidal filling body is arranged between shallow layer reinforcement district and described armored concrete support rail beam base plate, and it is with described
Under support rail beam, roadbed filling abuts near one end of described bridge abutment, for accepting at the bottom of described armored concrete support rail beam
Plate, support rail beam both sides backfill filler and headwall;
Described trapezoidal filling body both sides are provided with second weathering consistent with the described first weathering gradient.
Preferably, described first pile foundation carrying structure is cast-in-situ bored pile, and described armored concrete support rail is stretched on its top
Interior and cast-in-situ bored pile the steel reinforcement cage of beam base plate also stretches in described armored concrete support rail beam base plate.
Preferably, described support rail beam both sides backfill the height of filler and the height phase of described armored concrete support rail beam base plate
Deng.
Preferably, described in all these, the first pile foundation carrying structure is ranks arrangements.
Preferably, described trapezoidal filling body uses graded broken stone to mix cement production systD.
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) 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 the flat of circuit F rail with low
Along transition.
(2) armored concrete support rail beam use reinforced concrete soil scene one-piece casting, in order to directly take on track load and
The magnetic-levitation train load of track transmission, then deadweight and upper load are passed to pile foundation rigidly connected with it carrying structure, knot
Structure reliability is high.
(3) pile foundation carrying structure uses reinforced concrete bored pile to make, and gos deep into reliable supporting course, and embankment occurs one
When between fixed sedimentation and armored concrete support rail beam, generation is come to nothing, pile foundation carrying structure still can be born negative friction and provide relatively
Strong bearing capacity, it is to avoid because of filling compaction and the foundation stabilization quality wayward differential settlement caused to support rail beam longitudinally
With the impact of lateral stiffness, there is stronger longitudinal, vertical and lateral stability, enhance structure overall security.
(4) when soft soil zone, having carried out the reinforcing of necessity according to the top layer shallow to ground that need of embankment stability, it adds
Gu the degree of depth is by embankment stability control, and compared to by settling and stablizing tradition single ground reinforcing mode when Two indices controls
Speech, shallow layer reinforcement district reinforcement depth is little, can effectively control roadbed reclamation and post-construction settlement of subgrade in conjunction with pile foundation carrying structure;Separately
Outward, non-soft soil zone more can avoid embankment to put the stiffening basic ground of the wide area produced behind slope, and pile foundation is held
Carry structure construction quality more easy to control, can effectively control construction quality, investment reduction, reduction of erection time, have obvious technology and
Economic advantages.
Accompanying drawing explanation
Fig. 1 is the 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 the generalized section in Fig. 1 along III-III line;
Fig. 5 is the plane distribution schematic diagram that in the present invention, armored concrete support rail beam base plate is overlapped on bridge abutment;
Fig. 6 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. 6, medium-and low-speed maglev single line embankment location detached pier pillar support rail beam transition section structure, including stake
Roadbed filling 5, support rail under base carrying structure 3, armored concrete support rail beam base plate 2, reinforced concrete beam type structure 1, support rail beam
Beam both sides backfill filler 4, bridge abutment 12, trapezoidal filling body 14 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 armored concrete support rail beam base plate 2 is all accepted on the top of described pile foundation carrying structure 3;
Described reinforced concrete beam type structure 1, and described stake are accepted in the top of described armored concrete support rail beam base plate 2
The top of base carrying structure 3 embeds described armored concrete support rail beam base plate 2 and just connects with it, at the bottom of described armored concrete support rail beam
Plate 2 is with described reinforced concrete beam type structure 1 formed by integrally casting molding thus collectively forms armored concrete support rail beam 9;
Under described support rail beam roadbed filling 5 be arranged on shallow layer reinforcement district 6 and described armored concrete support rail beam base plate 2 it
Between, provide operation platform for backfilling filler 4 for described armored concrete support rail beam base plate 2 and support rail beam both sides, and for institute
State pile foundation carrying structure 3 and lateral support is provided;Wherein, described shallow layer reinforcement district 6 is arranged on the shallow top layer of soft stratum 7, and
Roadbed filling 5 and the vertical consistency of described reinforced concrete beam type structure 1 under described shallow layer reinforcement district 6, described support rail beam;
