CN110939071A - Non-buttress construction method for assembled steel-concrete I-shaped composite beam bridge - Google Patents
Non-buttress construction method for assembled steel-concrete I-shaped composite beam bridge Download PDFInfo
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- CN110939071A CN110939071A CN201911381357.8A CN201911381357A CN110939071A CN 110939071 A CN110939071 A CN 110939071A CN 201911381357 A CN201911381357 A CN 201911381357A CN 110939071 A CN110939071 A CN 110939071A
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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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Abstract
The invention discloses a pier-free construction method of an assembly type steel-concrete I-shaped composite beam bridge, which comprises the following steps of: assembling the decomposed steel beams according to sections, sequentially rectifying deviation and pushing a single point of the assembled steel beams according to the sections, and falling and positioning the whole steel beam after rectifying deviation and pushing the single point of all the sections of the steel beams; and paving the segmented precast concrete bridge deck slab on the surface of the steel beam by using hoisting equipment, and pouring wet joints between the bridge decks for construction to form the assembled steel structure-concrete combined bridge. The invention has the characteristics of high construction quality, controllable construction period and small occupied area.
Description
Technical Field
The invention belongs to the technical field of bridge superstructure construction, and relates to a pier-free construction method of an assembly type steel-concrete I-shaped composite beam bridge.
Background
Because the assembly type building has the characteristics of reliable construction quality, factory production, assembly, mechanization, greenization, rapidness and the like, the assembly type building is widely and rapidly applied in recent engineering construction and has a vigorous development trend; with the rapid rise of the fabricated bridge in bridge construction, the fabricated steel-concrete i-shaped composite beam bridge is gradually applied to bridge construction. Referring to fig. 1, a cross-sectional view of a conventional assembled steel-concrete i-beam composite bridge is shown. The whole assembly type steel-concrete I-shaped combined beam bridge has the advantages of light weight, convenience in installation and the like, so that the bridge is rapidly developed in the field of bridge construction, and is particularly and more applied to bridge projects such as mountainous areas, river-crossing roads and the like; because the single piece of the bridge is light in weight and simple to install, the bridge of the type is usually constructed by a support method, a segment hoisting method, a bridging machine frame method and the like.
However, when such a bridge spans areas such as chongshan mountains and rivers, the construction amount of the support is large due to the limitation of conditions such as approach roads, large-scale hoisting equipment cannot enter the field, and the cost for modifying the bridge girder erection machine is large, so that the implementation difficulty of methods such as a support method, a segment hoisting method, a bridge girder erection machine frame method and the like is large, and therefore a method with low cost, reliable installation quality and controllable construction period is required.
Disclosure of Invention
The invention aims to provide a pier-free construction method of an assembled steel-concrete I-shaped combined beam bridge, which does not need large hoisting equipment, adopts a jacking method to install I-shaped steel beams in place, utilizes small hoisting equipment to install concrete bridge decks, has the advantages of lower cost, reliable installation quality, controllable construction period and the like, and solves the problems in the prior art.
In order to achieve the technical effects, the technical scheme of the invention is as follows:
a method for constructing an assembly type steel-concrete I-shaped combined beam bridge without buttresses comprises the following steps: assembling the decomposed steel beams according to sections, sequentially rectifying deviation and pushing a single point of the assembled steel beams according to the sections, and falling and positioning the whole steel beam after rectifying deviation and pushing the single point of all the sections of the steel beams; and paving the segmented precast concrete bridge deck slab on the surface of the steel beam by using hoisting equipment, and pouring wet joints between the bridge decks for construction to form the assembled steel structure-concrete combined bridge.
In this technical scheme, utilize earlier girder steel, the construction step of back concrete decking, the girder steel with the great supporter of intensity is under construction earlier, for intensity when later stage concrete decking is under construction provides the assurance, guarantees the safety scheduling problem in the construction.
Compared with the prior art, the method has the advantages that the steel beam is pushed point by point in a single-point pushing mode, the mounting precision of the steel beam is improved, the construction is convenient to implement, the steel beam is mounted in place, the steel beam can be controlled point by point in the construction, the construction quality is high, and the construction period is controllable.
