CN108867316A - Single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique - Google Patents
Single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique Download PDFInfo
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- CN108867316A CN108867316A CN201810788772.4A CN201810788772A CN108867316A CN 108867316 A CN108867316 A CN 108867316A CN 201810788772 A CN201810788772 A CN 201810788772A CN 108867316 A CN108867316 A CN 108867316A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 116
- 239000010959 steel Substances 0.000 title claims abstract description 116
- 238000010276 construction Methods 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 18
- 239000000725 suspension Substances 0.000 title claims abstract description 13
- 238000005516 engineering process Methods 0.000 claims abstract description 11
- 238000000465 moulding Methods 0.000 claims description 13
- 239000011435 rock Substances 0.000 claims description 9
- 238000009415 formwork Methods 0.000 claims description 7
- 230000002146 bilateral effect Effects 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 description 16
- 238000006243 chemical reaction Methods 0.000 description 6
- 238000013461 design Methods 0.000 description 6
- 230000005484 gravity Effects 0.000 description 6
- 238000009434 installation Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 238000005259 measurement Methods 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 5
- 239000004567 concrete Substances 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 238000012937 correction Methods 0.000 description 3
- 230000000916 dilatatory effect Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 210000001015 abdomen Anatomy 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000002512 chemotherapy Methods 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000036244 malformation Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000003032 molecular docking Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
-
- 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
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Abstract
The invention discloses a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique, construction technology includes the following steps：(1) front launching nose is assembled at the construction field (site), and front launching nose is mounted in the three-dimensional hydraulic jack on pushing tow pier；(2) steel box-girder is hinged with by transporting the top pushing platform of the land transportation of beam trolley to construction site in front launching nose；(3) the three-dimensional hydraulic jack on pushing tow pier is started to work, and drives front launching nose mobile, and front launching nose drives steel box-girder mobile；It checks whether steel box-girder is installed in place, continues that subsequent steel box-girder is installed if being installed in place, repeat the above steps until whole steel box-girders are installed；(4) back launching nose is installed, is adjusted by the way that three-dimensional hydraulic jack is longitudinally linear to steel box-girder, is adjusted in place after-contraction three-dimensional hydraulic jack cylinder and falls on steel box-girder on pushing tow pier, whole pushing tow work are completed.Construction technology of the present invention is simple, conveniently, high-efficient, highly-safe, precision is high.
Description
Technical field
The present invention relates to the incremental launching construction techniques of steel box-girder, and in particular to a kind of single-tower self-anchored suspension bridge large span steel box
Beam walking incremental launching construction technique.
Background technique
The construction technology of bridge is varied, covers various aspects, and the installation of steel box-girder and be wherein most heavy in place
The link wanted.In the construction technology of steel box-girder, because of the complexity in place, such as across highway, across subway railway, across height
Iron, across the harbour for thering is navigation to require and the thoroughfare etc. for thering is safety traffic to require, influenced by this complex site and operating condition, be
The safety for guaranteeing construction need to be taken after the assembled good steel box-girder in the place of safety, be moved to steel box-girder in entirety designed
Target position.
Currently, for the work progress for moving integrally steel box-girder, present construction technology generallys use dilatory method and is applied
Work.Dilatory method construction refers to that side arranges sliding block in orbit, with hoist engine or continuous jack in steel box-girder positioned beneath track
Longitudinal pull steel box-girder reaches designated position, and lateral arrangement jack carries out correction adjustment.But the steel box-girder volume of large-tonnage
It is huge, and the weight of steel box-girder weighs more than a few kiloton, by this construction equipment and construction method in heave,
Due to steel box-girder discontinuity equalization, the gravity motion direction in the direction and steel box-girder that not can guarantee dilatory force on the same line,
The upper and lower part movement of steel box-girder is asynchronous, easily generates the phenomenon that leapfrogs, steel box-girder is caused to be easy to de-orbit, while
It is easy that steel box-girder is made to deform during overall movement；In addition, needing certain indulge in the moving process of steel box-girder
Slope, and when steel box-girder is integrally drawn, since quality is larger, whole inertia is very big, is difficult to control steel box-girder and is integrally parked in mesh
Position is marked, there are great security risks.
Summary of the invention
That the technical problem to be solved in the present invention is to provide a kind of construction technologies is simple, conveniently, it is high-efficient, highly-safe, smart
Spend high single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique.