Described support rail beam both sides backfill filler 4 is accepted by roadbed filling 5 under described support rail beam, and described support rail beam two
Side backfill filler 4 props up the both sides of described armored concrete support rail beam base plate 2, with to described armored concrete support rail beam base plate 2
Shield and retrain the transverse shifting of described armored concrete support rail beam base plate 2, and maintenance passage is provided;
Under described support rail beam, roadbed filling 5 and described support rail beam both sides backfill filler 4 collectively form filler filling body 10, institute
State filler filling body 10 both sides and be provided with the first weathering 11;
The lower end of every described pile foundation carrying structure 3 sequentially passes through roadbed filling 5, described shallow layer reinforcement under described support rail beam
Stretching into behind district 6 and described soft stratum 7 in supporting course 8, with when soft stratum 7 produces sedimentation, described pile foundation carrying structure 3 can
Bear negative friction, thus provide stable carrying to armored concrete support rail beam base plate 2 and reinforced concrete beam type structure 1
Power, to reduce because vertical, the vertical and horizontal rigidity of armored concrete support rail beam 9 are produced not by the sedimentation of filler filling body 10
Profit impact;
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 trapezoidal filling body 14 is arranged between shallow layer reinforcement district 6 and described armored concrete support rail beam base plate 2, its with
Under described support rail beam, roadbed filling 5 abuts near one end of described bridge abutment 12, holds for accepting described armored concrete
Beam-and-rail base plate 2, support rail beam both sides backfill filler 4 and headwall 13;
Described trapezoidal filling body 14 both sides are provided with second weathering 17 consistent with described first weathering 11 gradient.
Further, described first pile foundation carrying structure 3 is cast-in-situ bored pile, and described armored concrete support rail is stretched on its top
Interior and cast-in-situ bored pile the steel reinforcement cage of beam base plate 2 also stretches in described armored concrete support rail beam base plate 2.
Further, described support rail beam both sides backfill the height of filler 4 and the height of described armored concrete support rail beam base plate 2
Equal.
Further, described in all these, the first pile foundation carrying structure 3 is arranged in ranks.
Further, described trapezoidal filling body 14 uses graded broken stone to mix cement production systD.
Further, described armored concrete support rail beam base plate 2 is overlapped on one end of described bridge abutment 12 and described bridge
Wear-resisting sliding layer 16 it is provided with between abutment 12.
Further, described pin 15 includes pre-buried connection reinforcing bar 15.1, Colophonium hemp cut 15.2 and rustless steel sleeve pipe 15.3, institute
State pre-buried connection reinforcing bar 15.1 be positioned at described rustless steel sleeve pipe 15.3 and be fixedly installed described Colophonium hemp cut between the two
15.2。
Armored concrete support rail beam 9 agent structure of the present invention all uses reinforced concrete soil scene one-piece casting, reinforced concrete
Soil support rail beam 9 girder structure is in order to directly take on track load and the magnetic-levitation train load of track transmission, then will conduct oneself with dignity and top
Load passes to pile foundation rigidly connected with it carrying structure 3, and structural reliability is high.Pile foundation carrying structure 3 uses reinforced concrete
Earth boring auger hole pouring pile makes, and transverse direction and longitudinal direction is made up of multiple rows of reinforced concrete bored pile, and vertical cross stiffness is big;And pile foundation
Going deep into reliable supporting course 8, when between the certain sedimentation of embankment generation and armored concrete support rail beam 9, generation is come to nothing, pile foundation carrying is tied
Structure 3 still can bear negative friction and provide stronger bearing capacity, has stronger longitudinal, vertical and lateral stability.
Armored concrete support rail beam base plate 2 one end of armored concrete support rail beam 9 is overlapped on bridge abutment 12, and the two leads to
Cross pin 15 to connect, 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.
Headwall 13 is set by low line side of putting, protects put circuit support rail beam both sides low with bridge abutment 12 joint for gear and return
Filler.Low geotechnique basis of putting under circuit support rail beam is arranged with reference to High-speed Railway Bridges road transition section structure form, and changeover portion is trapezoidal
Filling body 14 uses graded broken stone water mixing mud to fill, and the top layer on trapezoidal filling body 14 top also uses graded broken stone water mixing mud to fill out
Build, meet corresponding compacting requirement and basement process requirement of settlement control simultaneously, set between graded broken stone and bridge abutment 12
Put non-fine concrete loaded filter, drain pipe is set simultaneously water is drawn outside roadbed.
