CN109457615A - A kind of construction method of installation of abnormity bowstring arch bridge arch ring - Google Patents
A kind of construction method of installation of abnormity bowstring arch bridge arch ring Download PDFInfo
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- CN109457615A CN109457615A CN201811269587.0A CN201811269587A CN109457615A CN 109457615 A CN109457615 A CN 109457615A CN 201811269587 A CN201811269587 A CN 201811269587A CN 109457615 A CN109457615 A CN 109457615A
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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
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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
- E01D4/00—Arch-type bridges
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
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Abstract
The invention discloses a kind of construction methods of installation of special-shaped bowstring arch bridge arch ring, using only rod piece junction setting falsework steel-pipe pile limited bracket legal system make installation method, specifically include preparation process before constructing, falsework construction process, steel lagging jack lifting process, steel lagging jack closure segment installation procedure, bridge location welding process, arch rib hanger erection process and arch rib falsework dismounting process in water, precast assembly mode is used when construction, assembled, occupancy and pollution of the reduction to waters under bridge is carried out by crane barge；Multi-process parallel operations, accelerate construction progress, and shorten the construction period；Falsework is only set at big segment arch rib section node circumferential weld, and bracket engaged position is small, convenient for opening the navigation or air flight under Construction State jackshaft, reduces to navigation under across lake construction bridge and the influence of surrounding social environment；The error between steel lagging jack segment is effectively reduced in work progress, accomplishes to be accurately positioned welding, guarantees the linear accuracy of manufacture of special-shaped arch rib.
Description
Technical field
The invention belongs to bridge construction technology fields, more particularly to a kind of installation side of special-shaped bowstring arch bridge arch ring
Method.
Background technique
Its sunpender of general bowstring arch bridge is mostly to be vertically arranged, and load passes to main arch by sunpender, obtains optimum arch axis
Line is symmetrical curve.If sunpender is diagonally disposed by a slope, derived optimal distance is the curve of skewness, by
This obtains a kind of novel bridge-type structure --- special-shaped arch bridge.
It is skewness parabolic that the bridge span structure of special-shaped arch bridge, which forms its arch pressure line by main arch ring, oblique sunpender, binder and bridge floor,
Cable architecture characteristic still falls within tied arch form.No matter abnormal shape arch and right arch, under the action of load, pressure line and arch one
It causes, is all reasonable structure form.
The construction Difficulties of special-shaped arch bridge are mainly shown as: 1. steel lagging jack alignment control precision is high: when assembled at the scene
It is linear linear with vertical curve to need to guarantee into simultaneously arch rib horizontal curve, also requires space linear, it is high by linear accuracy of manufacture requirement,
It is big to control difficulty；2. steel lagging jack is mounted in large-scale lake and constructs, and live place is limited, and the storage of arch rib labor and materials, construction are limited；3. exist
When some over-water constructions lesser arrangement and method for construction must be influenced using on navigation；4. arch bridge entirety span is larger, and design, construction are difficult
Degree is big.
Summary of the invention
In view of the above technical problems, the present invention provides a kind of construction methods of installation of special-shaped bowstring arch bridge arch ring.
The invention adopts the following technical scheme:
A kind of construction method of installation of abnormity bowstring arch bridge arch ring, the abnormity bowstring arch bridge include institute from the bottom to top gradually
Steel lagging jack, special-shaped floorings and the bridge pier column being inclined outwardly, the steel lagging jack are hung by a plurality of along what bridge longitudinal pitch was distributed
Bar is fixedly connected with the special-shaped floorings, and the steel lagging jack includes that a middle arch rib and two are located at the middle arch rib both ends
Side arch rib, the side arch rib are divided into 7 lifting segments, and the middle arch rib is divided into 9 lifting segments, the middle arch rib and the side
Arch rib is located at the two sides of the special-shaped floorings；
The construction method is using only in the limited bracket method fabrication and installation of rod piece junction setting falsework steel-pipe pile, packet
Include following steps:
(1) prepare process before construction: completing the flat moulded prefabricated of temporary support and steel lagging jack, and complete as required up and down
The preparation of ladder, welding platform；
(2) falsework is constructed in water: being positioned the measuring of stake position with total station；It is adjacent that the arch rib is arranged in steel-pipe pile
In the vertical direction for lifting segment junction；
(3) steel lagging jack lifts process:
Lifting fixation first is carried out to the side arch rib, then lifting fixation is carried out to the middle arch rib；
Using crane barge ship that the good steel lagging jack segment lifting of flat moulded prefabricated is in place, artificial drawstring is drawn to installation site later
On, coarse positioning is completed using code plate, is vertically and horizontally adjusted using jack and chain block, is erected using jack later
To adjustment, accurate matching positioning is completed；
(4) steel lagging jack closure segment installation procedure:
It is lifted using crane barge, is aided with artificial chain block and is adjusted, after completion positioning is fixed, by closure segment and adjacent edge
Segment carries out the welding of code plate；
(5) after completing bridge location welding, side arch rib sunpender, middle arch rib sunpender are installed in batches, and weld in arch rib and complete inspection declaration
After qualification, arch rib support removing is carried out, then gradually carries out the dismounting of steel-pipe pile falsework.