In order to achieve the above objectives, technical scheme is as follows：
Single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique, the construction technology include following step
Suddenly：
(1) front launching nose is assembled at the construction field (site), and front launching nose is mounted in the three-dimensional hydraulic jack on pushing tow pier；
(2) steel box-girder is hinged with by transporting the top pushing platform of the land transportation of beam trolley to construction site in front launching nose；
(3) the three-dimensional hydraulic jack on pushing tow pier is started to work, and drives front launching nose mobile, front launching nose drives steel box-girder to move
It is dynamic；It checks whether steel box-girder is installed in place, continues that subsequent steel box-girder is installed if being installed in place, repeat the above steps until complete
Portion's steel box-girder is installed；
(4) back launching nose is installed, is adjusted by the way that three-dimensional hydraulic jack is longitudinally linear to steel box-girder, is received after being adjusted in place
Contracting three-dimensional hydraulic jack cylinder falls on steel box-girder on pushing tow pier, completes whole pushing tow work.
In one embodiment of the invention, pushing tow pier is 9 groups, and maximum spacing is 75m, minimum spacing 49.2m.
In one embodiment of the invention, steel box-girder is single-phase three Room steel box stiffening girder.
In one embodiment of the invention, pushing tow pier is made of 6 or 9 with embedding rock steel pipe, is passed through between embedding rock steel pipe
Lateral is connected with diagonal brace.
In one embodiment of the invention, three-dimensional hydraulic jack includes top Sliding Structures, jacking support cylinder, top
It pushes away Shift cylinder and laterally adjusts oil cylinder.
In one embodiment of the invention, top pushing platform is equipped with several and is used to support the moulding bed of steel box-girder, moulding bed
Along steel box-girder cloth set direction spaced set, moulding bed is made of bilateral symmetry base board, bracket and formwork；Base board is mounted on
On top pushing platform, support vertical is arranged on base board, and formwork is arranged in cradle top.
Through the above technical solutions, the beneficial effects of the invention are as follows：
Construction technology of the present invention is simple, conveniently, high-efficient, highly-safe, precision is high.
Detailed description of the invention
In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below
There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is only this
Some embodiments of invention for those of ordinary skill in the art without creative efforts, can be with
It obtains other drawings based on these drawings.
Fig. 1 is front launching nose initial makeup location structural schematic diagram of the present invention；
Fig. 2 is 1 structural schematic diagram of front launching nose installation site of the present invention；
Fig. 3 is 2 structural schematic diagram of front launching nose installation site of the present invention；
Fig. 4 is 4 structural schematic diagram of front launching nose installation site of the present invention；
Fig. 5 is jig structure schematic diagram of the present invention；
Number and corresponding component title represented by letter in figure：
10, top pushing platform 20, moulding bed 21, base board 22, bracket 23, formwork 24, diagonal brace 30, pushing tow pier 31, embedding rock steel pipe
32, lateral 33, diagonal brace 40, three-dimensional hydraulic jack 50, front launching nose 60, steel box-girder.
Specific embodiment
In order to be easy to understand the technical means, the creative features, the aims and the efficiencies achieved by the present invention, tie below
Conjunction is specifically illustrating, and the present invention is further explained.
Embodiment 1
Present invention construction overall length 396m, point 36 segments (steel box-girder), standard knot segment length 10.8m, weight 255t；Steel box-girder is flat
For upper thread shape from straightway to arc section transition, veritcal linearity is low arc-shaped in intermediate high both ends；0#-28# is segmented into straightway,
29#-36# is segmented into arc section, and arc section dehisces size by segmentation top, bottom plate to adjust.
Scene determines the base position of segmentation, setting scene according to general arrangement plan using bridge longitudinal axis as benchmark line
Assemble top pushing platform；10 area size of top pushing platform is 63 × 55m, and ground uses steady layer of water, absolute altitude 50.18m, bearing capacity 10t/
m2；Road width is marched into the arena not less than 55m in scene, and ground line gradient is not more than 3%, meets two 150t hydraulic flats after the hardening of road surface
The fully loaded walking of vehicle；The west side of assembling jig frame is arranged engineering truck access way, road width 8m, allow 100 tons of truck cranes and
Dollie enters and leaves；Power distribution station is arranged in east side, and configuration electricity capacity is 800kVA, to meet installation and pushing tow electricity consumption needs；
Living area, the setting of placing of material place have the entrance of 8m width builder's road in east side.
