CN105926454B - In large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and its device - Google Patents
In large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and its device Download PDFInfo
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- CN105926454B CN105926454B CN201610347569.4A CN201610347569A CN105926454B CN 105926454 B CN105926454 B CN 105926454B CN 201610347569 A CN201610347569 A CN 201610347569A CN 105926454 B CN105926454 B CN 105926454B
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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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Abstract
The invention discloses in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and its device, including combined I-shaped section steel beam, backing plate, welding steel, combination H profile steel beam, jack, stiff skeleton；Described combined I-shaped section steel beam is welded side by side by two steel I-beams, described combination H profile steel beam is welded side by side by two H profile steel beams, box beam two ends are embedded with combined I-shaped section steel beam vertically, length of embedment is the 1/2 of web length, combined I-shaped section steel beam and the web reinforcement net of box beam are welded, the bar-mat reinforcement of box beam both sides top board, the both sides of the bar-mat reinforcement in base plate are welded along bridge longitudinal direction and stiff skeleton one end, and the relative stiff skeleton in both sides is on the same axis.The present invention greatly reduces constructing operation difficulty using directly thrustor and pushing tow is installed on box beam top board top, and can preferably ensure pushing tow quality, installs simple and fast, has saved pushing tow time, and then shortens the duration, reduces cost.
Description
Technical field
The present invention relates to building field, and in particular to a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge
In across pushing method and its device.
Background technology
At present, China's communications and transportation development is swift and violent, while East Coastal is substantially saturated, upcountry constantly extension.It is special
It is not that requirement of the people to road speed and comfortableness is improved constantly, all kinds of high-grade public affairs during development of the West Regions in recent years
Road, railway are crossed over mountain after mountain mostly, and across the dangerous gully of zanjon, therefore many seat large span high pier prestressed concrete box girders are continuously firm
Structure bridge arises at the historic moment.For large span high pier prestressed concrete box girder continuous rigid frame bridge, after full-bridge closure, due to temperature
Change, concrete shrinkage and creep and secondary dead load can make the trend that overall oriented centre is moved across span centre, in addition tensioning span centre
During the pre-stressing tendon of box beam base plate, this adverse effect is will also result in, the stress to high pier is totally unfavorable.
In order to eliminate this unfavorable factor, it can manually apply a dorsad span centre to box beam end in midspan closing
Power, so that main pier produces the displacement of dorsad span centre in advance, to reduce this adverse effect.
Thrustor multiplex at present can carry out pushing tow to four angle points of box beam, and thrustor installs relatively cumbersome, construction
It is inconvenient.Construction method also by pushing tow component together with the roof bolting of box beam, thus inevitably in box beam
Top board is punched, and causes stress concentration, and box beam stress is impacted, then totally unfavorable to pushing tow, reduces construction quality.Due to
The inhomogeneities of concrete material or the installation site and device performance of other existing thrustors and other are uncontrollable
The additional bending moment that factor is caused, stress is unstable when can cause pushing tow.
The content of the invention
To solve the above problems, the invention provides a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge
In across pushing method and its device.
To achieve the above object, the technical scheme taken of the present invention is：
Across thrustor in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge, including it is combined I-shaped
Section steel beam, backing plate, welding steel, combination H profile steel beam, jack, stiff skeleton；Described combined I-shaped section steel beam is by two works
Word girder steel is welded side by side, and described combination H profile steel beam is welded side by side by two H profile steel beams, and box beam two ends are buried vertically
There is combined I-shaped section steel beam, length of embedment is the 1/2 of web length, the web reinforcement net weldering of combined I-shaped section steel beam and box beam
Connect, the bar-mat reinforcement of box beam both sides top board, the both sides of the bar-mat reinforcement in base plate are welded along bridge longitudinal direction and stiff skeleton one end, and two
On the same axis, the length of the stiff skeleton inside embedment cantilever end box beam is 1m to the relative stiff skeleton in side, and the other end is stretched
Go out to outside cantilever end, the stiff skeleton joint with the other end, closure section both sides reserve 3cm seam with respect to stiff skeleton joint
Gap, two cantilever ends are provided with backing plate, and combination H profile steel beam two ends are withstood on two backing plates respectively, the side of side backing plate and jack
It is connected, jack opposite side is provided with combined I-shaped section steel beam by another backing plate, combination H profile steel beam opposite side backing plate is connected with group
Close i-shape steel beam.