According to the invention, the steel beams are assembled after being segmented, so that the transportation is convenient, the controllability of the steel beams is higher, small-range steel beam assembly adjustment can be carried out on site according to requirements, the method is more flexible, the application range is wide, and the method can be used for various bridges. In the technical scheme, the steel beam is constructed according to sections after being decomposed, so that large supports, hoisting and the like are not needed, and the difficulty in steel plate construction is reduced; meanwhile, after the whole steel plate is decomposed, the structure is smaller, the installation modes are more, the installation quality can be independently monitored when each segment is installed, and the whole installation quality is reliable.
In the invention, because the precast concrete bridge deck is segmented, small hoisting equipment can be adopted for hoisting, the equipment investment is greatly reduced, the construction cost is obviously reduced, the construction period is controllable, and the quality is reliable.
In the technical scheme, because the prefabricated bridge deck slab and the steel plate are all decomposed or segmented, the mass of each segment of prefabricated bridge deck slab and the steel plate is light, large-scale equipment is not needed during transportation, the cost is low, the whole construction period can be adjusted by adjusting each segment of construction, and the controllability of the construction period is higher.
As a further improvement of the invention, the assembling of the decomposed steel beams according to sections specifically comprises: the decomposed steel beams are used as a component storage area and an assembly area by taking the abutment roadbed as a member storage area, and the decomposed steel beam parts and the segmented precast concrete bridge deck are temporarily stored and assembled by each section of steel beam.
The invention fully utilizes the abutment subgrade which is constructed and has all the time as the component storage area and the assembly area, has large space, is convenient for construction, can be assembled, and can adjust the component storage area and the assembly area according to the terrain and the transportation condition. The construction site is fully utilized, and the existing detachable assembling process is combined, so that the efficiency of the whole process is improved. The steel beam is further decomposed, parts are assembled on the site to form the section steel beam, the construction site is easy to control, and compared with the prefabricated and installed section steel beam, the construction quality is further monitored.
As a further improvement of the method, the splicing area is provided with splicing pedestals and splicing area slideways, and the splicing pedestals and the splicing area slideways are built on the abutment roadbed and/or the pier capping beams by adopting a conventional construction process.
In the invention, the splicing slide ways are independently arranged in the splicing area so as to facilitate the transportation of the steel beams after splicing, and the splicing area is large, easy to adjust and convenient to construct. Simultaneously, assemble the pedestal for the assembly of girder steel, and assemble district's slide for assemble the slip of back girder steel, make its initial position that slides to the girder steel design.
According to the technical scheme, through the assembly pedestal and the slide way, firstly, the whole construction site is assembled, the randomness is higher, and the assembly requirement of more types of steel beams can be met; secondly, the assembled slideway is added, the length of the slideway is reliably adjusted, and the controllability is strong; thirdly, assemble pedestal and slide in same region, can demand, can carry out adjustment such as both distances to adapt to more demands.
As a further improvement of the invention, before the deviation rectification and the single-point pushing of the assembled steel beam are performed in sequence according to the sections, the assembled steel beam slides to the steel beam design position, and the sliding of the assembled steel beam to the steel beam design position specifically comprises the sliding of the assembly area and the sliding from the tail end of the assembly area to the steel beam design position.
In the technical scheme, the safety in the whole construction is ensured through different sliding at different positions. Through two slides, be used for the slip of different positions respectively, make its initial end that slides to steel bridge design position earlier stage, and later stage, design position can adjust, so need adopt other track and slip, make it slide to different design positions from initial end, perhaps on the bent cap of every stage installation.
As a further improvement of the present invention, the sliding from the tail end of the splicing region to the design position of the steel beam is specifically: the steel beams are moved through the slide rails arranged on the cover beams supported by the sections and the slide rails in the assembly area, and are made to slide to the design positions of all sections in stages.
In the technical scheme, the bent cap in the supporting stage is used as a construction point, the operation platform and the safety crawling ladder on the periphery of the bent cap are combined, and the sliding rail on the bent cap is constructed so as to realize the sliding of the steel beam according to sections, so that the bent cap can be adjusted and is convenient to control.