To meet steel box-girder incremental launching construction requirement, the live moulding bed that can satisfy 3 sectionals, moulding bed are set up on platform
20 bilateral symmetries are made of along steel box-girder cloth set direction spaced set, moulding bed 20 base board 21, bracket 22 and formwork 23；Road
Substrate 21 is mounted on top pushing platform 10, for dispersing the pressure of road pavement；Bracket 22 is vertically set on base board 21, formwork
23 settings are at 22 top of bracket；First of incremental launching device and supporting point D1 are located at No. 29 pier positions, and supporting point meets carrying 800t's
Weight, moulding bed bracket meet the weight of support 70t, and moulding bed support segmentation template top surface is apart from ground level 2-2.3m, to meet
The requirement of segmentation is placed in flat car disengaging and positioning.
Incremental launching construction of the present invention designs 9 groups of 18 pushing tow piers 30 altogether, and maximum pier is away from for 75m, and minimum pier is away from for 49.2m, often
A three-dimensional hydraulic jack 40 is equipped on a pushing tow pier, by combinative movement realize steel box-girder along bridge to, vertical, cross-bridges
To being moved, being jacked or being adjusted respectively, thus the full-bridge line style after the completion of guaranteeing steel box-girder incremental launching construction.Pushing tow pier 30 is by 6
Root 9 is formed with embedding rock steel pipe 31, is connected between embedding rock steel pipe 31 by lateral 32 and diagonal brace 33；Pushing tow pier is divided into 5 kinds of structures
Form：D1 is pushing tow pier on the bank, is concrete Extended chemotherapy；D3 utilizes No. 27 piers；D2, D7, D8 are that 6 stake tops push away pier；D4-D6
Pier is pushed away for 9 stake tops；D9 is that 4 stake tops push away pier；Embedding rock steel pipe uses 1000 × 14 steel pipe of φ, and lateral, diagonal brace use Two bors d's oeuveres channel steel.
For the present invention in construction, every three are segmented into a pushing tow round, are fragmented into a total of 15 tops of 36# segmentation from 1#
Push wheel time；Dual control is carried out by pushing tow displacement and jacking force during pushing tow, be displaced with pushing tow based on, it is ensured that steel box-girder left and right sides
Move ahead the displacement coordinating and unifying.
Referring to FIG. 1 to FIG. 4, step 1：In position of platform, installation front launching nose and segmentation 1#-3#, form first round pushing tow
Structure.Front launching nose is completed to install in initial position, weight G0=160.2t at this time, position of centre of gravity incremental launching device D0, D1/2 it
Between.
Reach pushing tow position 1, then by front launching nose to Zhaoshan Hill direction pushing tow 12.656m using incremental launching device D0, D1/2
Segmentation 1# is installed with flat car.Weight becomes G1=294.8t at this time, and position of centre of gravity is maintained between incremental launching device D0, D1/2.
Using incremental launching device D0, D1, D1/2, continue front launching nose reaching pushing tow position to Zhaoshan Hill direction pushing tow 19.11m
2, center of gravity G1 is advanced between incremental launching device D1, D2 at this time.Pushing tow work is transferred to main pipe bending cylinder D1, D2.
Using incremental launching device D1, D2, continue front launching nose reaching pushing tow position 3, then to Zhaoshan Hill direction pushing tow 3.99m
Segmentation 2# is installed with flat car.Weight becomes G2=492.1t at this time, and position of centre of gravity is maintained between incremental launching device D1, D2.
Using incremental launching device D1, D2, continue front launching nose reaching pushing tow position 4, so to Zhaoshan Hill direction pushing tow 10.799m
Segmentation 3# is installed with flat car afterwards.Weight becomes G3=689.4t at this time, and position of centre of gravity is maintained between incremental launching device D1, D2.
Using incremental launching device D1, D2, continue that front launching nose is reached pushing tow position 5, that is, divided to Zhaoshan Hill direction pushing tow 10.8m
Section pushing tow base position.It checks front launching nose and 1-3# segmentation pushing tow situation in place, jacks D1, D2 oil cylinder after errorless, remove pushing tow
Equipment 1 and 3.It is subsequent to start assembling segmentation 4#-6#, it is ready for next round pushing tow scheme.
Step 2：First round pushing tow structure releases platform for lining, continues assembly 4#-6# segmentation, forms the second wheel pushing tow knot
Structure, following each round pushing tow structure increase by 3 segmentations.