When changeover portion is positioned at soft soil zone, top layer shallow to ground should be needed to carry out necessity add according to embankment stability
Gu, form shallow layer reinforcement district 6.The reinforcement depth in shallow layer reinforcement district 6 is by embankment stability control, and whether it reinforces and reinforcement depth
Should be determined by stability calculation according to embankment raising, foundation condition.Compared to by settling and stablizing biography when Two indices controls
Uniting for single ground reinforcing mode, shallow layer reinforcement district 6 reinforcement depth is little, can effectively control embankment in conjunction with pile foundation carrying structure 3
Stablize and post-construction settlement of subgrade.By contrast, this structural strengthening quantity is little, invests little, and more conducively heavy after construction quality and work
The control of fall, and save cost and reduction of erection time.
The implementation process 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) low after smooth platform put construction site, circuit location, require according to design to carry out at the shallow layer foundation reinforcing of necessity
Reason, after basement process completes, low after filling platform by changeover portion design requirement puts under circuit support rail beam geotechnique basis, platform consequence beam-and-rail
Lower geotechnique basis filling construction Tong Bu with abutment cone.According to each position wire feeding and compaction requirement, changeover portion when filling
Scope is synchronous layered with non-changeover portion district fills, and next layer fills and fills last layer after detection meets the requirements again, until reinforcing bar mixes
At the absolute altitude of solidifying soil support rail beam base plate bottom surface;
(3) it is in embankment subgrade cross section, the perfusion of vertical section direction construction drill at reinforced concrete floor bottom surface absolute altitude
Stake, i.e. pile foundation carrying structure 3, drilled pile construction should use the construction technology little to railway embankment disturbance, if desired at embankment
Steel pile casting is set in the range of filled height or draws hole;After cast-in-situ bored pile reaches desired strength, amputate pile crown by code requirement,
Colligation concrete floor and the connection reinforcing bar with stake;
(4) 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 keeps off platform 91, armored concrete support rail beam base plate 2 and reinforced concrete beam type structure 1 merogenesis formwork erection to joist 90, convex,
Each parts concrete reaches form removal, one-time-concreting molding respectively after design strength, carries out all kinds of built-in fitting such as pin before pouring
Nail, sleeper pedestal connect location and the installation of reinforcing bar, water conservancy diversion rail bearing built-in fitting etc.;
(5) it is on bridge abutment 12 lays wear-resisting sliding layer at armored concrete support rail beam 9 and bridge abutment 12 overlap joint
16, use integral mold plate that armored concrete support rail beam 9 carries out formwork erection, and one-time-concreting base plate and girder structure concrete, water
Location and the installation of built-in fitting (sleeper pedestal connects reinforcing bar, water conservancy diversion rail bearing built-in fitting etc.) is carried out before building;
(6) 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 single line embankment location detached pier pillar support rail beam transition section structure, it is characterised in that include that pile foundation is held
Carry roadbed filling, support rail beam both sides under structure, armored concrete support rail beam base plate, reinforced concrete beam type structure, support rail beam to return
Filler, bridge abutment, trapezoidal filling body 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 armored concrete support rail beam base plate is all accepted on the top of base carrying structure;
Described reinforced concrete beam type structure, and the carrying of described pile foundation are accepted in the top of described armored concrete support rail beam base plate
The top of structure embeds described armored concrete support rail beam base plate and just connects with it, and described armored concrete support rail beam base plate is with described
Reinforced concrete beam type structural integrity pours molding thus collectively forms armored concrete support rail beam;
Under described support rail beam, roadbed filling is arranged between shallow layer reinforcement district and described armored concrete support rail beam base plate, for
Backfill filler for described armored concrete support rail beam base plate and support rail beam both sides and operation platform is provided, and be described pile foundation carrying knot
Structure provides lateral support;Wherein, described shallow layer reinforcement district is arranged on the shallow top layer of soft stratum, and described shallow layer reinforcement district,
Roadbed filling and the vertical consistency of described reinforced concrete beam type structure under described support rail beam;