As a further improvement of the invention, the deviation rectification is to rectify the steel beam separated from the bent cap and/or the assembly area slide rail onto the slide rail, so that the steel beam is pushed or dropped along the direction of the slide rail.
Among this technical scheme, increase deviation correcting device, and rectify on the bent cap, and then when having the skew slightly, can in time rectify fast, compare in only having one and rectify and compare, the precision is higher, and sets up on the bent cap, and easy construction, whole time limit for a project controllability is stronger.
As a further improvement of the invention, the deviation correction is realized by a deviation correcting device, and the deviation correcting device comprises a reaction frame arranged on the bent cap, rollers arranged on two sides of the reaction frame and a pushing device.
In the technical scheme, the reaction frame, the roller and the pushing equipment are used, so that the reaction frame drives the roller or the pushing equipment to correct the moving direction and correct the deviation when the deviation occurs. Meanwhile, after the beam falls, the pushing device can also realize the positioning of the steel beam.
As a further improvement of the present invention, the single-point pushing is: and pushing the steel beams point by using a traction device to realize the positioning of each section of steel beam.
In the technical scheme, the traction equipment can also be a pushing device which can realize pushing of the whole steel beam through movement in the horizontal direction. Meanwhile, single-point pushing and point-by-point pushing are adopted, so that the whole pushing precision is high, the mode is novel, and the accuracy is higher. Specifically, in the technical scheme, the traction equipment comprises a through jack and a counter-force beam arranged behind the I-shaped steel beam, and the jack pulls the counter-force beam through a steel strand so as to push the I-shaped steel beam to reach the designed position. In this technical scheme, when pushing away, can increase the nose girder with girder steel welded, its purpose plays the cantilever length that reduces I-shaped girder steel top pushing in-process, and the guide girder steel advances simultaneously. During installation, the traction equipment is installed at the abutment body with higher strength, and the bottom of the traction equipment is supported by a bearing platform, so that the construction safety is higher.
As a further improvement of the invention, the single-point pushing further comprises stopping and reverse pushing of the steel beam during pushing, wherein the stopping and reverse pushing specifically comprises stopping pushing of the steel beam or reversely pushing the steel beam.
In the technical scheme, the stopping and the reverse pushing are equivalent to the pause and the reverse force in the construction, the steel beam always moves in advance under the action of the traction equipment in the construction, but when construction errors are found, the steel beam can be immediately stopped through stopping pushing, and when the range of the forward movement is overlarge, the steel beam can move in the reverse direction and retreat through the reverse pushing. Specifically, a push winch and a reverse pull winch are adopted for stopping and reversely pushing, and the thrust winch is connected with the moving steel beam through the reverse pull winch.
As a further improvement of the invention, the temporary connection and the removal of the temporary connection are also included, the temporary connection is that after the steel beams of the adjacent sections are pushed in a single-point manner, the steel plates are adopted for the temporary connection among the connected steel beams, so that the steel plates of the adjacent sections are connected into a whole, and the removal of the temporary connection is that after the whole steel beam falls on the beam and is in place, the temporary connection is removed.
In the technical scheme, in order to ensure that the steel beams of all sections on each bent cap are all integrated all the time, a temporary connecting device is added, and the effects of pushing, deviation correction and the like are improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic structural diagram of an assembled steel-concrete I-beam composite bridge provided by the invention;
FIG. 2 is a working state diagram of single-point pushing of the steel beam provided by the present invention;
FIG. 3 is a front view of the deviation correcting device of the present invention;
FIG. 4 is a top view of the deviation correcting device provided by the present invention;
FIG. 5 is a right side view of the deviation correcting device of the present invention;
FIG. 6 is a front view of the installation of a precast concrete deck provided by the present invention;
FIG. 7 is a cross-sectional view of a precast concrete deck installation provided by the present invention;
FIG. 8 is a view showing a construction process of a steel beam according to embodiment 4 of the present invention;
in the figure:
1. assembling an I-beam; 2. prefabricating a bridge deck; 3. a bridge deck; 4. a guide beam; 5. a feed-through jack; 6. a jack support bracket; 7. a hydraulic pump station; 8. a thrust winch; 9. reversely drawing the steel wire rope; 10. a reverse-pull winch; 11. a sliding trolley; 12. a tire seat; 13. a deviation rectifying reaction frame; 14. a slideway; 15. a horizontal guide wheel; 16. a deviation rectifying jack; 17. a support system; 18. a safety ladder stand; 19. an operating platform; 20. a beam falling jack; 21. a beam falling support cushion block; 22. wet joints are cast in situ between bridge decks; 23. installing a crane on the bridge deck; 24. reinforcing support of crane supporting legs; 25. a bridge pier; 26. and (6) an assembly area.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further explained below by combining the specific drawings.
