CN106836007A - It is adapted to the overbridge design and construction method of incremental launching method - Google Patents
It is adapted to the overbridge design and construction method of incremental launching method Download PDFInfo
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- CN106836007A CN106836007A CN201710024989.3A CN201710024989A CN106836007A CN 106836007 A CN106836007 A CN 106836007A CN 201710024989 A CN201710024989 A CN 201710024989A CN 106836007 A CN106836007 A CN 106836007A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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Abstract
The invention discloses a kind of overbridge design and construction method of suitable incremental launching method, belong to variable cross-section beam body design and construction technical field, its main body construction operation can be away from the space crossed over, ensure that existing railway, highway or urban road are not disturbed by construction, safety under bridge is ensure that, is to be not suitable for a kind of alternative solution when erection by swing is constructed.The design construction method, including interim pile tube basement process, with the united slide plate basis of pier footing, sliding layer, back beam after pushing tow, by the commbined foundations of foundation connection beam, pier cap basis, bridge pier composition, with variable cross-section beam body, pushing tow is realized closing up step with opposite side cross-line simultaneously.This method, it is adaptable to City Building it is intensive wait narrow space without rotator construction condition across railway, the viaduct across highway or urban road.
Description
Technical field
The present invention relates to a kind of overbridge design and construction method of suitable incremental launching method, belong to the design of variable cross-section beam body and apply
Work technical field.
Background technology
In being constructed across the reinforced concrete continuous beam of railway, highway or urban road, in order to reduce to variable cross-section beam body
Across the interference and influence in space, it is ensured that the traffic safety on existing railway, highway or urban road, Hanging Basket is typically used in the past
Method is segmented cantilever concrete.It is much more current to take safer erection by swing and incremental launching method with the raising of awareness of safety, but this two
There is limitation in the method for kind.Erection by swing needs larger construction special show ground and open spatial dimension, is torn open man-hour requirement is applied
Except the building in the range of radius of turn, while all engineering lotuses are concentrated at sphere fulcrum one during swivel, engineering entirety
Stability is poor, and risk is high.It is difficult to variable cross-section prestressed steel reinforced concrete beam and incremental launching method is more suited to steel structure variable-section beam body
In adaptation.
The content of the invention
The technical problem to be solved in the invention is to provide a kind of overbridge design and construction method of suitable incremental launching method,
To be not suitable for the alternative scheme of erection by swing execution conditions, advantage simple with technology, easy to use.
In order to solve the above technical problems, the technical solution adopted in the present invention is：
A kind of overbridge design and construction method of suitable incremental launching method, comprises the following steps：
Step A, overbridge is divided into symmetrical both sides along cross-line gauge, each lateral root determines according to specific variable cross-section beam body
Technical parameter, calculates the stress load that full-bridge concentrates on commbined foundations, according to least favorable payload data, completes Bored Piles
Under conditions of, foundation stabilization is carried out with interim pipe pile foundation respectively with reference to geological condition, then bored in interim pipe pile foundation, bridge pier
Slide plate of being constructed on the pile foundation of bridge pier of hole stake composition is basic；
After step B, completion slide plate foundation construction, back beam after the pushing tow with prestressing tendon control with slide plate basis one,
Piling prepressing is carried out to slide plate basis to eliminate sedimentation, pre-compaction process carries out settlement observation with electronic level, according to observation number
According to it is determined that being unloaded after completing sedimentation；
After step C, completion unloading, slide plate surface of base is polished, controlled within 0.5mm with electronic level measurement error；
After the completion of step D, surface rubbing, sliding layer is performed between slide plate basis and pier cap basis；
After the completion of step E, sliding layer, commbined foundations and variable cross-section beam body are poured into a mould away from place of safety in cross-line gauge both sides, then
With the jack being arranged on after pushing tow at back beam, by commbined foundations, with variable cross-section beam body, pushing tow is realized and opposite side cross-line simultaneously
Close up, finally using the closure of track time, complete the construction of variable cross-section beam body closure segment.