Further, falsework construction method is specific as follows in step (2) water:
1) unwrapping wire positions: steel-pipe pile is arranged in the vertical direction of the adjacent lifting segment junction of the arch rib, and root
According to building-site polygon control survey point, the measuring of stake position is positioned with total station；
2) axis is checked: before construction, being checked again once each axis and stake position of the positioning of unwrapping wire；
3) it is driven piles to steel-pipe pile using vibrohammer, when first segment stake is sink to stake top and is higher by 60~80cm of the water surface, is stopped
It only vibrating, carries out pile extension, to increase stiffener at steel-pipe pile banjo fixing butt jointing, stiffener is wanting firm welding with upper and lower section stake,
After finishing to stiffener welding, should cool down after five minutes can pile sinking；In the steel-pipe pile cantilever tip, steel lagging jack profiling is set
Locating rack.
Further, board width of putting more energy into described in step (2) is 300mm, thick 14mm.
Further, step (3) the steel lagging jack lifting process is specific as follows:
1) coarse positioning:
A, according to rib-lifting section posture in place, outfit regulates rope capacity, then implements rigid rib-lifting section using crane barge
Lifting, after bearing surface 30cm is left in steel lagging jack segment, confirmation block posture rationally, Hoisting Security；
B, after steel lagging jack segment being promoted to certain altitude stabilization, crane barge is slowly rotated to installation site, by steel arch
Rib segment is slowly transferred, artificial drawstring draw to cantilever tip absolute altitude adjust pillar above, using steel lagging jack profiling locating rack into
Row auxiliary positioning；
C, according to lateral baffle or previous segment block bottom, lateral code plate is limited as with reference to guiding, cooperate measuring control point
Measurement, carries out the in place of following steel lagging jack segment, carries out repetition measurement to measuring control point, meets coarse positioning；
2) it is accurately positioned: when accurate positioning, keeping the lifting state of loop wheel machine equipment, every wirerope all guarantees to tighten shape
State；
A, it vertically and horizontally adjusts: carrying out the adjustment of vertically and horizontally position after the coarse positioning of steel lagging jack segment first, method is first to set
Determine code plate, jack and chain block are installed；Steel lagging jack segment transverse shifting is realized by jack, is realized by chain block
The longitudinal movement of steel lagging jack segment；
B, vertical adjustment: being jacked up steel lagging jack segment or fallen by jack, and adjustment is until complete accurate matching repeatedly
Positioning；
3) steel lagging jack interface is fixedly connected:
After first piece of segment lifting positioning of steel lagging jack, with bridge pier column end spot welding, sequential welding is avoided, as far as possible
The damage to beam bottom plate is reduced, gradually carries out positioning fixation and the welding of code plate between each segment later.Using positioning plate
Local directed complete set is carried out with the method for flame straightening, guarantees that the dislocation of abutment joint plate face is not more than 1.0mm；
Further, the positioning review of steel lagging jack: if interface connection but unwelded is completed in the previous day in steel lagging jack, the
The measuring control point for checking steel lagging jack again and axial line control point should be needed before sunrise in morning within two days, error meets installation accuracy requirement
The welding procedure of next step can be carried out afterwards.