Wherein, the H profile steel uses HW types.
In a kind of above-mentioned large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method, it is including as follows
Step：
S1, two cantilever ends before large span high pier Prestressed Continuous Rigid-framed Bridge midspan closing section box beam assembling reinforcement
When, combined I-shaped section steel beam 2 is embedded to box beam 1 vertically at two ends respectively, is welded together with box girder web bar-mat reinforcement, embedment is deep
Spend for the 1/2 of web length；Meanwhile, both sides in box beam both sides top board, base plate along bridge longitudinal direction by the one end of stiff skeleton 7 with
Top board, the bar-mat reinforcement of base plate are welded together, and the relative stiff skeleton 7 in both sides is on the same axis, are embedded to cantilever end box beam
The length of internal stiff skeleton is 1m, and the other end is reached outside cantilever end, the joint of stiff skeleton 7 with the other end, closure section
Both sides reserve 3cm gap with respect to stiff skeleton joint, are easy to pushing tow to be locked when completing, and locking is welded with welding steel
The stiff skeleton 7 at dead two ends；Meanwhile, before pushing tow, rower is entered to six point A, B, C, D, E, F total powerstations of cantilever end both sides
High measurement, needs to carry out real-time absolute altitude observation to six points A, B, C, D, E, F of cantilever end both sides, before pushing tow during pushing tow
Progress contrast, it is ensured that absolute altitude will not produce too big fluctuation, be changed greatly if there is absolute altitude, should first stop pushing tow, search
Reason, carries out pushing tow again after solving the problems, such as；
Before S2, pushing tow, there is jack side, backing plate is put before combined I-shaped section steel beam, putting jack well, then pad
Lastblock backing plate, opposite side puts backing plate before combined I-shaped section steel beam, and combination H profile steel beam two ends are withstood on into two cantilever ends respectively
Backing plate on；Because the situation of different bridges is differed, and design jacking force size is also different, so above-mentioned girder steel, steel plate
Can be according to actual conditions and construction experience using suitably sized；
When S3, application jacking force, it is necessary to assure the data syn-chronization for the jacking force that the jack of both sides applies, due to ours
Thrustor is arranged on bridge top, and the inhomogeneities of concrete material can inevitably produce additional bending moment, cause
Span centre cantilever end is upwarped；This influence is largely weakened using following pushing method；This pushing method is not only applicable
In this device, it is also applied for existing respectively in four angle points of box beam while the conventional method of pushing tow, can significantly improve pushing tow matter
Amount, method is as follows：
S31, the design jacking force progress precompressed for applying 30% size first, make whole device enter working condition, and check
Each several part is normal work, if normally, being further added by 20% design jacking force（Now jacking force is 50% design pushing tow
Power）, hold lotus 1min；
S32, the design jacking force for reducing current 10%, hold lotus 30s；Continue to increase by 20% design jacking force（Now pushing tow
Power is 60% design jacking force）, hold lotus 1min；
S33, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 70% design jacking force）, hold lotus 1min；
S34, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 80% design jacking force）, hold lotus 1min；
S35, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 90% design jacking force）, hold lotus 1min；
S36, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 100% design jacking force）, hold lotus 1min；
S7, check each several part whether normal work, after the completion of measurable pushing tow distance be compared with design load；If top
Work(is pushed into, then the stiff skeleton at two ends is welded, locked, resilience is prevented, be should be noted that in the process
, be based on displacement, supplemented by jacking force in measurement process, displacement reaches to be completed as pushing tow；If inspection during above-mentioned pushing tow
Gone wrong when looking into each part, then continue to load after timely adjustment processing.