Technical solution of the present invention further improvement is that：Commbined foundations include two pier cap bases, connection two
The foundation connection beam on pier cap basis, the bridge pier being arranged on the basis of each pier cap, variable cross-section beam body are arranged on two
It is on bridge pier and prefabricated together with bridge pier.
Technical solution of the present invention further improvement is that：Interim pipe pile foundation in step A is some caliber Ф
400mm, concrete grade are the prestressed reinforced concrete pipe pile of C80, and interim pipe pile foundation is non-homogeneous setting, pier cap
The interim pipe pile foundation that interim pipe pile foundation density in sliding-type base region is more than in the non-slip region of pier cap basis is close
Degree, slide plate basis uses prestressed reinforced concrete.
Technical solution of the present invention further improvement is that：Slide plate basis is C50 prestressed reinforced concretes.
Technical solution of the present invention further improvement is that：Back beam is arranged on the top on slide plate basis after pushing tow in step B
Side is pushed away, prestressing tendon is arranged in slide plate basis and after pushing tow in back beam using post stretching.
Technical solution of the present invention further improvement is that：Concrete sander is used in step C by slide plate surface of base
Polish.
Technical solution of the present invention further improvement is that：Sliding layer in step D includes set gradually up and down three
Layer, orlop is paraffin wax, and intermediate layer is talcum powder, and the superiors are polytetrafluoroethylene (PTFE).
Technical solution of the present invention further improvement is that：Paraffin wax thickness 2mm, talcum powder thickness 1mm, polytetrafluoroethylene (PTFE) thickness 2mm
。
Technical solution of the present invention further improvement is that：In step E, foundation connection beam dystopy is poured on the basis of slide plate
Note, variable cross-section beam body takes Support Method or Hanging Basket method to be poured into a mould, main pier top and the variable cross-section beam body Temporary Piers beam branch of bridge pier
Seat is consolidated, and is provided with jack after pushing tow at back beam.
Technical solution of the present invention further improvement is that：Temporary Piers beam support is armored concrete material.
By adopting the above-described technical solution, the technological progress that the present invention is obtained is：A kind of three are provided in advance should across variable cross-section
The method that power reinforced concrete continuous beam is designed and constructed with bridge pier and based Joint pushing tow, in urban compact or narrow space environment
Under the conditions of, it is the system of selection of another design and construction in addition to erection by swing, to be not suitable for the alternative of erection by swing execution conditions
Scheme, it is simple with technology, the characteristics of easy to use.
The present invention solve cross-line variable cross-section prestressed reinforced concrete continuous beam viaduct be not suitable for erection by swing design apply
Three-span continuous beam, is divided into two parts by the problem of work, cross-line gauge both sides away from place of safety by the bridge pier in commbined foundations with
Variable cross-section beam body is prefabricated together, then together by commbined foundations（Bridge pier, pier cap basis, foundation connection beam）With variable cross-section
Beam body pushing tow in place, realizes that variable cross-section beam body is closed up.Compared to erection by swing, the present invention has that construction site is small to be increased without rotation
Space needed for process, by bridge pier, pier cap basis, the common pushing tow of foundation connection beam and variable cross-section beam body composition association,
Integral pushing process stability under loading, security risk is smaller.
Commbined foundations are the abbreviation of bridge pier commbined foundations or double pier commbined foundations, due in prior art designs, two bridge piers
Pier cap basis be separate, the two is not connected to, but the design is linked to realize pushing tow scheme using reinforced concrete base
By two pier cap based Joints together, this attachment structure can both transmit jacking force to beam, and two pier caps are can guarantee that again
Relative position between basis will not change, and not only ensure that construction safety, while design and construction precision is improve, with great
Application value.
Settlement of foundation is completed due to being additionally arranged slide plate basis, and carrying out piling prepressing, pushing tow process middle slide plate basis is eliminated
Sedimentation modification factor, it is ensured that error is closed up in the space coordinates of variable cross-section beam body, reduction.Slide plate basis is the deformed bar of C80
Concrete tubular pile, intensity can reach 100 MPas, and steady quality is easily controllable, case unit capacity is high, easy construction is quick, valency
Lattice are suitable.