Example 1
In this embodiment, the core steps of the construction method are mainly described.
The method for constructing the fabricated steel-concrete I-shaped composite beam bridge without the buttress in the embodiment comprises the following steps of: referring to the attached drawings 2-5, the decomposed steel beams are spliced according to sections, and the spliced steel beams are sequentially subjected to deviation correction and single-point pushing according to the sections until all the sections of the steel beams are subjected to deviation correction and single-point pushing, and then the whole steel beam is dropped and put in place; referring to fig. 6 to 7, the prefabricated concrete deck slabs after being segmented are laid on the surfaces of the steel beams by using hoisting equipment, and wet joints between the deck slabs are poured for construction, so that the fabricated steel structure-concrete composite bridge is formed.
In this technical scheme, utilize earlier girder steel, the construction step of back concrete decking, the girder steel with the great supporter of intensity is under construction earlier, for intensity when later stage concrete decking is under construction provides the assurance, guarantees the safety scheduling problem in the construction.
Compared with the prior art, the method has the advantages that the steel beam is pushed point by point in a single-point pushing mode, the mounting precision of the steel beam is improved, the construction is convenient to implement, the steel beam is mounted in place, the steel beam can be controlled point by point in the construction, the construction quality is high, and the construction period is controllable.
According to the invention, the steel beams are assembled after being segmented, so that the transportation is convenient, the controllability of the steel beams is higher, small-range steel beam assembly adjustment can be carried out on site according to requirements, the method is more flexible, the application range is wide, and the method can be used for various bridges. In the technical scheme, the steel beam is constructed according to sections after being decomposed, so that large supports, hoisting and the like are not needed, and the difficulty in steel plate construction is reduced; meanwhile, after the whole steel plate is decomposed, the structure is smaller, the installation modes are more, the installation quality can be independently monitored when each segment is installed, and the whole installation quality is reliable.
In the invention, because the precast concrete bridge deck is segmented, small hoisting equipment can be adopted for hoisting, the equipment investment is greatly reduced, the construction cost is obviously reduced, the construction period is controllable, and the quality is reliable.
In the technical scheme, because the prefabricated bridge deck slab and the steel plate are all decomposed or segmented, the mass of each segment of prefabricated bridge deck slab and the steel plate is light, large-scale equipment is not needed during transportation, the cost is low, the whole construction period can be adjusted by adjusting each segment of construction, and the controllability of the construction period is higher.
Example 2
As a further improvement, the method for constructing the non-buttress assembled steel-concrete i-shaped composite beam bridge in the embodiment includes the following steps: assembling the decomposed steel beams according to sections, sequentially rectifying deviation and pushing a single point of the assembled steel beams according to the sections, and falling and positioning the whole steel beam after rectifying deviation and pushing the single point of all the sections of the steel beams; and paving the segmented precast concrete bridge deck slab on the surface of the steel beam by using hoisting equipment, and pouring wet joints between the bridge decks for construction to form the assembled steel structure-concrete combined bridge.
Specifically, the assembling of the decomposed steel beams according to sections specifically comprises: the decomposed steel beams are used as a component storage area and an assembly area by taking the abutment roadbed as a member storage area, and the decomposed steel beam parts and the segmented precast concrete bridge deck are temporarily stored and assembled by each section of steel beam.
The invention fully utilizes the abutment subgrade which is constructed and has all the time as the component storage area and the assembly area, has large space, is convenient for construction, can be assembled, and can adjust the component storage area and the assembly area according to the terrain and the transportation condition. The construction site is fully utilized, and the existing detachable assembling process is combined, so that the efficiency of the whole process is improved. The steel beam is further decomposed, parts are assembled on the site to form the section steel beam, the construction site is easy to control, and compared with the prefabricated and installed section steel beam, the construction quality is further monitored.