Further, step (4) the steel lagging jack closure segment installation procedure is as follows:
1) field survey is carried out before closure segment installation, the surplus Cutting Length of closure segment is determined according to measurement result, and will
Cut end polish groove；
2) when arch rib closure segment is installed, installation tracking control of full process measurement, arch rib closure segment peace are carried out to it using total station
Dress is lifted using crane barge, and artificial chain block is aided with when close to installation site and is adjusted, meets control to arch rib axis and wants
When asking, crane barge suspension hook slowly unloads power, and after crane barge unloads power, total station is again observed arch rib control point, using chain block
Arch rib axis is finely adjusted, until closure segment and adjacent edge segment are subjected to the welding of code plate after arch rib line style is met the requirements, and
It carries out and is coupled with buttress；
3) closure segment is installed, after crane barge pine suspension hook, carries out review measurement to closure segment again.
Further, before closure segment installation, already installed segment port is measured, each port is at least
Measure 4 points, measuring section is arranged in daily temperature low spot and carries out, temperature when record is easy to act as when measurement, continuous to measure
3-4 times, the influence curve of temperature change is drawn out according to temperature variation curve and measurement result, is estimated temperature when closing up, is pushed away
Calculate the surplus size of closure segment.
Further, bridge location welding procedure method is as follows in the step (5):
Before welding, welding walking passageway need to be completed as required, and operating platform sets up preparation；
The welding sequence of arch rib collar extension should follow similar weld seam and be symmetrically welded, from center to the principle of both sides welding.
Further, the walking passageway, operating platform can be used common fashioned iron orSteel pipe transverse is allocated in
It in lattice support frame top layer lateral, is formed after stablizing force structure, completely spread the thick long plank of 5cm or bamboo slab rubber on it and is arranged anti-
Draw runner.
Further, support removing process is as follows in the step (5):
1) it arch rib support removing: after first cutting off arch rib upper end adjusting elevation post, is directly hung using crane barge；
2) falsework in water is removed:
The crane arm of pile pulling crane barge ship is unsuitable too long；It is every during pile pulling to extract one section since steel pipe pile length is longer
Manually steel-pipe pile is carried out after length to cut off processing, designated place is hoisted to crane barge steel-pipe pile segment after cutting off and stacks；It cuts off
The pile pulling for completing to continue the root steel-pipe pile works, until the root steel-pipe pile is all pulled out.
The present invention has the beneficial effect that:
1, falsework is only set at big segment arch rib section node circumferential weld in the present invention, and bracket engaged position is small, is convenient for
It opens the navigation or air flight, is reduced to navigation under across lake construction bridge and the influence of surrounding social environment under Construction State jackshaft.The big segment of limited bracket method
Lifting effectively reduces timbering material utilization.
2, the error between steel lagging jack segment is effectively reduced in work progress, accomplishes to be accurately positioned welding, guarantees abnormity arch
The linear accuracy of manufacture of rib.
3, the installation of steel-pipe pile falsework and steel lagging jack section assembling, the lifting of middle arch rib and side arch rib hanger erection with
And the multi-process parallel operations such as dismounting of side arch rib falsework, it accelerates construction progress, shortens the construction period.Prefabricated spelling is used when construction
Dress mode carries out assembled, occupancy and pollution of the reduction to waters under bridge by crane barge.
4, construction method of the present invention is suitable for land bridge, on-water bridge, Landscape Bridge etc..Suitable for major city tour's scape
Places such as point, rivers and lakes, harbour etc..
Detailed description of the invention
Fig. 1 is the installation procedure figure of special-shaped bowstring arch bridge arch ring in the present invention；
Fig. 2 is two sides side arch rib side end section assembling construction drawing in the present invention；
Fig. 3 is middle arch rib side end segment installation figure in the present invention；
Fig. 4 is the structural schematic diagram of hogging gilled rings mouth profiling locating rack of the present invention；
Fig. 5 is the schematic diagram of hogging gilled rings mouth alignment code plate cloth set-point of the present invention；
Fig. 6 is the welding sequence figure of hogging gilled rings mouth of the present invention.
Appended drawing reference: 10- abnormity floorings；20- sunpender；Arch rib in 31-；The side 32- arch rib；40- bridge pier column.
Specific embodiment
Below in conjunction with attached drawing, detailed description of the preferred embodiments.It should be understood that this place is retouched
The specific embodiment stated is merely to illustrate and explain the present invention, and is not intended to restrict the invention.