Sliding layer is provided with three layers, and the superiors are polyfluortetraethylene plate, and coefficient of friction is extremely low, it is ensured that pushing tow rubs when sliding
Wipe power it is minimum, high-strength wearable, adhesion is easy to clean, with antiacid alkali resistant, resist various organic solvents the characteristics of.
Brief description of the drawings
Fig. 1 is present invention elevation before pushing tow；
Fig. 2 is the side view of Fig. 1；
Fig. 3 is the present invention wherein slide plate of side and pier footing top plan view；
Fig. 4 is that pushing tow completion variable cross-section beam body of the present invention closes up elevation；
Fig. 5 is the partial enlarged drawing of Fig. 1.
Wherein, 1, slide plate basis, 2, sliding layer, 3, interim pipe pile foundation, 4, back beam after pushing tow, 5, jack, 6, in advance should
Power steel wire bundle, 7, Bored Piles, 8, foundation connection beam, 9, bridge pier, 10, Temporary Piers beam support, 11, variable cross-section beam body, 12,
Pier cap basis, 13, cross-line gauge, 14, main pier foundation load area, 15, abutment pier foundation load area.
Specific embodiment
The present invention is described in detail with reference to the accompanying drawings and detailed description：
As shown in Fig. 1~Fig. 5, a kind of pair of pier commbined foundations are synchronous with variable cross-section beam body to elapse the overbridge for closing up, including edge across
13 points of line gauge is symmetrical two side portions, and each side part includes pile foundation layer, the slide plate base being arranged on pile foundation layer
Plinth 1, be arranged on slide plate basis 1 pushing tow side pushing tow after back beam 4, be arranged on slide plate basis 1 sliding layer 2, be arranged on slip
Pier beam layer on layer 2；
Pile foundation layer includes Bored Piles 7, is arranged between Bored Piles 7 interim pipe pile foundation for carrying out foundation stabilization
3, slide plate basis 1 is arranged in interim pipe pile foundation 3 and Bored Piles 7, is set in back beam 4 behind slide plate basis 1 and pushing tow
There is prestressing tendon 6；
Pier beam layer includes commbined foundations and variable cross-section beam body 11, and commbined foundations include two pier cap bases 12, connection two
The foundation connection beam 8 on pier cap basis 12, the bridge pier 9 being arranged on each pier cap basis 12, variable cross-section beam body 11 set
Put on two bridge piers 9；
Sliding layer 2 is arranged between slide plate basis 1 and two pier cap bases 12, and sliding layer includes set gradually up and down three
Layer, orlop is paraffin wax, and intermediate layer is talcum powder, and the superiors are polytetrafluoroethylene (PTFE).
A kind of overbridge design and construction method of suitable incremental launching method, it comprises the following steps：
Step A, along 13 points of cross-line gauge it is symmetrical both sides by overbridge, each lateral root is according to specific variable cross-section beam body 11
Determine technical parameter, calculate the stress load that full-bridge concentrates on commbined foundations, according to least favorable payload data, bored bridge pier is completed
Under conditions of hole stake 7, foundation stabilization is carried out with interim pipe pile foundation 3 respectively with reference to geological condition, then in interim pipe pile foundation
3rd, construction slide plate basis 1 on the pile foundation of bridge pier of the composition of Bored Piles 7；
After step B, the construction of completion slide plate basis 1, with the pushing tow back of basic 1 one of the control of prestressing tendon 6 and slide plate
Beam 4, piling prepressing is carried out to slide plate basis 1 to eliminate sedimentation, and pre-compaction process carries out settlement observation with electronic level, according to sight
Data are surveyed, it is determined that being unloaded after completing sedimentation；
After step C, completion unloading, 1 surface rubbing of slide plate basis is controlled within 0.5mm with electronic level measurement error；
After the completion of step D, surface rubbing, sliding layer 2 is performed between slide plate basis 1 and pier cap basis 12；
After the completion of step E, sliding layer, commbined foundations and variable cross-section beam body 11 are poured into a mould away from place of safety in the both sides of cross-line gauge 13,
Then with the jack 5 being arranged on after pushing tow at back beam 4, by commbined foundations with variable cross-section beam body 11 simultaneously pushing tow realize with it is another
Side cross-line closes up, and finally using the closure of track time, completes the construction of variable cross-section beam body closure segment.
