CN105926454A - Pushing method and device for middle span of large-span high-bridge-pier prestressed concrete box girder continuous rigid-frame bridge - Google Patents
Pushing method and device for middle span of large-span high-bridge-pier prestressed concrete box girder continuous rigid-frame bridge Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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Abstract
The invention discloses a pushing method and device for the middle span of a large-span high-bridge-pier prestressed concrete box girder continuous rigid-frame bridge. The pushing device comprises combined I-shaped steel girders, base plates, welded steel plates, combined H-shaped steel girders, jacks and stiff frameworks. Each combined I-shaped steel girder is formed by welding two I-shaped steel girder bodies side by side. Each combined H-shaped steel girder is formed by welding two H-shaped steel girder bodies side by side. The combined I-shaped steel girders are vertically buried at the two ends of a box girder, and the burial depth is half the length of a web. The combined I-shaped steel girders are welded to web reinforcement meshes of the box girder. The reinforcement meshes on the two sides of a top plate of the box girder and the two sides of a reinforcement mesh in a bottom plate are welded to one end of the stiff frameworks in the longitudinal direction of the bridge, and the opposite stiff frameworks on the two sides are located on the same axis. According to the pushing method and device, the pushing device is directly installed on the top plate of the box girder and used for pushing, so that the construction operation difficulty is greatly lowered, and the pushing quality can be well guaranteed; and installation is easy and fast, the pushing preparation time is shortened, the construction period is shortened accordingly, and the cost is reduced.
Description
Technical field
The present invention relates to building field, be specifically related in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and device.
Background technology
At present, China's transportation development is swift and violent, while East Coastal is substantially saturated, the most constantly extends.The most in recent years during development of the West Regions, the requirement of road speed and comfortableness is improved constantly by people, all kinds of high-grade highways, railway are crossed over mountain after mountain mostly, cross over zanjon danger gully, and therefore many seat large span high pier prestressed concrete box girder continuous rigid frame bridges arise at the historic moment.For large span high pier prestressed concrete box girder continuous rigid frame bridge, after full-bridge joins the two sections of a bridge, etc, due to variations in temperature, concrete shrinkage and creep and secondary dead load can make the trend that overall oriented centre is moved across span centre, during the pre-stressing tendon of other stretch-draw span centre box beam base plate, will also result in this adverse effect, totally unfavorable to the stress of high pier.
In order to eliminate this unfavorable factor, when midspan closing, box beam end can manually be applied the power of a span centre dorsad, so that main pier produces the displacement of span centre dorsad in advance, reduce this adverse effect.
The most multiplex thrustor can carry out pushing tow to four angle points of box beam, and thrustor is installed relatively cumbersome, construction inconvenience.Pushing tow component together with the roof bolting of box beam, is thus inevitably punched at box beam top board, causes stress to concentrate, impact box beam stress by the construction method also having, then totally unfavorable to pushing tow, reduces construction quality.The additional bending moment caused due to the inhomogeneities of concrete material or the installation site of other thrustors existing and device performance and other uncontrollable factors, when can cause pushing tow, stress is unstable.
Summary of the invention
For solve the problems referred to above, the invention provides in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method and device.
For achieving the above object, the technical scheme that the present invention takes is:
Across thrustor in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge, including combined I-shaped section steel beam, backing plate, welding steel, combination H profile steel beam, jack, stiff skeleton；nullDescribed 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 vertically embedded with combined I-shaped section steel beam，Length of embedment is the 1/2 of web length，Combined I-shaped section steel beam welds with the web reinforcement net of box beam，The bar-mat reinforcement of box beam both sides top board、The both sides of the bar-mat reinforcement in base plate are longitudinally welded with stiff skeleton one end along bridge，And the relative stiff skeleton in both sides is on the same axis，The a length of 1m of embedment stiff skeleton within cantilever end box beam，The other end reaches outside cantilever end，Stiff skeleton joint with the other end，The gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides，Two cantilever ends are provided with backing plate，Combination H profile steel beam two ends withstand on two backing plates respectively，Side backing plate is connected with the side of jack，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 connects combined I-shaped section steel beam.
Wherein, described H profile steel uses HW type.