Further, referring to fig. 2, the block is provided with block pedestals and block slides, which are constructed on the abutment subgrade and/or the pier capping using a conventional construction process.
In the invention, the splicing slide ways are independently arranged in the splicing area so as to facilitate the transportation of the steel beams after splicing, and the splicing area is large, easy to adjust and convenient to construct. Simultaneously, assemble the pedestal for the assembly of girder steel, and assemble district's slide for assemble the slip of back girder steel, make its initial position that slides to the girder steel design.
According to the technical scheme, through the assembly pedestal and the slide way, firstly, the whole construction site is assembled, the randomness is higher, and the assembly requirement of more types of steel beams can be met; secondly, the assembled slideway is added, the length of the slideway is reliably adjusted, and the controllability is strong; thirdly, assemble pedestal and slide in same region, can demand, can carry out adjustment such as both distances to adapt to more demands.
Example 3
In this embodiment, the correction and single-point pushing are mainly described.
Specifically, as shown in fig. 2, before the assembled steel beam is sequentially rectified according to the sections and pushed by the single-point pushing, the assembled steel beam slides to the steel beam design position, and the assembled steel beam slides to the steel beam design position specifically includes the sliding of the assembly area and the sliding from the tail end of the assembly area to the steel beam design position.
In the technical scheme, the safety in the whole construction is ensured through different sliding at different positions. Through two slides, be used for the slip of different positions respectively, make its initial end that slides to steel bridge design position earlier stage, and later stage, design position can adjust, so need adopt other track and slip, make it slide to different design positions from initial end, perhaps on the bent cap of every stage installation.
Referring to fig. 2, the sliding from the tail end of the splicing area to the designed position of the steel beam is specifically as follows: the steel beams are moved through the slide rails arranged on the cover beams supported by the sections and the slide rails in the assembly area, and are made to slide to the design positions of all sections in stages.
In the technical scheme, the bent cap in the supporting stage is used as a construction point, the operation platform and the safety crawling ladder on the periphery of the bent cap are combined, and the sliding rail on the bent cap is constructed so as to realize the sliding of the steel beam according to sections, so that the bent cap can be adjusted and is convenient to control.
In this embodiment, the deviation rectification is to rectify the steel beam separated from the bent cap and/or the slide rail in the assembly area onto the slide rail, so that the steel beam is pushed or dropped along the slide rail.
Among this technical scheme, increase deviation correcting device, and rectify on the bent cap, and then when having the skew slightly, can in time rectify fast, compare in only having one and rectify and compare, the precision is higher, and sets up on the bent cap, and easy construction, whole time limit for a project controllability is stronger.
As a further improvement of the present invention, the deviation correction is realized by a deviation correcting device, as shown in fig. 3-5, the deviation correcting device includes a reaction frame disposed on the capping beam, and rollers and pushing devices disposed on both sides of the reaction frame.
In the technical scheme, the reaction frame, the roller and the pushing equipment are used, so that the reaction frame drives the roller or the pushing equipment to correct the moving direction and correct the deviation when the deviation occurs. Meanwhile, after the beam falls, the pushing device can also realize the positioning of the steel beam.
In this embodiment, the single-point pushing is as follows: and pushing the steel beams point by using a traction device to realize the positioning of each section of steel beam.
In the technical scheme, the traction equipment can also be a pushing device which can realize pushing of the whole steel beam through movement in the horizontal direction. Meanwhile, single-point pushing and point-by-point pushing are adopted, so that the whole pushing precision is high, the mode is novel, and the accuracy is higher. Specifically, in the technical scheme, the traction equipment comprises a through jack and a counter-force beam arranged behind the I-shaped steel beam, and the jack pulls the counter-force beam through a steel strand so as to push the I-shaped steel beam to reach the designed position. In this technical scheme, when pushing away, can increase the nose girder with girder steel welded, its purpose plays the cantilever length that reduces I-shaped girder steel top pushing in-process, and the guide girder steel advances simultaneously. During installation, the traction equipment is installed at the abutment body with higher strength, and the bottom of the traction equipment is supported by a bearing platform, so that the construction safety is higher.