The invention has the advantages that：
The present invention greatly reduces constructing operation difficult using directly thrustor and pushing tow is installed on box beam top board top
Degree, and can preferably ensure pushing tow quality, simple and fast is installed, saved pushing tow time, and then shorten the duration, reduce into
This.Inhomogeneities or other existing tops due to concrete material can significantly be reduced using the pushing method of the present invention
The additional bending moment that pushing device is brought, lifting pushing tow precision and pushing tow quality.
Brief description of the drawings
Fig. 1 is across pushing tow dress in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge of the embodiment of the present invention
Put and top board profile；
Fig. 2 is across pushing tow dress in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge of the embodiment of the present invention
Put the cross-sectional view of middle cantilever end box beam；
Fig. 3 is across pushing tow dress in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge of the embodiment of the present invention
Put the base plate profile of middle cantilever end box beam；
Fig. 4 is across pushing tow dress in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge of the embodiment of the present invention
The top view put.
Embodiment
In order that objects and advantages of the present invention are more clearly understood, the present invention is carried out with reference to embodiments further
Describe in detail.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not used to limit this hair
It is bright.
As Figure 1-Figure 4, the embodiments of the invention provide a kind of large span high pier prestressed concrete box girder is continuous
Across thrustor in rigid frame bridge, it is characterised in that including combined I-shaped section steel beam 2, backing plate 3, welding steel 4, combination H profile steel beam
5th, jack 6, stiff skeleton 7；Described combined I-shaped section steel beam 2 is welded side by side by two steel I-beams, described group
Close H profile steel beam 5 to be welded side by side by two H profile steel beams, the two ends of box beam 1 are embedded with combined I-shaped section steel beam 2, length of embedment vertically
For the 1/2 of web length, the web reinforcement net welding of combined I-shaped section steel beam 2 and box beam, the bar-mat reinforcement of box beam both sides top board, bottom
The both sides of bar-mat reinforcement in plate are welded along bridge longitudinal direction and the one end of stiff skeleton 7, and the relative stiff skeleton 7 in both sides is in same axle
On line, the length of the stiff skeleton inside embedment cantilever end box beam is 1m, and the other end is reached outside cantilever end, the strength with the other end
Property the joint of skeleton 7, closure section both sides with respect to stiff skeleton joint reserve 3cm gap, be easy to pushing tow to be locked when completing,
Locking is welded the stiff skeleton 7 at two ends with welding steel, and two cantilever ends are provided with backing plate 3, the two ends difference of combination H profile steel beam 5
Withstand on two backing plates 3, side backing plate 3 is connected with the side of jack 6, the opposite side of jack 6 is by another backing plate 3 provided with combination
I-shape steel beam 2, combination H profile steel beam opposite side backing plate 3 is connected with combined I-shaped section steel beam 2.
The H profile steel uses HW types（The H profile steel edge of a wing is wide, and lateral rigidity is big, and bending resistance is strong, than I-steel about 5~
10%）.