Referring to attached drawing 1-5, a kind of construction method of installation of abnormity bowstring arch bridge arch ring, the abnormity bowstring arch bridge includes institute
Steel lagging jack, special-shaped floorings 10 and bridge pier column 40, the steel lagging jack being gradually inclined outwardly from the bottom to top pass through a plurality of along bridge
The sunpender 20 of longitudinal pitch distribution is fixedly connected with the special-shaped floorings 10, and the steel lagging jack includes a middle arch rib 31 and two
A side arch rib 32 positioned at middle 31 both ends of arch rib, the side arch rib 32 divide for 7 lifting segments, and the middle arch rib 31, which divides, is
9 lifting segments, the middle arch rib 31 are located at the two sides of the special-shaped floorings with the side arch rib 32；
The construction method is using only in the limited bracket method fabrication and installation of rod piece junction setting falsework steel-pipe pile, packet
Include following steps:
(1) prepare process before construction: completing the flat moulded prefabricated of temporary support and steel lagging jack, and complete as required up and down
The preparation of ladder, welding platform；
(2) falsework is constructed in water:
1) unwrapping wire positions: steel-pipe pile is arranged in the vertical direction of the adjacent lifting segment junction of the arch rib, and root
According to building-site polygon control survey point, the measuring of stake position is positioned with total station；
2) axis is checked: before construction, being checked again once each axis and stake position of the positioning of unwrapping wire；
3) it is driven piles to steel-pipe pile using vibrohammer, when first segment stake is sink to stake top and is higher by 60~80cm of the water surface, is stopped
It only vibrating, carries out pile extension, to increase stiffener at steel-pipe pile banjo fixing butt jointing, stiffener is wanting firm welding with upper and lower section stake,
After finishing to stiffener welding, should cool down after five minutes can pile sinking；In the steel-pipe pile cantilever tip, steel lagging jack profiling is set
Locating rack 50；The board width of putting more energy into is 300mm, thick 14mm.
(3) steel lagging jack lifts process: first carrying out lifting fixation to the side arch rib 32, then hangs to the middle arch rib 31
Dress is fixed；
1) coarse positioning:
A, according to rib-lifting section posture in place, outfit regulates rope capacity, then implements rigid rib-lifting section using crane barge
Lifting, after bearing surface 30cm is left in steel lagging jack segment, confirmation block posture rationally, Hoisting Security；
B, after steel lagging jack segment being promoted to certain altitude stabilization, crane barge is slowly rotated to installation site, by steel arch
Rib segment is slowly transferred, artificial drawstring draw to cantilever tip absolute altitude adjust pillar above, using steel lagging jack profiling locating rack into
Row auxiliary positioning；
C, according to lateral baffle or previous segment block bottom, lateral code plate is limited as with reference to guiding, cooperate measuring control point
Measurement, carries out the in place of following steel lagging jack segment, carries out repetition measurement to measuring control point, meets coarse positioning；
2) it is accurately positioned: when accurate positioning, keeping the lifting state of loop wheel machine equipment, every wirerope all guarantees to tighten shape
State；
A, it vertically and horizontally adjusts: carrying out the adjustment of vertically and horizontally position after the coarse positioning of steel lagging jack segment first, method is first to set
Determine code plate, jack and chain block are installed；Steel lagging jack segment transverse shifting is realized by jack, is realized by chain block
The longitudinal movement of steel lagging jack segment；
B, vertical adjustment: being jacked up steel lagging jack segment or fallen by jack, and adjustment is until complete accurate matching repeatedly
Positioning；
3) steel lagging jack interface is fixedly connected:
After first piece of segment lifting positioning of steel lagging jack, with the 40 end spot welding of bridge pier column, sequential welding is avoided, as far as possible
Damage of the reduction to beam bottom plate, gradually carry out the positioning fixation and the welding of code plate between each segment later.Using positioning
Plate and the method for flame straightening carry out local directed complete set, guarantee that the dislocation of abutment joint plate face is not more than 1.0mm；
Further, the positioning review of steel lagging jack: if interface connection but unwelded is completed in the previous day in steel lagging jack, the
The measuring control point for checking steel lagging jack again and axial line control point should be needed before sunrise in morning within two days, error meets installation accuracy requirement
The welding procedure of next step can be carried out afterwards.