In this embodiment, in the single-point pushing, the stopping and the reverse pushing of the steel beam during pushing are further included, and the stopping and the reverse pushing specifically include stopping the pushing of the steel beam or reversely pushing the steel beam.
In the technical scheme, the stopping and the reverse pushing are equivalent to the pause and the reverse force in the construction, the steel beam always moves in advance under the action of the traction equipment in the construction, but when construction errors are found, the steel beam can be immediately stopped through stopping pushing, and when the range of the forward movement is overlarge, the steel beam can move in the reverse direction and retreat through the reverse pushing. Specifically, referring to fig. 2, the thrust winch and the reverse-pulling winch are used for stopping and reverse-pushing, and the thrust winch is connected with the moving steel beam through the reverse-pulling winch.
Specifically, still include the dismantlement of temporary connection and temporary connection, the temporary connection does, and after the girder steel single-point top of adjacent segmentation pushed, between the girder steel of each connection, adopts the steel sheet to carry out temporary connection for the steel sheet of adjacent segmentation connects as an organic whole, the dismantlement of temporary connection is whole girder steel falls the roof beam and takes one's place the back, demolishs the temporary connection.
In the technical scheme, in order to ensure that the steel beams of all sections on each bent cap are all integrated all the time, a temporary connecting device is added, and the effects of pushing, deviation correction and the like are improved.
Example 4
In this embodiment, the assembled steel-concrete i-beam composite bridge according to the present invention is constructed in the mountainous area shown in fig. 8. Specifically, the fabricated h-beam is erected between a plurality of piers 25.
Referring to fig. 1, firstly, a fabricated i-beam 1, i.e. the steel beam in the embodiment 1-3, is adopted, then a prefabricated bridge deck 2 is laid on the fabricated i-beam 1, and a bridge deck 3 and its auxiliary facilities are arranged at the end parts of the fabricated i-beam 1 and the prefabricated bridge deck 2.
Referring to fig. 2, and first to fig. 8, the fabricated i-section steel beam 1 is fabricated in a fabrication region 26, and a guide beam 4 is welded to an end portion thereof to perform a guiding traction function. In the assembly area, the assembled I-shaped steel beam 1 can be arranged on the sliding trolley 11 through the tire seats 12 arranged on the abutment roadbed, the sliding trolley 11 arranged on the tire seats 12 and the tire frame sand barrel, and the sliding trolley 11 moves to the initial position of the design position of the assembled I-shaped steel beam 1. The power for sliding the whole assembled I-shaped steel beam 1 is provided by a through jack 5 at the front end of the abutment.
In this embodiment, secondly, the pulling device is specifically 150t PCL cross-core jack 5, jack support bracket 6 located on the side of the abutment body and the upper portion of the bearing platform, hydraulic power unit 7, and the steel strand near hydraulic power unit 7, and when in use, the steel strand near hydraulic power unit 7 connects hydraulic power unit 7, cross-core jack 5, and fabricated i-beam steel 1 for pulling.
Secondly, during traction, single-point pushing is specifically realized by a thrust winch 8, a counter-pulling steel wire rope 9, a counter-pulling winch and the like as shown in the attached drawing 2, specifically, the tail part of the assembled I-shaped steel beam 1 is connected with a counter-pulling beam, the counter-pulling beam is connected with the thrust winch 8 through the counter-pulling winch 10 and the counter-pulling steel wire rope 9, when pushing needs to be stopped, the counter-pulling beam is pulled through the thrust winch 8 to drive the counter-pulling winch 10 and the counter-pulling steel wire rope 9, and the moving assembled I-shaped steel beam 1 is stopped; when the estimation is excessive and the backward pushing is needed, the backward pulling beam drives the backward pulling winch 10 and the backward pulling steel wire rope 9 to pull backward and backward.
The thrust winch 8 in the embodiment is particularly suitable for pushing a bridge downhill, and at the moment, traction equipment is not needed, and the thrust winch 8 can be used for directly pushing the bridge.