Described support rail beam both sides backfill filler is accepted by roadbed filling under described support rail beam, and the backfill of described support rail beam both sides
Filler props up the both sides of described armored concrete support rail beam base plate, to shield described armored concrete support rail beam base plate
And retrain the transverse shifting of described armored concrete support rail beam base plate, and provide maintenance passage;
Under described support rail beam, roadbed filling and described support rail beam both sides backfill filler collectively form filler filling body, and described filler is filled out
Building body both sides are provided with the first weathering;
The lower end of every described pile foundation carrying structure sequentially passes through roadbed filling under described support rail beam, described shallow layer reinforcement district and institute
Stretching into after stating soft stratum in supporting course, with when soft stratum produces sedimentation, described pile foundation carrying structure can bear negative frictional resistance
Power, thus provide stable bearing capacity to armored concrete support rail beam base plate and reinforced concrete beam type structure, to reduce because filling out
The adverse effect that vertical, the vertical and horizontal rigidity of armored concrete support rail beam are produced by the sedimentation of material filling body;
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;
Described trapezoidal filling body is arranged between shallow layer reinforcement district and described armored concrete support rail beam base plate, itself and described support rail
Under beam, roadbed filling abuts near one end of described bridge abutment, for accepting described armored concrete support rail beam base plate, holding
Beam-and-rail both sides backfill filler and headwall;
Described trapezoidal filling body both sides are provided with second weathering consistent with the described first weathering gradient.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, described first pile foundation carrying structure is cast-in-situ bored pile, and described armored concrete support rail beam base plate is stretched on its top
Interior and cast-in-situ bored pile steel reinforcement cage also stretches in described armored concrete support rail beam base plate.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, the height of described support rail beam both sides backfill filler is equal with the height of described armored concrete support rail beam base plate.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, pile foundation carrying structure described in all these is ranks arrangements.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, described trapezoidal filling body uses graded broken stone to mix cement production systD.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, described armored concrete support rail beam base plate is overlapped between one end of described bridge abutment and described bridge abutment and sets
It is equipped with wear-resisting sliding layer.
Medium-and low-speed maglev single line embankment location the most according to claim 1 detached pier pillar support rail beam transition section structure, its
Being characterised by, described pin includes that pre-buried connection reinforcing bar, Colophonium hemp cut and rustless steel sleeve pipe, described pre-buried connection reinforcing bar are positioned at institute
State in rustless steel sleeve pipe and described Colophonium hemp cut is set between the two.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201610824958.1A CN106283966B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201610824958.1A CN106283966B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure |
Publications (2)
Publication Number | Publication Date |
---|---|
CN106283966A true CN106283966A (en) | 2017-01-04 |
CN106283966B CN106283966B (en) | 2018-01-02 |
Family
ID=57712718
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN201610824958.1A Expired - Fee Related CN106283966B (en) | 2016-09-15 | 2016-09-15 | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN106283966B (en) |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110004781A (en) * | 2019-04-23 | 2019-07-12 | 中铁磁浮交通投资建设有限公司 | A kind of high-speed magnetic suspension rails traffic elasticity circuit configurations |
CN110004782A (en) * | 2019-04-23 | 2019-07-12 | 中铁磁浮交通投资建设有限公司 | A kind of high-speed magnetic suspension rails traffic resilient support circuit configurations |
CN114293414A (en) * | 2021-12-03 | 2022-04-08 | 中铁第四勘察设计院集团有限公司 | Viaduct transition section structure and construction method thereof |
Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR20120111127A (en) * | 2011-03-31 | 2012-10-10 | 한국철도기술연구원 | Single pile concrete track structure and its settlement recovering device |
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 |
CN103276639A (en) * | 2013-06-07 | 2013-09-04 | 中铁第四勘察设计院集团有限公司 | Roadbed structure for deep soft soil region |
CN204000470U (en) * | 2014-02-28 | 2014-12-10 | 中铁第四勘察设计院集团有限公司 | The U-shaped waterproof construction of high stake |
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 |