Commbined foundations therein include the basis contact on two pier cap bases 12, two pier cap bases 12 of connection
Beam 8, the bridge pier 9 being arranged on each pier cap basis 12, variable cross-section beam body 11 be arranged on two bridge piers 9 and with bridge pier 9
It is prefabricated together.
Commbined foundations are the abbreviation of bridge pier commbined foundations or double pier commbined foundations, due in prior art designs, two bridge piers 9
Pier cap basis 12 be separate, the two is not connected to, but the design is in order to realize pushing tow scheme, using reinforced concrete base connect
Be united on two pier cap bases 12 by binder 8, and this attachment structure can both transmit jacking force, and two bridge piers are can guarantee that again
Relative position between cushion cap foundation 12 will not change, and not only ensure that construction safety, while improve design and construction precision, have
Great application value.
Interim pipe pile foundation 3 in step A is some caliber Ф 400mm, the deformed bar that concrete grade is C80
Concrete tubular pile, interim pipe pile foundation 3 is non-homogeneous setting, 12 sliding areas of pier cap basis（Namely main pier foundation lotus
Carry area 14 and abutment pier foundation load area 15）The interior density of interim pipe pile foundation 3 is more than in 12 non-slip regions of pier cap basis
The density of interim pipe pile foundation 3, slide plate basis 1 uses prestressed reinforced concrete, and specifically optional C50 in advance should on slide plate basis 1
Power armored concrete.
Back beam 4 is arranged on the pushing tow side on slide plate basis 1 after pushing tow in step B, and prestressing tendon 6 uses post stretching
It is arranged in slide plate basis 1 and after pushing tow in back beam 4.
Concrete sander is used in step C by 1 surface rubbing of slide plate basis.
Sliding layer in step D includes three layers set gradually up and down, and orlop is paraffin wax, and intermediate layer is talcum powder, most
Upper strata is polytetrafluoroethylene (PTFE).Specifically thickness is：Paraffin wax 1.5~3mm of thickness, talcum powder 0.5~1.5mm of thickness, polytetrafluoroethylene (PTFE) thickness 1.5
~3mm.
In step E, the dystopy of foundation connection beam 8 takes Support Method or Hanging Basket in 1 upper of slide plate basis, variable cross-section beam body 11
Method is poured into a mould, and main pier top and the variable cross-section beam body 11 of bridge pier 9 are consolidated with Temporary Piers beam support 10, Temporary Piers beam support 10
It is armored concrete material, it is 600 tons~1000 tons Horizontal jacks 5 to be arranged on the jack 5 after pushing tow at back beam 4.
During Specific construction, technical parameter is determined according to specific variable cross-section beam body, calculate full-bridge and concentrate on commbined foundations
Stress load.The load that 1 two, basis of slide plate region is born is maximum, as main pier foundation load area 14 and abutment pier foundation load area
The regional extent passed through during 15 pushing tows（Such as Fig. 5）, according to least favorable payload data, design interim pipe pile foundation 3.Slide plate
Basis 1 is designed as prestressed reinforced concrete, after pushing tow back beam 4 together with the design of slide plate basis 1, with slide plate basis 1 in advance
Prestress steel strand beam 6 resists jacking force.
After the completion of the construction of prestressed reinforced concrete slide plate basis 1, piling prepressing is first carried out, preloading load presses actual bearer
120% applying.Electronic level observational record is used, according to time and sedimentation value changes in coordinates curve, it is determined that after completing sedimentation,
Removal preloading, carries out tensioning and opens mud jacking to prestressing tendon 6.After completing pre-stress construction, 1 surface of slide plate basis is carried out
Polishing, structure is destroyed to eliminate the stress concentration during pushing tow caused by 1 irregularity of slide plate basis.Constructed after the completion of polishing and slided
Dynamic layer 2, constructed on sliding layer 2 commbined foundations and variable cross-section beam body 11, that is, foundation connection beam 8, pier cap basis 12,
Bridge pier 9 and variable cross-section beam body 11, after commbined foundations and variable cross-section beam body 11 push up design attitude, pier cap basis 12 and bridge
The basis of pier drilled pile 7 overlaps and realizes cushion cap and the common stress of pile foundation.