Step 3：7#-9#, 10#-12#...... are installed after continuing pushing tow, until the 12nd wheel pushing tow knot of 34#-36# segmentation
Structure, all pushing tow sectionals have been completed at this time.
Step 4：After equal 36# segmentation pushing tow goes out position of platform, back launching nose structure is installed.
Step 5：Continue successively incremeantal launching method until segmentation reaches design position, design position is that 15# is segmented (E beam section) here
Bridge subplate bearer center line is aligned 26 pier bridge tower thwart beam support position of center line.The leveling steel plate of steel box-girder prewelding is to beam of main tower
Between distance 652mm, support wouldn't install, after install after the completion of steel box-girder pushing tow.
Step 6：Vertical jack on pier is adjusted, it is longitudinally linear to steel box-girder to be adjusted, it is adjusted in place after-contraction thousand
Jin top oil cylinder falls on steel box-girder on pier, completes whole pushing tow work.
Above-mentioned leading beam length 60m (10m plays slope section), using scheme of the real abdomen section in conjunction with truss, front end 30m is purlin
Frame structure, rear end 30m are double-vane listrium reality fu jie structure, are made of between two truss structures monolithic truss and support, rear end and big
The connection of bridge steel box-girder 1# sectional rigid.
Above-mentioned back launching nose length 40m, using scheme of the real abdomen section in conjunction with truss, tail end 25.3m is truss structure, preceding
End 15m is double-vane listrium reality fu jie structure, and centre is made of single truss structure and support, front end and Bridge Steel Box Girder 36# steel reinforced concrete knot
Close section rigid connection.
Support reaction and horizontal force checking computations
It is calculated using sap2000 model each (as initial position when installing 4#5#6# steel box-girder) during steel box-girder pushing tow
Temporary Piers maximum support reaction, in order to ensure computational accuracy, every pushing tow 5m is once calculated, and calculated result shows：Maximum branch is anti-
Power is D5 Temporary Piers, and support reaction 7596kN, some numerical results see the table below 1；
Each Temporary Piers maximum load capacity during 1 steel box-girder pushing tow of table
D5 Temporary Piers are 9 pileworks, and single steel tube pile embeded in rock socket length is 8m, and design bearing capacity 750kN, D5 is interim
Pier design bearing capacity is 13500kN, and safety coefficient 1.78, Temporary Piers support reaction meets construction requirement；Horizontal force goes jacking force
5%, the horizontal force generated during pushing tow is 379.8kN, and the horizontal resist forces of Temporary Piers are 675.0kN, and safety coefficient is
1.78, support reaction meets construction requirement.
Malformation checking computations
Using sap2000 model calculate steel box-girder pushing tow during (as initial position when installing 4#5#6# steel box-girder) most
Big structure deformation, calculated result show：Maximum support reaction during pushing tow appears in when will go up pier D5, under front launching nose is maximum
- 1233mm is scratched, according to steel construction Force Calculation, meets design requirement, some numerical results see the table below 1；
| Construction operating condition | Overhang end (mm) | Span centre position (mm) | Rear end (mm) |
| After 1# steel box-girder is installed | -68 | ||
| When nose girder will go up D2 pier | -262 | ||
| The overhanging of D1 pier is most heavy | -253 | ||
| When will go up pier D5 | -1233 | ||
| Just when upper pier D5 | -82 | ||
| When will go up pier D6 | -1127 | ||
| Just when upper pier D6 | -68 | ||
| When will go up pier D7 | -412 | ||
| When just leaving D2 | -315 | ||
| Pushing tow in place when | -433 |
Structure maximum distortion during 2 steel box-girder pushing tow of table
During steel box-girder incremental launching construction, the linear of steel box-girder should be observed closely.The lateral alignment control of steel box-girder is main
It is controlled by transverse adjusting oil cylinder, vertical alignment control mainly passes through the completion of the vertical jack in incremental launching device.
(1) on-site consolidation precision
On-site consolidation is to carry out equally to carry out to meet linear moulding bed, steel box girder segment based on factory's preassembling, to
Hydraulic flat car is adjusted adjacent segment using screw machine top and chain block after transporting steel box girder segment to designated position
In place, one block of horse plate is installed along the every 300mm of abutment joint according to code requirement to be positioned, thermal deformation when control is welded simultaneously disappears
The micro-strain generated during transportation except the free margins of steel box girder segment.The shrinkage that weld seam is considered when welding, according to double V
The nearly formula of butt weld cross-direction shrinkage：
Y=0.908 × e^ (0.0467X) (1)
In formula：
Y --- welding transversal vector；
X --- plate thickness.