And thirdly, in the pushing process, when deviation is found, the deviation is realized through a deviation correcting device, specifically, the cover beams are all provided with the slide ways 14, the assembled I-shaped steel beam 1 should move along the connecting direction of the slide ways 14 on the adjacent cover beams, and once the deviation deviates from the connecting direction of the slide ways 14, the deviation is shown, and the deviation is required to be corrected.
Referring to fig. 3-5, the slideway 14 is disposed on the support system 17, the deviation correcting device includes a deviation correcting reaction frame 13, a horizontal guide wheel 15 and a deviation correcting jack 16, the deviation correcting reaction frame 13 is powered by the deviation correcting jack 16, and the horizontal guide wheel 15 and the deviation correcting reaction frame 13 are respectively disposed on two sides of the assembled i-beam 1 for deviation correction. When the beam falls after single-point ejection, the beam falling jack 20 supported by the beam falling support cushion block 21 on the cover beam is required to perform beam falling adjustment.
In the whole construction, an operator can climb to the operation platform 19 at the top of the cover beam through the safety ladder 18 to supervise. Meanwhile, during construction, when the fabricated I-shaped steel beam 1 of one section is constructed, the fabricated I-shaped steel beam 1 is temporarily connected with the fabricated I-shaped steel beam 1 constructed before through temporary connection, and after the construction of the steel beam is finished, the temporary connection is removed.
Namely, in the construction, after the whole assembled I-shaped steel beam 1 falls, pushing and falling of the full-bridge I-shaped steel beam are completed; and (5) removing the temporary connection among all the steel beam joints, and dismantling all the pushing systems.
And finally, hoisting the prefabricated bridge deck slab by using a bridge deck slab mounting crane 23 and mounting, and finally completing the construction of the cast-in-place wet joint 22 between the bridge deck slabs. In this embodiment, the bridge deck installation crane 23 is supported by reinforcing the support by the crane legs, so as to improve the strength thereof.
In this embodiment, the installation of girder steel is accomplished to the through jack of arranging at the abutment tip, adopts the single-point top to push away the form, utilizes small-size hoisting equipment to accomplish the installation of precast concrete decking, has significantly reduced the input of equipment, is showing and is reducing construction cost, and the time limit for a project is controllable, and the quality is reliable.
The detailed steps of this embodiment are:
1) assembling steel guide beams on the bridgehead roadbed with the component transportation and assembly requirements, and assembling I-shaped steel beam sections according to the assembly requirements; 2) connecting the guide beam and the I-shaped steel with equal strength; 3) installing a jack support bracket at the end part of the abutment, and installing a feed-through jack; 4) installing a support at the top of each pier capping beam, and installing a slide way and a deviation correcting device; 5) installing traction and counter-traction beams at the end parts of the assembled I-shaped steel beams, and sequentially connecting the traction and counter-traction beams with a 150t PCL (polycaprolactone) center-penetrating jack and a thrust winch; 6) trial pushing, wherein all parameters are summarized and a full-bridge pushing system is adjusted; 7) assembling the I-shaped steel beam section by section, gradually striding, pushing the upper pier of the steel beam and timely correcting the deviation; 8) pushing the full-bridge I-shaped steel beam and dropping the beam; removing the temporary connection among all the steel beam joints, and dismantling all the pushing systems; 9) mounting prefabricated bridge deck boards, and pouring in-situ pouring wet joints between bridge deck boards; 10) and constructing the bridge deck and the auxiliary facilities thereof to form the bridge.
In the embodiment, the through jack is used as a traction device, and the I-shaped steel beam is installed according to a pushing process; the prefabricated bridge deck is installed by using a crane, so that the installation is rapid; by combining two conventional processes, the construction quality and the construction safety are effectively ensured, and the cost is greatly saved compared with a support method and a method for transforming the conventional bridge girder erection machine; the invention is very suitable for the construction of the steel-concrete I-shaped composite beam bridge in the area with complex terrain conditions.
The embodiment is applied to a certain mountain area in Guizhou, the bridge is pushed in a downhill mode, the pushing of the I-shaped steel beam section is achieved by means of combination of traction of the jack and reverse pulling of the winch, and bridge installation is completed quickly and efficiently. And better engineering and economic effects are obtained.