In above-mentioned a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method, comprise the steps:
S1, two cantilever ends before large span high pier Prestressed Continuous Rigid-framed Bridge midspan closing section box beam assembling reinforcement time, at two ends, combined I-shaped section steel beam 2 is vertically imbedded box beam 1 respectively, welded together with box girder web bar-mat reinforcement, length of embedment is the 1/2 of web length；Simultaneously, both sides in box beam both sides top board, base plate are the most welded together with the bar-mat reinforcement of top board, base plate by stiff skeleton 7 one end along bridge, and the relative stiff skeleton 7 in both sides is on the same axis, the a length of 1m of embedment stiff skeleton within cantilever end box beam, the other end reaches outside cantilever end, stiff skeleton 7 joint with the other end, the gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides, being easy to lock when pushing tow completes, locking is i.e. welded the stiff skeleton 7 at two ends with welding steel；Simultaneously, before pushing tow, six some A, B, C, D, E, F total powerstations of cantilever end both sides are carried out level measurement, need six somes A, B, C, D, E, F of cantilever end both sides are carried out real-time absolute altitude observation during pushing tow, contrast with the carrying out before pushing tow, it is ensured that absolute altitude will not produce the biggest fluctuation, if occurring that absolute altitude changes greatly, should first stop pushing tow, search reason, after solution problem, carry out pushing tow again；
Before S2, pushing tow, having jack side, putting backing plate, put jack well before combined I-shaped section steel beam, be padded with one piece of backing plate, opposite side puts backing plate before combined I-shaped section steel beam, is withstood on respectively on the backing plate of two cantilever ends at combination H profile steel beam two ends；Owing to the situation of different bridges differs, and design jacking force size is the most different, so above-mentioned girder steel, steel plate can use suitably sized according to practical situation and construction experience；
When S3, applying jacking force, must assure that the data syn-chronization of the jacking force of the jack applying of both sides, owing to our thrustor is arranged on bridge top, and the inhomogeneities of concrete material can inevitably produce additional bending moment, causes upwarping of span centre cantilever end；Following pushing method is used to weaken this impact to a great extent；This pushing method is applicable not only to this device, is also applied for the existing traditional method of pushing tow four angle points of box beam while respectively, can significantly improve pushing tow quality, and method is as follows:
S31, the design jacking force first applying 30% size carry out precompressed, make whole device enter duty, and check the most normal work of each several part, if normally, are further added by the design jacking force (now jacking force is 50% design jacking force) of 20%, hold lotus 1min；
S32, reduce current 10% design jacking force, hold lotus 30s；Continue to increase the design jacking force (now jacking force is 60% design jacking force) of 20%, hold lotus 1min；
S33, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 70% design jacking force) of 20%, hold lotus 1min；
S34, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 80% design jacking force) of 20%, hold lotus 1min；
S35, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 90% design jacking force) of 20%, hold lotus 1min；
S36, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 100% design jacking force) of 20%, hold lotus 1min；
S7, inspection each several part the most normally work, and can measure pushing tow distance and compare with design load after completing；If pushing tow success, then the stiff skeleton at two ends is welded, lock, prevent resilience, it should be noted that in the process during measuring, be based on displacement, jacking force is auxiliary, and displacement reaches to be pushing tow and completes；If gone wrong when checking each parts during above-mentioned pushing tow, then adjustment in time continues to load after processing.
The method have the advantages that
The present invention uses and directly installs thrustor and pushing tow on box beam top board top, greatly reduces constructing operation difficulty, and can preferably ensure pushing tow quality, installs simple and fast, saved pushing tow time, and then the reduction of erection time, reduces cost.The pushing method using the present invention can significantly reduce the additional bending moment brought due to inhomogeneities or other thrustors existing of concrete material, promotes pushing tow precision and pushing tow quality.
Accompanying drawing explanation
Fig. 1 is across thrustor and the profile of top board in the embodiment of the present invention a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge；
Fig. 2 be in the embodiment of the present invention a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge in thrustor the cross-sectional view of cantilever end box beam；
Fig. 3 be in the embodiment of the present invention a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge in thrustor the base plate profile of cantilever end box beam；
Fig. 4 is the top view in the embodiment of the present invention a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across thrustor.
Detailed description of the invention
In order to make objects and advantages of the present invention clearer, below in conjunction with embodiment, the present invention is further elaborated.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is not intended to limit the present invention.