(4) steel lagging jack closure segment installation procedure:
1) field survey is carried out before closure segment installation, the surplus Cutting Length of closure segment is determined according to measurement result, and will
Cut end polish groove；
2) when arch rib closure segment is installed, installation tracking control of full process measurement, arch rib closure segment peace are carried out to it using total station
Dress is lifted using crane barge, and artificial chain block is aided with when close to installation site and is adjusted, meets control to arch rib axis and wants
When asking, crane barge suspension hook slowly unloads power, and after crane barge unloads power, total station is again observed arch rib control point, using chain block
Arch rib axis is finely adjusted, until closure segment and adjacent edge segment are subjected to the welding of code plate after arch rib line style is met the requirements, and
It carries out and is coupled with buttress；
3) closure segment is installed, after crane barge pine suspension hook, carries out review measurement to closure segment again.
Further, before closure segment installation, already installed segment port is measured, each port is at least
Measure 4 points, measuring section is arranged in daily temperature low spot and carries out, temperature when record is easy to act as when measurement, continuous to measure
3-4 times, the influence curve of temperature change is drawn out according to temperature variation curve and measurement result, is estimated temperature when closing up, is pushed away
Calculate the surplus size of closure segment.
(5) bridge location welding procedure:
Before welding, welding walking passageway need to be completed as required, and operating platform sets up preparation；The walking passageway, behaviour
As platform can be used common fashioned iron orSteel pipe transverse is allocated in lattice support frame top layer lateral, is formed and is stablized stress
After structure, the thick long plank of 5cm or bamboo slab rubber are completely spread on it and tread plate is set；
The welding sequence of arch rib collar extension should follow similar weld seam and be symmetrically welded, from center to the principle of both sides welding, specifically
Welding sequence is shown in Fig. 6:
1. welding butt weld between collar extension arch rib web；
2. welding butt weld between collar extension arch rib bottom plate (the corner cut plate including arch rib bottom plate two sides)；
3. welding butt weld between collar extension arch rib top plate (the corner cut plate including arch rib top plate two sides)；
4. assembling the embedding dribbleware of arch rib bottom plate reinforcing rib, the embedding benefit butt weld of arch rib bottom plate reinforcing rib is welded；
5. assembling the embedding dribbleware of arch rib web ribbed stiffener, the embedding benefit butt weld of arch rib web ribbed stiffener is welded；
6. assembling the embedding dribbleware of arch rib top plate ribbed stiffener, the embedding benefit butt weld of arch rib top plate ribbed stiffener is welded.
(6) support removing process:
1) it arch rib support removing: after first cutting off arch rib upper end adjusting elevation post, is directly hung using crane barge；
2) falsework in water is removed:
The crane arm of pile pulling crane barge ship is unsuitable too long；It is every during pile pulling to extract one section since steel pipe pile length is longer
Manually steel-pipe pile is carried out after length to cut off processing, designated place is hoisted to crane barge steel-pipe pile segment after cutting off and stacks；It cuts off
The pile pulling for completing to continue the root steel-pipe pile works, until the root steel-pipe pile is all pulled out.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and what is described in the above embodiment and the description is only the present invention
Principle, various changes and improvements may be made to the invention without departing from the spirit and scope of the present invention, these variation and
Improvement is both fallen in the range of claimed invention.The present invention claims protection scope by appended claims and its
Equivalent defines.