Instantiation is as follows：
By taking certain across railway 32m+48m+32m reinforced concrete continuous beam as an example, as shown in Figure 5.1/2 variable cross-section beam body body is always just measured
1188 cubic metres, always just amount is 2121 cubic metres of armored concrete for the main abutment pier in bottom and commbined foundations.
Interim pipe pile foundation 3 is designed for the deformed bar of stake L=30m long, caliber Ф 400mm, concrete grade C80 is mixed
Solidifying soil pile tube, pilespacing 1.0m, 1.0m thickness prestressed reinforced concrete slide plate basis 1, post-stressed steel wire bundle.
Piling prepressing, ballast value is（1188+2121）* 2.5*1.2=9927 tons.Into the settlement observation phase, settled to completion
Untill unload.
Slide plate basis 1 is polished with concrete sander, is controlled within 0.5mm with electronic level measurement error.
Sliding layer 2 is designed as orlop cast 2mm thickness paraffin waxes, and it is levelling to scrape leveling ruler, intermediate layer paving 1mm thickness talcum powder, most goes up
Layer is 2mm thickness polytetrafluoroethylene (PTFE).
Foundation connection beam 8, bridge pier 9 and variable cross-section beam body 11 are poured into a mould after the completion of sliding layer 2.
Pushing tow：Pushing tow force evaluating is designed：（1188+2121）*2.5*0.5（Slide plate coefficient of friction）=4136 tons, choose 800
Ton（Take 600 tons of its 75% actual efficiency）Seven Horizontal jacks 5 carry out incremental launching construction.
The pier non-uniform beam system top of foundation connection beam 8, pier cap basis 12, bridge pier 9 and variable cross-section beam body 11 composition
Realize closing up with opposite side cross-line after shifting position onto, using wire time is blocked, complete 2m sections of variable cross-section beam body 11 of closure segment
Construction.
Concrete engineering design Structure of need engineer is for different condition to Bored Piles 7, interim pipe pile foundation 3, cunning
Plate basis 1, pier cap basis 12 and variable cross-section beam body 11 carry out structure design, and construction is organized and implemented by design.
Claims (10)
1. a kind of suitable incremental launching method overbridge design and construction method, it is characterised in that comprise the following steps：
Step A, by overbridge along cross-line gauge（13）It is divided into symmetrical both sides, each lateral root is according to specific variable cross-section beam body
（11）Determine technical parameter, calculate the stress load that full-bridge concentrates on commbined foundations, according to least favorable payload data, complete bridge
Pier drilled pile（7）Under conditions of, use interim pipe pile foundation respectively with reference to geological condition（3）Foundation stabilization is carried out, then interim
Pipe pile foundation（3）, Bored Piles（7）Slide plate of being constructed on the pile foundation of bridge pier of composition is basic（1）；
Step B, completion slide plate basis（1）After construction, with prestressing tendon（6）Control and slide plate basis（1）The top of one
Postpone back beam（4）, to slide plate basis（1）Piling prepressing is carried out to eliminate sedimentation, pre-compaction process is settled with electronic level
Observation, according to observation data, it is determined that being unloaded after completing sedimentation；
After step C, completion unloading, by slide plate basis（1）Surface rubbing, with electronic level measurement error control 0.5mm with
It is interior；
After the completion of step D, surface rubbing, on slide plate basis（1）With pier cap basis（12）Between perform sliding layer（2）；
After the completion of step E, sliding layer, in cross-line gauge（13）Commbined foundations and variable cross-section beam body are poured into a mould away from place of safety in both sides
（11）, then with being arranged on back beam after pushing tow（4）The jack at place（5）, by commbined foundations with variable cross-section beam body（11）Simultaneously
Pushing tow is realized closing up with opposite side cross-line, finally using the closure of track time, completes the construction of variable cross-section beam body closure segment.