As Figure 1-Figure 4, embodiments provide in a kind of large span high pier prestressed concrete box girder continuous rigid frame bridge across thrustor, it is characterized in that, including combined I-shaped section steel beam 2, backing plate 3, welding steel 4, combination H profile steel beam 5, jack 6, stiff skeleton 7；nullDescribed combined I-shaped section steel beam 2 is welded side by side by two steel I-beams，Described combination H profile steel beam 5 is welded side by side by two H profile steel beams，Box beam 1 two ends are vertically embedded with combined I-shaped section steel beam 2，Length of embedment is the 1/2 of web length，Combined I-shaped section steel beam 2 welds with the web reinforcement net of box beam，The bar-mat reinforcement of box beam both sides top board、The both sides of the bar-mat reinforcement in base plate are longitudinally welded with stiff skeleton 7 one end along bridge，And the relative stiff skeleton 7 in both sides is on the same axis，The a length of 1m of embedment stiff skeleton within cantilever end box beam，The other end reaches outside cantilever end，Stiff skeleton 7 joint with the other end，The gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides，It is easy to lock when pushing tow completes，Locking is i.e. welded the stiff skeleton 7 at two ends with welding steel，Two cantilever ends are provided with backing plate 3，Combination H profile steel beam 5 two ends withstand on two backing plates 3 respectively，Side backing plate 3 is connected with the side of jack 6，Jack 6 opposite side is provided with combined I-shaped section steel beam 2 by another backing plate 3，Combination H profile steel beam opposite side backing plate 3 connects combined I-shaped section steel beam 2.
Described H profile steel uses HW type (H profile steel edge of a wing width, 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, comprise the steps:
S1, two cantilever ends before large span high pier prestressed concrete continuous rigid-framed bridge midspan closing section box beam assembling reinforcement time, at two ends, combined I-shaped section steel beam 2 is vertically imbedded box beam 1 respectively, welded together with box girder web bar-mat reinforcement, length of embedment is the 1/2 of web length；Simultaneously, both sides in box beam both sides top board, base plate are the most welded together with the bar-mat reinforcement of top board, base plate by stiff skeleton 7 one end along bridge, and the relative stiff skeleton 7 in both sides is on the same axis, the a length of 1m of embedment stiff skeleton within cantilever end box beam, the other end reaches outside cantilever end, stiff skeleton 7 joint with the other end, the gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides, being easy to lock when pushing tow completes, locking is i.e. welded the stiff skeleton 7 at two ends with welding steel；Simultaneously, before pushing tow, six some A, B, C, D, E, F total powerstations of cantilever end both sides are carried out level measurement, need six somes A, B, C, D, E, F of cantilever end both sides are carried out real-time absolute altitude observation during pushing tow, contrast with the carrying out before pushing tow, it is ensured that absolute altitude will not produce the biggest fluctuation, if occurring that absolute altitude changes greatly, should first stop pushing tow, search reason, after solution problem, carry out pushing tow again；
Before S2, pushing tow, having jack side, putting backing plate, put jack well before combined I-shaped section steel beam, be padded with one piece of backing plate, opposite side puts backing plate before combined I-shaped section steel beam, is withstood on respectively on the backing plate of two cantilever ends at combination H profile steel beam two ends；Owing to the situation of different bridges differs, and design jacking force size is the most different, so above-mentioned girder steel, steel plate can use suitably sized according to practical situation and construction experience；
When S3, applying jacking force, must assure that the data syn-chronization of the jacking force of the jack applying of both sides, owing to our thrustor is arranged on bridge top, and the inhomogeneities of concrete material can inevitably produce additional bending moment, causes upwarping of span centre cantilever end；Following pushing method is used to weaken this impact to a great extent；This pushing method is applicable not only to this device, is also applied for the existing traditional method of pushing tow four angle points of box beam while respectively, can significantly improve pushing tow quality, and method is as follows:
S31, the design jacking force first applying 30% size carry out precompressed, make whole device enter duty, and check the most normal work of each several part, if normally, are further added by the design jacking force (now jacking force is 50% design jacking force) of 20%, hold lotus 1min；
S32, reduce current 10% design jacking force, hold lotus 30s；Continue to increase the design jacking force (now jacking force is 60% design jacking force) of 20%, hold lotus 1min；
S33, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 70% design jacking force) of 20%, hold lotus 1min；
S34, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 80% design jacking force) of 20%, hold lotus 1min；
S35, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 90% design jacking force) of 20%, hold lotus 1min；
S36, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force (now jacking force is 100% design jacking force) of 20%, hold lotus 1min；
S7, inspection each several part the most normally work, and can measure pushing tow distance and compare with design load after completing；If pushing tow success, then the stiff skeleton at two ends is welded, lock, prevent resilience, it should be noted that in the process during measuring, be based on displacement, jacking force is auxiliary, and displacement reaches to be pushing tow and completes；If gone wrong when checking each parts during above-mentioned pushing tow, then adjustment in time continues to load after processing.