CN105672062A (en) * | 2016-01-29 | 2016-06-15 | 江苏省交通规划设计院股份有限公司 | Straddle-type monorail bearing system and construction method thereof |
CN206127757U (en) * | 2016-09-15 | 2017-04-26 | 中铁第四勘察设计院集团有限公司 | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills |
-
2016
- 2016-09-15 CN CN201610824958.1A patent/CN106283966B/en not_active Expired - Fee Related
Patent Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR20120111127A (en) * | 2011-03-31 | 2012-10-10 | 한국철도기술연구원 | Single pile concrete track structure and its settlement recovering device |
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 |
CN103276639A (en) * | 2013-06-07 | 2013-09-04 | 中铁第四勘察设计院集团有限公司 | Roadbed structure for deep soft soil region |
CN204000470U (en) * | 2014-02-28 | 2014-12-10 | 中铁第四勘察设计院集团有限公司 | The U-shaped waterproof construction of high stake |
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 |
CN105672062A (en) * | 2016-01-29 | 2016-06-15 | 江苏省交通规划设计院股份有限公司 | Straddle-type monorail bearing system and construction method thereof |
CN206127757U (en) * | 2016-09-15 | 2017-04-26 | 中铁第四勘察设计院集团有限公司 | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110004781A (en) * | 2019-04-23 | 2019-07-12 | 中铁磁浮交通投资建设有限公司 | A kind of high-speed magnetic suspension rails traffic elasticity circuit configurations |
CN110004782A (en) * | 2019-04-23 | 2019-07-12 | 中铁磁浮交通投资建设有限公司 | A kind of high-speed magnetic suspension rails traffic resilient support circuit configurations |
CN114293414A (en) * | 2021-12-03 | 2022-04-08 | 中铁第四勘察设计院集团有限公司 | Viaduct transition section structure and construction method thereof |
Also Published As
Publication number | Publication date |
---|---|
CN106283966B (en) | 2018-01-02 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN105672067B (en) | Bearing-rail beam low track and viaduct transition section structure of medium-low-speed magnetic suspension traffic engineering | |
CN206219897U (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
CN106283966B (en) | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure | |
CN106283950B (en) | Medium-and low-speed maglev traffic engineering two-wire embankment location pile foundation joist type support rail beam transition section structure | |
CN106283948A (en) | Medium-and low-speed maglev traffic engineering two-wire embankment location pile foundation joist type support rail girder construction | |
CN106400615B (en) | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure | |
CN106283973B (en) | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure | |
CN106283957B (en) | Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure | |
CN206157488U (en) | Moderate -low speed magnetic levitation traffic engineering double -line location supporting beam of pile foundation formula support rail roof beam transition section structure that fills | |
CN206127736U (en) | Moderate -low speed magnetic levitation double -line compound framing formula support rail roof beam transition section structure of location pile foundation that fills | |
CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof beam transition section structure | |
CN206127757U (en) | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills | |
CN206127740U (en) | Moderate -low speed magnetic levitation single line location supporting beam of pile foundation formula support rail roof beam transition section structure that fills | |
CN106283953B (en) | Medium-and low-speed maglev two-wire embankment location pile foundation combined type support rail beam transition section structure | |
CN206127759U (en) | Moderate -low speed magnetic levitation double -line location detached pier column type support rail roof beam transition section structure that fills | |
CN106283956B (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
CN106436496B (en) | Medium-and low-speed maglev single line embankment location pile foundation combined type support rail beam transition section structure | |
CN106283959B (en) | Medium-and low-speed maglev single line excavation location pile foundation joist type support rail beam transition section structure | |
CN206219912U (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail beam transition section structure | |
CN106283939B (en) | Medium-and low-speed maglev two-wire excavation location pile foundation joist type support rail beam transition section structure | |
CN106283967B (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail beam transition section structure | |
CN106283946B (en) | The compound framing type support rail beam transition section structure of medium-and low-speed maglev two-wire excavation location pile foundation | |
CN206157487U (en) | Moderate -low speed magnetic levitation single line location pile foundation combined type support rail roof beam transition section structure that fills | |
CN206157482U (en) | Moderate -low speed magnetic levitation double -line location pile foundation combined type support rail roof beam transition section structure that fills | |
CN206127741U (en) | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
C06 | Publication | ||
PB01 | Publication | ||
C10 | Entry into substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
GR01 | Patent grant | ||
GR01 | Patent grant | ||
CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180102 |
|
CF01 | Termination of patent right due to non-payment of annual fee |