The embodiment of the present invention additionally provide in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across
Pushing method, comprises the following steps：
S1, the box beam of two cantilever ends before large span high pier prestressed concrete continuous rigid-framed bridge midspan closing section are tied up
When wire-tiing, combined I-shaped section steel beam 2 is embedded to box beam 1 vertically at two ends respectively, is welded together with box girder web bar-mat reinforcement,
Length of embedment is the 1/2 of web length；Meanwhile, the both sides in box beam both sides top board, base plate are longitudinal by stiff skeleton 7 along bridge
One end and the bar-mat reinforcement of top board, base plate are welded together, and the relative stiff skeleton 7 in both sides is on the same axis, are embedded to cantilever
The length for holding the stiff skeleton inside box beam is 1m, and the other end is reached outside cantilever end, the joint of stiff skeleton 7 with the other end,
Closure section both sides reserve 3cm gap with respect to stiff skeleton joint, are easy to pushing tow to be locked when completing, and locking is i.e. with welding
Steel plate is welded the stiff skeleton 7 at two ends；Meanwhile, before pushing tow, to six point A, B, C, D, E, F total powerstations of cantilever end both sides
Level measurement is carried out, needs to carry out real-time absolute altitude observation to six points A, B, C, D, E, F of cantilever end both sides during pushing tow, with
Progress before pushing tow is contrasted, it is ensured that absolute altitude will not produce too big fluctuation, is changed greatly if there is absolute altitude, should first stop top
Push away, search reason, carry out pushing tow after solving the problems, such as again；
Before S2, pushing tow, there is jack side, backing plate is put before combined I-shaped section steel beam, putting jack well, then pad
Lastblock backing plate, opposite side puts backing plate before combined I-shaped section steel beam, and combination H profile steel beam two ends are withstood on into two cantilever ends respectively
Backing plate on；Because the situation of different bridges is differed, and design jacking force size is also different, so above-mentioned girder steel, steel plate
Can be according to actual conditions and construction experience using suitably sized；
When S3, application jacking force, it is necessary to assure the data syn-chronization for the jacking force that the jack of both sides applies, due to ours
Thrustor is arranged on bridge top, and the inhomogeneities of concrete material can inevitably produce additional bending moment, cause
Span centre cantilever end is upwarped；This influence is largely weakened using following pushing method；This pushing method is not only applicable
In this device, it is also applied for existing respectively in four angle points of box beam while the conventional method of pushing tow, can significantly improve pushing tow matter
Amount, method is as follows：
S31, the design jacking force progress precompressed for applying 30% size first, make whole device enter working condition, and check
Each several part is normal work, if normally, being further added by 20% design jacking force（Now jacking force is 50% design pushing tow
Power）, hold lotus 1min；
S32, the design jacking force for reducing current 10%, hold lotus 30s；Continue to increase by 20% design jacking force（Now pushing tow
Power is 60% design jacking force）, hold lotus 1min；
S33, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 70% design jacking force）, hold lotus 1min；
S34, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 80% design jacking force）, hold lotus 1min；
S35, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 90% design jacking force）, hold lotus 1min；
S36, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force（Now pushing tow
Power is 100% design jacking force）, hold lotus 1min；
S7, check each several part whether normal work, after the completion of measurable pushing tow distance be compared with design load；If top
Work(is pushed into, then the stiff skeleton at two ends is welded, locked, resilience is prevented, be should be noted that in the process
, be based on displacement, supplemented by jacking force in measurement process, displacement reaches to be completed as pushing tow；If inspection during above-mentioned pushing tow
Gone wrong when looking into each part, then continue to load after timely adjustment processing.
The above is only the preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, under the premise without departing from the principles of the invention, some improvements and modifications can also be made, these improvements and modifications also should
It is considered as protection scope of the present invention.