2. suitable incremental launching method according to claim 1 overbridge design and construction method, it is characterised in that：Joint base
Plinth includes two pier cap bases（12）, connection two pier cap bases（12）Foundation connection beam（8）, be arranged on each
Pier cap basis（12）On bridge pier（9）, variable cross-section beam body（11）It is arranged on two bridge piers（9）Upper and and bridge pier（9）Together
It is prefabricated.
3. suitable incremental launching method according to claim 2 overbridge design and construction method, it is characterised in that：Step A
In interim pipe pile foundation（3）For some caliber Ф 400mm, concrete grade are the prestressed reinforced concrete pipe pile of C80,
Interim pipe pile foundation（3）It is non-homogeneous setting, pier cap basis（12）Interim pipe pile foundation in sliding area（3）Density is big
In pier cap basis（12）Interim pipe pile foundation in non-slip region（3）Density, slide plate basis（1）Using deformed bar
Concrete.
4. suitable incremental launching method according to claim 3 overbridge design and construction method, it is characterised in that：Slide plate base
Plinth（1）It is C50 prestressed reinforced concretes.
5. suitable incremental launching method according to claim 1 overbridge design and construction method, it is characterised in that：Step B
In pushing tow after back beam（4）It is arranged on slide plate basis（1）Pushing tow side, prestressing tendon（6）It is arranged on using post stretching
Slide plate basis（1）Back beam after interior and pushing tow（4）It is interior.
6. suitable incremental launching method according to claim 1 overbridge design and construction method, it is characterised in that：Step C
Middle use concrete sander is basic by slide plate（1）Surface rubbing.
7. suitable incremental launching method according to claim 1 overbridge design and construction method, it is characterised in that：Step D
In sliding layer include set gradually up and down three layers, orlop is paraffin wax, and intermediate layer is talcum powder, and the superiors are polytetrafluoroethyl-ne
Alkene.
8. suitable incremental launching method according to claim 7 overbridge design and construction method, it is characterised in that：Paraffin wax is thick
2mm, talcum powder thickness 1mm, polytetrafluoroethylene (PTFE) thickness 2mm.
9. suitable incremental launching method according to claim 2 overbridge design and construction method, it is characterised in that：Step E
In, foundation connection beam（8）Dystopy is in slide plate basis（1）Upper, variable cross-section beam body（11）Taking Support Method or Hanging Basket method is carried out
Cast, bridge pier（9）Main pier top and variable cross-section beam body（11）Use Temporary Piers beam support（10）Consolidated, back beam after pushing tow（4）
Place is provided with jack（5）.
10. suitable incremental launching method according to claim 9 overbridge design and construction method, it is characterised in that：Temporarily
Pier beam support（10）It is armored concrete material.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710024989.3A CN106836007B (en) | 2017-01-13 | 2017-01-13 | It is suitble to the overbridge design and construction method of incremental launching method |
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| CN107119503A (en) * | 2017-06-30 | 2017-09-01 | 中铁第四勘察设计院集团有限公司 | A kind of railway roadbed foundation structure |
| CN107977498A (en) * | 2017-11-24 | 2018-05-01 | 青海省公路建设管理局 | A kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm |
| CN114606871A (en) * | 2022-03-29 | 2022-06-10 | 武汉思力特种工程机械施工有限公司 | Incremental launching method for variable-cross-section steel beam of long-span bridge |
| CN114875809A (en) * | 2022-03-31 | 2022-08-09 | 中铁大桥局第七工程有限公司 | Bidirectional pushing construction mechanism and construction method for variable-section steel beam |
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| CN114606871B (en) * | 2022-03-29 | 2023-09-26 | 武汉思力特种工程机械施工有限公司 | High-section variable steel girder pushing method for large-span bridge |
| CN114875809A (en) * | 2022-03-31 | 2022-08-09 | 中铁大桥局第七工程有限公司 | Bidirectional pushing construction mechanism and construction method for variable-section steel beam |
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| CN106836007B (en) | 2018-06-19 |
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