Claims (10)
1. a kind of construction method of installation of abnormity bowstring arch bridge arch ring, which is characterized in that the abnormity bowstring arch bridge includes reason
Under the supreme steel lagging jack being gradually inclined outwardly, special-shaped floorings (10) and bridge pier column (40), the steel lagging jack pass through a plurality of edge
The sunpender (20) of bridge longitudinal pitch distribution is fixedly connected with the special-shaped floorings (10), and the steel lagging jack includes a middle arch rib
(31) it is located at the side arch rib (32) at middle arch rib (31) both ends with two, the side arch rib (32) is divided into 7 lifting segments, institute
It states middle arch rib (31) and is divided into 9 lifting segments, the middle arch rib (31) and the side arch rib (32) are located at the special-shaped bridge
The two sides of panel (10)；
The construction method uses only in the limited bracket method fabrication and installation of rod piece junction setting falsework steel-pipe pile, including with
Lower step:
(1) prepare process before construction: completing the flat moulded prefabricated of temporary support and steel lagging jack, and complete to climb up and down as required
The preparation of ladder, welding platform；
(2) falsework is constructed in water: being positioned the measuring of stake position with total station；The adjacent lifting of the arch rib is arranged in steel-pipe pile
In the vertical direction of segment junction；
(3) steel lagging jack lifts process:
Lifting fixation first is carried out to the side arch rib (32), then lifting fixation is carried out to the middle arch rib (31)；
Using crane barge ship that the good steel lagging jack segment lifting of flat moulded prefabricated is in place, artificial drawstring is drawn to installation site later,
Coarse positioning is completed using code plate, is vertically and horizontally adjusted using jack and chain block later, is carried out using jack vertical
Accurate matching positioning is completed in adjustment；
(4) steel lagging jack closure segment installation procedure:
It is lifted using crane barge, is aided with artificial chain block and is adjusted, after completion positioning is fixed, by closure segment and adjacent edge segment
Carry out the welding of code plate；
(5) after completing bridge location welding, side arch rib sunpender, middle arch rib sunpender are installed in batches, and qualified in arch rib welding completion inspection declaration
Afterwards, arch rib support removing is carried out, then gradually carries out the dismounting of steel-pipe pile falsework.
2. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 1, which is characterized in that the step
Suddenly falsework construction method is specific as follows in (2) water:
1) unwrapping wire positions: steel-pipe pile is arranged in the vertical direction of the adjacent lifting segment junction of the arch rib, and according to work
Ground field wires control point is positioned the measuring of stake position with total station；
2) axis is checked: before construction, being checked again once each axis and stake position of the positioning of unwrapping wire；
3) it is driven piles to steel-pipe pile using vibrohammer, when first segment stake is sink to stake top and is higher by 60~80cm of the water surface, stops vibration
It is dynamic, pile extension is carried out, to increase stiffener at steel-pipe pile banjo fixing butt jointing, stiffener is wanting firm welding with upper and lower section stake, to be added
After the welding of strength plate finishes, should cool down after five minutes can pile sinking；It is positioned in steel-pipe pile cantilever tip setting steel lagging jack profiling
Frame.
3. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 2, which is characterized in that step
(2) board width of putting more energy into described in is 300mm, thick 14mm.
4. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 1, which is characterized in that the step
Suddenly (3) steel lagging jack lifting process is specific as follows:
1) coarse positioning:
A, according to rib-lifting section posture in place, outfit regulates rope capacity, then implements rigid arch rib segment lifting using crane barge,
After bearing surface 30cm is left in steel lagging jack segment, confirmation block posture rationally, Hoisting Security；
B, after steel lagging jack segment being promoted to certain altitude stabilization, crane barge is slowly rotated to installation site, by steel lagging jack section
Section slowly decentralization, artificial drawstring draw to cantilever tip absolute altitude and adjust above pillar, are carried out using steel lagging jack profiling locating rack auxiliary
Help positioning；
C, according to lateral baffle or previous segment block bottom, lateral code plate is limited as with reference to guiding, cooperate measuring control point measurement,
The in place of following steel lagging jack segment is carried out, repetition measurement is carried out to measuring control point, meets coarse positioning；
2) it is accurately positioned: when accurate positioning, keeping the lifting state of loop wheel machine equipment, every wirerope all guarantees tensioned state；
A, it vertically and horizontally adjusts: carrying out the adjustment of vertically and horizontally position after the coarse positioning of steel lagging jack segment first, method is first to set institute
A yard plate is stated, jack and chain block are installed；Steel lagging jack segment transverse shifting is realized by jack, is realized by chain block
The longitudinal movement of steel lagging jack segment；
B, vertical adjustment: being jacked up steel lagging jack segment or fallen by jack, and adjustment is until complete accurate matching positioning repeatedly；
3) steel lagging jack interface is fixedly connected:
After first piece of segment lifting positioning of steel lagging jack, with the bridge pier column (40) end spot welding, sequential welding is avoided, as far as possible
The damage to beam bottom plate is reduced, gradually carries out positioning fixation and the welding of code plate between each segment later.
5. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 4, which is characterized in that steel lagging jack
Positioning review: if steel lagging jack the previous day be completed interface connection but it is unwelded, should be needed before sunrise again in morning within second day
The measuring control point and axial line control point of secondary review steel lagging jack, error, which meets, can carry out the welding of next step after installation accuracy requires and apply
Work.
6. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 1, which is characterized in that the step
Suddenly (4) steel lagging jack closure segment installation procedure is as follows:
1) field survey is carried out before closure segment installation, the surplus Cutting Length of closure segment is determined according to measurement result, and will cutting
End polish groove；
2) when arch rib closure segment is installed, installation tracking control of full process measurement is carried out to it using total station, the installation of arch rib closure segment is adopted
It is lifted with crane barge, artificial chain block is aided with when close to installation site and is adjusted, when arch rib axis meets control and requires,
Crane barge suspension hook slowly unloads power, and after crane barge unloads power, total station is again observed arch rib control point, using chain block to arch rib
Axis is finely adjusted, until closure segment and adjacent edge segment are carried out the welding of code plate after arch rib line style meets the requirements, and carry out with
Buttress is coupled；
3) closure segment is installed, after crane barge pine suspension hook, carries out review measurement to closure segment again.
7. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 6, which is characterized in that closing up
Before section installation, already installed segment port is measured, each port at least measures 4 points, measuring section arrangement
Carried out in daily temperature low spot, temperature when record is easy to act as when measurement, continuous measurement 3-4 times, according to temperature variation curve and
Measurement result draws out the influence curve of temperature change, estimates temperature when closing up, and extrapolates the surplus size of closure segment.
8. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 1, which is characterized in that step
(5) bridge location welding procedure method is as follows in:
Before welding, welding walking passageway need to be completed as required, and operating platform sets up preparation；
The welding sequence of arch rib collar extension should follow similar weld seam and be symmetrically welded, from center to the principle of both sides welding.
9. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 8, which is characterized in that the row
Walk channel, common fashioned iron can be used in operating platform orSteel pipe transverse is allocated in lattice support frame top layer lateral, is formed
After stablizing force structure, the thick long plank of 5cm or bamboo slab rubber are completely spread on it and tread plate is set.
10. a kind of construction method of installation of special-shaped bowstring arch bridge arch ring according to claim 1, which is characterized in that step
(5) support removing process is as follows in:
1) it arch rib support removing: after first cutting off arch rib upper end adjusting elevation post, is directly hung using crane barge；
2) falsework in water is removed:
The crane arm of pile pulling crane barge ship is unsuitable too long；Since steel pipe pile length is longer, one segment length of every extraction during pile pulling
Manually steel-pipe pile is carried out afterwards to cut off processing, designated place is hoisted to crane barge steel-pipe pile segment after cutting off and stacks；Cut off completion
The pile pulling work for continuing the root steel-pipe pile, until the root steel-pipe pile is all pulled out.
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110295648A (en) * | 2019-07-28 | 2019-10-01 | 中铁五局集团第二工程有限责任公司 | A kind of facility and its integral installation construction method for fetching water in torrent riverbed |
| CN111705619A (en) * | 2020-06-23 | 2020-09-25 | 中国五冶集团有限公司 | Tied arch bridge adopting special-shaped component and special-shaped component closure method |
| CN112030781A (en) * | 2020-08-19 | 2020-12-04 | 中交路桥建设有限公司 | Installation method and installation structure of arch rib segment of steel arch bridge |
| CN113202033A (en) * | 2021-04-29 | 2021-08-03 | 中交路桥建设有限公司 | Arch beam cross installation construction method of half-through tied steel box arch bridge |
| CN113338167A (en) * | 2021-06-22 | 2021-09-03 | 中交二航局第四工程有限公司 | Truss arch bridge large section integral closure construction method |
| CN113668399A (en) * | 2021-08-23 | 2021-11-19 | 中交路桥建设有限公司 | Construction method of half-through tied steel box arch bridge |