Claims (2)
1. in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method, it is characterised in that should
The thrustor that pushing method is used include combined I-shaped section steel beam, backing plate, welding steel, combination H profile steel beam, jack,
Stiff skeleton；Described combined I-shaped section steel beam is welded side by side by two steel I-beams, and described combination H profile steel beam is by two
Individual H profile steel beam is welded side by side, and box beam two ends are embedded with combined I-shaped section steel beam vertically, and length of embedment is the 1/2 of web length,
Combined I-shaped section steel beam and the web reinforcement net of box beam are welded, the both sides strength in both sides and base plate in two box girder cantilever end top boards
Property skeleton welded respectively along bar-mat reinforcement of the bridge longitudinal direction with box beam top, in base plate, and the relative stiff skeleton in two ends is in same axle
On line, the length of the stiff skeleton inside embedment cantilever end box beam is 1m, and the other end is reached outside cantilever end, the strength with the other end
Property skeleton joint, closure section both sides with respect to stiff skeleton joint reserve 3cm gap, two cantilever ends be provided with backing plate, combine H
Section steel beam two ends are withstood on two backing plates respectively, and side backing plate is connected with the side of jack, and jack opposite side passes through another pad
Plate is provided with combined I-shaped section steel beam, and combination H profile steel beam opposite side backing plate is connected with combined I-shaped section steel beam；This method is specifically included
Following steps：
When S1, the box beam assembling reinforcement of two cantilever ends before large span high pier Prestressed Continuous Rigid-framed Bridge midspan closing section,
Combined I-shaped section steel beam is embedded to box beam vertically at two ends respectively, is welded together with box girder web bar-mat reinforcement, length of embedment is
The 1/2 of web length；Meanwhile, the both sides stiff skeleton in both sides and base plate in two box girder cantilever end top boards is vertical along bridge respectively
Welded to the bar-mat reinforcement in box beam top, base plate, and the relative stiff skeleton in two ends is on the same axis, is embedded to cantilever end box beam
The length of internal stiff skeleton is 1m, and the other end is reached outside cantilever end, the stiff skeleton joint with the other end, closure section two
Side reserves 3cm gap with respect to stiff skeleton joint, is easy to pushing tow to be locked when completing, and locking is welded with welding steel
The stiff skeleton at two ends；Meanwhile, before pushing tow, absolute altitude survey is carried out with total powerstation to six point A, B, C, D, E, F of two cantilever ends
Amount, needs to carry out real-time absolute altitude observation to six points A, B, C, D, E, F of two cantilever ends, with the progress before pushing tow during pushing tow
Contrast, it is ensured that absolute altitude will not produce too big fluctuation, be changed greatly if there is absolute altitude, should first stop pushing tow, search reason, solution
Pushing tow is certainly carried out after problem again；
Before S2, pushing tow, there is jack side, putting backing plate before combined I-shaped section steel beam, put jack well, be padded with one
Block backing plate, opposite side puts backing plate before combined I-shaped section steel beam, and combination H profile steel beam two ends are withstood on to the pad of two cantilever ends respectively
On plate；
When S3, application jacking force, it is necessary to assure the data syn-chronization for the jacking force that the jack of both sides applies, concretely comprise the following steps：
S31, the design jacking force progress precompressed for applying 30% size first, make whole device enter working condition, and check each
Part is normal work, if normally, being further added by 20% design jacking force, holding lotus 1min；
S32, the design jacking force for reducing current 10%, hold lotus 30s；Continue to increase by 20% design jacking force, hold lotus 1min；
S33, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force, hold lotus 1min；
S34, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force, hold lotus 1min；
S35, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force, hold lotus 1min；
S36, the design jacking force for reducing current 10%, hold lotus 30s, continue to increase by 20% design jacking force, hold lotus 1min；
S7, check each several part whether normal work, after the completion of measurement pushing tow distance be compared with design load；If pushing tow into
Work(, then welded the stiff skeleton at two ends, locked, and prevents resilience, in the process it should be noted that in measurement
During, be based on displacement, supplemented by jacking force, displacement reaches to be completed as pushing tow；If checking each during above-mentioned pushing tow
Gone wrong during part, then continue to load after timely adjustment processing.
2. across pushing method in large span high pier prestressed concrete box girder continuous rigid frame bridge according to claim 1,
Characterized in that, the H profile steel uses HW types.
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| CN201610347569.4A CN105926454B (en) | 2016-05-24 | 2016-05-24 | In large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and its device |
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| CN108914763B (en) * | 2018-08-16 | 2024-02-20 | 中铁十七局集团第五工程有限公司 | Application method of bridge closure stiffness framework quick locking device |
| CN110644377B (en) * | 2019-09-30 | 2021-01-12 | 中铁二院工程集团有限责任公司 | Roller type beam body pushing construction device |
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