The foregoing shows and describes the general principles and broad features of the present invention and advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A pier-free construction method for an assembly type steel-concrete I-shaped composite beam bridge is characterized by comprising the following steps: assembling the decomposed steel beams according to sections, sequentially rectifying deviation and pushing a single point of the assembled steel beams according to the sections, and falling and positioning the whole steel beam after rectifying deviation and pushing the single point of all the sections of the steel beams; and paving the segmented precast concrete bridge deck slab on the surface of the steel beam by using hoisting equipment, and pouring wet joints between the bridge decks for construction to form the assembled steel structure-concrete combined bridge.
2. The method for constructing the buttress-free assembled steel-concrete I-shaped composite beam bridge according to claim 1, wherein the assembling of the decomposed steel beams according to sections specifically comprises the following steps: the decomposed steel beams are used as a component storage area and an assembly area by taking the abutment roadbed as a member storage area, and the decomposed steel beam parts and the segmented precast concrete bridge deck are temporarily stored and assembled by each section of steel beam.
3. The pier-free construction method of the assembled steel-concrete I-shaped composite beam bridge according to claim 2, wherein the splicing area is provided with a splicing pedestal and a splicing area slide way, and the splicing pedestal and the splicing area slide way are built on a bridge abutment roadbed and/or a bridge pier capping beam by adopting a conventional construction process.
4. The method for constructing the buttress-free assembled steel-concrete-I-shaped composite beam bridge according to claim 1, wherein before the assembled steel beam is sequentially subjected to deviation rectification and single-point jacking according to sections, the assembled steel beam slides to a steel beam design position, and the sliding of the assembled steel beam to the steel beam design position specifically comprises the sliding of an assembly area and the sliding from the tail end of the assembly area to the steel beam design position.
5. The method for constructing the buttress-free assembled steel-concrete I-shaped composite beam bridge according to claim 4, wherein the sliding from the tail end of the splicing area to the designed position of the steel beam is as follows: the steel beam sliding to the tail part of the splicing area slides to the design position of each section by one section in stages through the slide rail arranged on the cover beam supported by the sections.
6. The pier-free construction method of the assembled steel-concrete I-shaped composite beam bridge as claimed in claim 1, wherein the deviation rectification is to rectify a steel beam separated from a cover beam and/or a slide rail of the assembly area onto the slide rail so as to push or drop the beam in the direction of the slide rail.
7. The pier-free construction method of the assembled steel-concrete I-shaped composite beam bridge according to claim 6, wherein the deviation correction is realized through a deviation correcting device, and the deviation correcting device comprises a reaction frame arranged on the cover beam, and rollers and pushing devices arranged on two sides of the reaction frame.
8. The pier-free construction method of the assembled steel-concrete I-shaped composite beam bridge according to claim 1, wherein the single-point pushing is as follows: and pushing the steel beams point by using a traction device to realize the positioning of each section of steel beam.
9. The method for constructing the buttress-free assembled steel-concrete-I-shaped composite beam bridge according to claim 8, wherein the single-point pushing further comprises stopping and reversely pushing the steel beam during pushing, and the stopping and reversely pushing are specifically stopping pushing of the steel beam or reversely pushing the steel beam.
10. The pier-free construction method of the assembled steel-concrete I-shaped composite beam bridge according to any one of claims 1 to 9, further comprising temporary connection and removal of the temporary connection, wherein the temporary connection is implemented by temporarily connecting steel plates between the connected steel beams after the steel beams of the adjacent sections are pushed in a single point manner, so that the steel plates of the adjacent sections are connected into a whole, and the removal of the temporary connection is implemented after the whole steel beams are dropped and put in place.
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| CN201911381357.8A CN110939071A (en) | 2019-12-27 | 2019-12-27 | Non-buttress construction method for assembled steel-concrete I-shaped composite beam bridge |
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| CN201911381357.8A CN110939071A (en) | 2019-12-27 | 2019-12-27 | Non-buttress construction method for assembled steel-concrete I-shaped composite beam bridge |
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