| CN113699887A (en) * | 2021-08-19 | 2021-11-26 | 中交二公局第三工程有限公司 | Polygonal steel arch rib assembling and positioning device and using method thereof |
| CN113818353A (en) * | 2021-09-29 | 2021-12-21 | 中铁广州工程局集团有限公司 | Construction method of arch beam consolidation section of rigid connection curved beam space arch bridge |
| CN114232506A (en) * | 2022-01-20 | 2022-03-25 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for main arch rib of steel box girder tied-bar steel arch bridge |
| CN114319135A (en) * | 2022-01-17 | 2022-04-12 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for steel box girder tied-bar steel arch bridge arch rib closure section |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10183999A (en) * | 1996-12-25 | 1998-07-14 | Okabe Co Ltd | Method of building movable form for arched concrete body |
| KR20100138121A (en) * | 2009-06-24 | 2010-12-31 | (주)청석엔지니어링 | Mobile temporary facility for construction of composite composite arch structures |
| CN102953342A (en) * | 2012-12-13 | 2013-03-06 | 中铁四局集团第二工程有限公司 | Assembling and lifting method of half-span skeleton of tied arch bridge |
| CN103696372A (en) * | 2014-01-04 | 2014-04-02 | 中铁二十五局集团第二工程有限公司 | Erection method of steel tube arch bridge arch center |
| CN206034289U (en) * | 2016-07-26 | 2017-03-22 | 中铁上海工程局集团有限公司 | A supporting structure that is used for on navigable river installation steel arched bridge |
-
2018
- 2018-10-29 CN CN201811269587.0A patent/CN109457615B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10183999A (en) * | 1996-12-25 | 1998-07-14 | Okabe Co Ltd | Method of building movable form for arched concrete body |
| KR20100138121A (en) * | 2009-06-24 | 2010-12-31 | (주)청석엔지니어링 | Mobile temporary facility for construction of composite composite arch structures |
| CN102953342A (en) * | 2012-12-13 | 2013-03-06 | 中铁四局集团第二工程有限公司 | Assembling and lifting method of half-span skeleton of tied arch bridge |
| CN103696372A (en) * | 2014-01-04 | 2014-04-02 | 中铁二十五局集团第二工程有限公司 | Erection method of steel tube arch bridge arch center |
| CN206034289U (en) * | 2016-07-26 | 2017-03-22 | 中铁上海工程局集团有限公司 | A supporting structure that is used for on navigable river installation steel arched bridge |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110295648A (en) * | 2019-07-28 | 2019-10-01 | 中铁五局集团第二工程有限责任公司 | A kind of facility and its integral installation construction method for fetching water in torrent riverbed |
| CN111705619A (en) * | 2020-06-23 | 2020-09-25 | 中国五冶集团有限公司 | Tied arch bridge adopting special-shaped component and special-shaped component closure method |
| CN112030781A (en) * | 2020-08-19 | 2020-12-04 | 中交路桥建设有限公司 | Installation method and installation structure of arch rib segment of steel arch bridge |
| CN113202033A (en) * | 2021-04-29 | 2021-08-03 | 中交路桥建设有限公司 | Arch beam cross installation construction method of half-through tied steel box arch bridge |
| CN113338167A (en) * | 2021-06-22 | 2021-09-03 | 中交二航局第四工程有限公司 | Truss arch bridge large section integral closure construction method |
| CN113338167B (en) * | 2021-06-22 | 2022-11-08 | 中交二航局第四工程有限公司 | Truss arch bridge large section integral closure construction method |
| CN113699887A (en) * | 2021-08-19 | 2021-11-26 | 中交二公局第三工程有限公司 | Polygonal steel arch rib assembling and positioning device and using method thereof |
| CN113668399B (en) * | 2021-08-23 | 2022-10-25 | 中交路桥建设有限公司 | Construction method of half-through tied steel box arch bridge |
| CN113668399A (en) * | 2021-08-23 | 2021-11-19 | 中交路桥建设有限公司 | Construction method of half-through tied steel box arch bridge |
| CN113818353A (en) * | 2021-09-29 | 2021-12-21 | 中铁广州工程局集团有限公司 | Construction method of arch beam consolidation section of rigid connection curved beam space arch bridge |
| CN114319135A (en) * | 2022-01-17 | 2022-04-12 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for steel box girder tied-bar steel arch bridge arch rib closure section |
| CN114232506A (en) * | 2022-01-20 | 2022-03-25 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for main arch rib of steel box girder tied-bar steel arch bridge |
| CN114232506B (en) * | 2022-01-20 | 2023-10-31 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for main arch rib of steel box girder tie bar steel arch bridge |
| CN114855991A (en) * | 2022-06-16 | 2022-08-05 | 中国建筑一局(集团)有限公司 | Folding method suitable for large-span arched steel structure building |
| CN114855991B (en) * | 2022-06-16 | 2023-11-10 | 中国建筑一局(集团)有限公司 | Folding method suitable for large-span arched steel structure building |
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