It is about 15mm that welding contracted quantity, which is calculated, by formula (1), therefore there are the surpluses of 15mm in welding.By with
Upper assembling process measure, it is ensured that the precision of steel box girder segment assembly.
(2) axis monitors
Midline shift monitoring point, continuous observation during pushing tow, in steel box-girder are set in steel box-girder front end and tail end top surface
GPS observation point is arranged in front, middle part and the tail portion of axis, and the axis that steel box-girder is dynamically observed during steel box-girder pushing tow is inclined
Difference, if steel box-girder contour reaches 10.0cm partially, surveyor, which sounds an alarm, to rectify a deviation.
Other than the center deviation data provided according to measurement, each point arranges have a monitoring of tools people for construction site
Member, relatively fixed point marks each monitoring personnel at the scene, and reports that the beam side of the point is practical after each stroke
Deviation, during synchronous push, if practical deviation of certain point is more than 10.0cm, in conjunction with the deviation feelings of the consecutive points of the point
Condition carries out beam body correction using the correction oil cylinder of incremental launching device.
After the completion of daily pushing tow, measurement cooperation provides the practical deviation situation of bridge, is adjusted before next day pushing tow, and inform
The practical deviation of each point, monitoring personnel carry out initial value record, judge beam body deviation situation convenient for the same day.Construction monitoring shows：
It is 5mm that steel box-girder, which finally falls beam horizontal departure, and Temporary Piers position height variation is 8mm
(3) deviation measure
If occurring the medium line error of beam section entirety in work progress, suspend carry out incremental launching construction, utilizes each pushing tow pier
4 transverse adjusting oil cylinders being arranged in the three-dimensional hydraulic jack at top are rectified a deviation.
Rectification work is divided into 4 steps：1. top sliding beam to be transferred to a side of offset in the case where equipment is come to nothing；2. into
Row synchronization of jacking up, until steel box-girder is detached from interim bearing beam；The guiding constraint of the other side is removed；Oil is laterally adjusted 3. starting with
Cylinder is adjusted；Drop to bottom 4. synchronizing, is then return to original state.
It is toughened internal stress between the anchoring section and steel box-girder of self-anchored suspension bridge, temperature does not allow steel box-girder effect length
Ignore, the temperature difference can make steel box-girder and concrete generates thermal expansion and contraction, but steel box-girder is different with the shrinkage of concrete, meeting
Toughened internal stress is caused to generate drawing crack line.Therefore after steel box-girder completes pushing tow, at same time point, steel case under different temperatures is measured
The overall length of beam calculates elongation；Participate in Fig. 5.
| Temperature/DEG C | 13 | 14 | 16 | 17 | 18 | 19 | 20 | 22 | 23 | 24 | 26 | 27 |
| Elongation/mm | 24 | 31 | 43 | 50 | 43 | 47 | 58 | 63 | 84 | 100 | 105 | 124 |
Measurement result shows：The total elongation and temperature of steel box-girder hold logarithmic relationship, according to measurement data as a result, march
Line fitting, show that its equation is：
Y=6.6912e0.108x (2)
In formula：
Y --- steel box-girder elongation (mm)；
X --- temperature (DEG C).
Before toughened internal stress concreting, it is necessary to which the actual temperature at first measurement docking scene utilizes fitting formula meter
The shrinkage generated under steel box-girder day and night temperature is calculated, and is calculated except internal stress, using corresponding anchor measure and concrete
Box beam is combined together, and toughened internal stress is avoided not generate drawing crack seam.
The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent thereof.
Claims (6)
1. single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique, which is characterized in that the construction technology
Include the following steps：
(1) front launching nose is assembled at the construction field (site), and front launching nose is mounted in the three-dimensional hydraulic jack on pushing tow pier；
(2) steel box-girder is hinged with by transporting the top pushing platform of the land transportation of beam trolley to construction site in front launching nose；
(3) the three-dimensional hydraulic jack on pushing tow pier is started to work, and drives front launching nose mobile, and front launching nose drives steel box-girder mobile；
It checks whether steel box-girder is installed in place, continues that subsequent steel box-girder is installed if being installed in place, repeat the above steps until all
Steel box-girder is installed；
(4) back launching nose is installed, is adjusted by the way that three-dimensional hydraulic jack is longitudinally linear to steel box-girder, is adjusted in place after-contraction three
Steel box-girder is fallen on pushing tow pier to hydraulic jack cylinder, completes whole pushing tow work.