The above is only the preferred embodiment of the present invention; it should be pointed out that, for those skilled in the art, under the premise without departing from the principles of the invention; can also make some improvements and modifications, these improvements and modifications also should be regarded as protection scope of the present invention.
Claims (3)
1. across thrustor in a large span high pier prestressed concrete box girder continuous rigid frame bridge, it is characterised in that include combined I-shaped section steel beam, backing plate, welding steel, combination H profile steel beam, jack, stiff skeleton；nullDescribed 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 vertically embedded with combined I-shaped section steel beam，Length of embedment is the 1/2 of web length，Combined I-shaped section steel beam welds with the web reinforcement net of box beam，The bar-mat reinforcement of box beam both sides top board、The both sides of the bar-mat reinforcement in base plate are longitudinally welded with stiff skeleton one end along bridge，And the relative stiff skeleton in both sides is on the same axis，The a length of 1m of embedment stiff skeleton within cantilever end box beam，The other end reaches outside cantilever end，Stiff skeleton joint with the other end，The gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides，Two cantilever ends are provided with backing plate，Combination H profile steel beam two ends withstand on two backing plates respectively，Side backing plate is connected with the side of jack，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 connects combined I-shaped section steel beam.
Across thrustor in large span high pier prestressed concrete box girder continuous rigid frame bridge the most according to claim 1, it is characterised in that described H profile steel uses HW type.
3. in a large span high pier prestressed concrete box girder continuous rigid frame bridge across pushing method, it is characterised in that comprise the steps:
S1, two cantilever ends before large span high pier Prestressed Continuous Rigid-framed Bridge midspan closing section box beam assembling reinforcement time, at two ends, combined I-shaped section steel beam is vertically imbedded box beam respectively, welded together with box girder web bar-mat reinforcement, length of embedment is the 1/2 of web length；Simultaneously, both sides in box beam both sides top board, base plate are the most welded together with the bar-mat reinforcement of top board, base plate by stiff skeleton one end along bridge, and the relative stiff skeleton in both sides is on the same axis, the a length of 1m of embedment stiff skeleton within cantilever end box beam, the other end reaches outside cantilever end, stiff skeleton joint with the other end, the gap of 3cm is reserved relative to stiff skeleton joint in closure section both sides, being easy to lock when pushing tow completes, locking is i.e. welded the stiff skeleton 7 at two ends with welding steel；Simultaneously, before pushing tow, six some A, B, C, D, E, F total powerstations of cantilever end both sides are carried out level measurement, need six somes A, B, C, D, E, F of cantilever end both sides are carried out real-time absolute altitude observation during pushing tow, contrast with the carrying out before pushing tow, it is ensured that absolute altitude will not produce the biggest fluctuation, if occurring that absolute altitude changes greatly, should first stop pushing tow, search reason, after solution problem, carry out pushing tow again；
Before S2, pushing tow, having jack side, putting backing plate, put jack well before combined I-shaped section steel beam, be padded with one piece of backing plate, opposite side puts backing plate before combined I-shaped section steel beam, is withstood on respectively on the backing plate of two cantilever ends at combination H profile steel beam two ends；
When S3, applying jacking force, it is necessary to assure the data syn-chronization of the jacking force that the jack of both sides applies, concretely comprise the following steps:
S31, the design jacking force first applying 30% size carry out precompressed, make whole device enter duty, and check the most normal work of each several part, if normally, are further added by the design jacking force of 20%, hold lotus 1min；
S32, reduce current 10% design jacking force, hold lotus 30s；Continue to increase the design jacking force of 20%, hold lotus 1min；
S33, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force of 20%, hold lotus 1min；
S34, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force of 20%, hold lotus 1min；
S35, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force of 20%, hold lotus 1min；
S36, reduce current 10% design jacking force, hold lotus 30s, continue to increase the design jacking force of 20%, hold lotus 1min；
S7, inspection each several part the most normally work, and can measure pushing tow distance and compare with design load after completing；If pushing tow success, then the stiff skeleton at two ends is welded, lock, prevent resilience, it should be noted that in the process during measuring, be based on displacement, jacking force is auxiliary, and displacement reaches to be pushing tow and completes；If gone wrong when checking each parts during above-mentioned pushing tow, then adjustment in time continues to load after processing.
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| CN110644377A (en) * | 2019-09-30 | 2020-01-03 | 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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