2. a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique according to claim 1,
It is characterized in that, pushing tow pier is 9 groups, maximum spacing is 75m, minimum spacing 49.2m.
3. a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique according to claim 1,
It is characterized in that, steel box-girder is single-phase three Room steel box stiffening girder.
4. a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction work according to claim 1 or 2
Skill, which is characterized in that pushing tow pier is made of 6 or 9 with embedding rock steel pipe, is connected by lateral with diagonal brace between embedding rock steel pipe.
5. a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique according to claim 1,
It is characterized in that, three-dimensional hydraulic jack includes top Sliding Structures, jacking support cylinder, pushing tow Shift cylinder and laterally adjusts
Whole oil cylinder.
6. a kind of single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique according to claim 1,
It is characterized in that, top pushing platform, which is equipped with several, is used to support the moulding bed of steel box-girder, moulding bed bilateral symmetry is laid along steel box-girder
Direction spaced set, moulding bed are made of base board, bracket and formwork；Base board is mounted on top pushing platform, support vertical
It is arranged on base board, formwork is arranged in cradle top.
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| CN201810788772.4A CN108867316A (en) | 2018-07-18 | 2018-07-18 | Single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique |
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| CN201810788772.4A CN108867316A (en) | 2018-07-18 | 2018-07-18 | Single-tower self-anchored suspension bridge Large-span Steel Box Beam walking incremental launching construction technique |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114000437A (en) * | 2021-10-29 | 2022-02-01 | 中铁十九局集团第五工程有限公司 | Continuous pushing and deviation rectifying system for steel box girder |
| CN114351590A (en) * | 2021-12-14 | 2022-04-15 | 上海市基础工程集团有限公司 | Accurate positioning device and method for field installation of steel box girder manufacturing segment |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587281A (en) * | 2012-02-24 | 2012-07-18 | 中铁二十四局集团有限公司 | Walking type multi-point jacking-pushing construction method |
| CN103981808A (en) * | 2014-05-15 | 2014-08-13 | 宝鸡中铁宝桥天元实业发展有限公司 | Large steel tank beam depth bed position assembly walking-type pushing construction method and walking-type pushing equipment |
| JP2016108771A (en) * | 2014-12-03 | 2016-06-20 | 大成建設株式会社 | Erection method of bridge girder |
| CN106638322A (en) * | 2016-12-28 | 2017-05-10 | 海波重型工程科技股份有限公司 | Steel box beam pushing and deviation correcting method for walking type multiple-point continuous pushing technique |
-
2018
- 2018-07-18 CN CN201810788772.4A patent/CN108867316A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587281A (en) * | 2012-02-24 | 2012-07-18 | 中铁二十四局集团有限公司 | Walking type multi-point jacking-pushing construction method |
| CN103981808A (en) * | 2014-05-15 | 2014-08-13 | 宝鸡中铁宝桥天元实业发展有限公司 | Large steel tank beam depth bed position assembly walking-type pushing construction method and walking-type pushing equipment |
| JP2016108771A (en) * | 2014-12-03 | 2016-06-20 | 大成建設株式会社 | Erection method of bridge girder |
| CN106638322A (en) * | 2016-12-28 | 2017-05-10 | 海波重型工程科技股份有限公司 | Steel box beam pushing and deviation correcting method for walking type multiple-point continuous pushing technique |
Non-Patent Citations (2)
| Title |
|---|
| 丁得志: "《安徽建筑》", 《安徽建筑》 * |
| 许显桃: "沱江四桥钢箱梁顶推施工技术探讨", 《西南公路》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114000437A (en) * | 2021-10-29 | 2022-02-01 | 中铁十九局集团第五工程有限公司 | Continuous pushing and deviation rectifying system for steel box girder |
| CN114351590A (en) * | 2021-12-14 | 2022-04-15 | 上海市基础工程集团有限公司 | Accurate positioning device and method for field installation of steel box girder manufacturing segment |
| CN114351590B (en) * | 2021-12-14 | 2024-05-31 | 上海市基础工程集团有限公司 | Device and method for accurately positioning field installation of steel box girder manufacturing section |
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