CN115652816A - Variable-height reinforced concrete composite beam pushing system and construction method - Google Patents

Abstract

The application relates to a pushing system and a construction method for a variable-height reinforced concrete composite beam, wherein the system comprises: the supporting device is used for supporting the main beam and providing a platform for the main beam to advance in a pushing manner; the pushing device is arranged on the supporting device and used for pushing the main beam; a balancing device, comprising: the cable tower is arranged at the top of the main beam and is positioned in the middle of the main beam along the longitudinal bridge direction; and the at least two stay cables are used for connecting the cable tower and two ends of the main beam and overcoming the gravity of the end part of the main beam. This application is through balancing unit's setting, cable tower and cable cooperation, the gravity that makes the girder cantilever receive transmits the cable tower through the cable, make its cable force reach the design requirement through stretch-draw cable, make girder cantilever gravity bear by cable and cable tower to reduce the deflection that the girder cantilever takes place because of gravity, when having solved the top push method that adopts the conventionality promptly and going on becoming high cross-section steel box girder and strideing across the construction, big cantilever girder rigidity is little, the big problem of warping.

Description

Variable-height reinforced concrete composite beam pushing system and construction method

Technical Field

The application relates to the technical field of continuous beam bridge construction, in particular to a variable height reinforced concrete composite beam pushing system and a construction method.

Background

At present, the assembly type bridge technology is more and more widely applied to the construction of modern urban traffic engineering, and is widely designed and adopted due to novel structure, quick construction, economical and applicable construction cost.

Because when in urban construction, need often to stride obstacles such as existing highway, railway, river course, because the span is generally great, the bridge type that can select includes: the prestressed concrete continuous beam with the variable height section, the equal-height continuous steel box beam, the cable-stayed bridge, the suspension bridge, the arch bridge and the like. Compared comprehensively from the aspects of economy, progress, safety, construction environment and the like, the steel-concrete composite beam with the variable cross section has the advantages of maximally reducing the self weight, being assembled and constructed and having obvious advantages.

In the related art, when a design scheme of a steel-concrete composite beam with a variable cross section is adopted, the conventional crossing construction mostly adopts a support method for in-situ hoisting, and in areas where supports are limited to be set up, such as urban arterial roads, expressways, railways and the like with high safety risk, a method of ex-situ construction and turning in place is adopted.

However, the crossing construction method in the related art has complex processes and long construction period, and is not beneficial to quick construction, and the conventional pushing method is applied to steel box girders with equal-height cross sections, so that the problems of small rigidity and large deformation of the large cantilever girder are difficult to solve when the conventional pushing method is applied to crossing construction of the steel box girders with the variable-height cross sections.

Disclosure of Invention

The embodiment of the application provides a pushing system and a construction method for a variable-height steel-concrete composite beam, and aims to solve the problems that a large cantilever main beam is small in rigidity and large in deformation when a conventional pushing method is adopted for crossing construction of a variable-height section steel box beam in the related technology.

On the one hand, this application provides a grow reinforced concrete composite beam top pushes away system, and the technical scheme who adopts is:

a jacking system for a variable height reinforced concrete composite beam, comprising:

the supporting device is used for supporting the main beam and providing a platform for the main beam to advance in a pushing manner;

the pushing device is arranged on the supporting device and used for pushing the main beam;

a balancing device, comprising:

the cable tower is arranged at the top of the main beam and is positioned in the middle of the main beam along the longitudinal bridge direction;

and the at least two stay cables are used for connecting the cable tower and two ends of the main beam and overcoming the gravity of the end part of the main beam.

In some embodiments, the pushing device includes a first sliding seat set mounted on the supporting device and capable of sliding along the pushing direction of the main beam, the first sliding seat set is used for supporting the main beam at the bottom of the main beam, and the supporting point is located at the middle of the main beam along the longitudinal bridge direction.

In some embodiments, the balancing device further includes a second sliding seat set disposed on the supporting device and capable of sliding along the pushing direction of the main beam, the second sliding seat set is configured to be connected to the bottom of the main beam and support the main beam, and the connection point is located at the rear end of the main beam along the pushing direction.

In some embodiments, the balancing device includes a weight member provided to the main beam, and the weight member is located at a rear end of the main beam in the pushing direction.

In some embodiments, the bottom of the cable tower is hinged with the main beam, and the hinged shaft is arranged along the transverse bridge direction.

In some embodiments, the first sliding seat set includes a plurality of first sliding seats, the plurality of first sliding seats are arranged at intervals along the transverse bridge direction, the first sliding seats can slide along the main beam pushing direction, and the supporting device includes a rail in sliding fit with the first sliding seats.

In some embodiments, the guy cable is connected to the cable tower by a tension assembly for adjusting the tension of the guy cable.

In some embodiments, the cable tower includes a reaction force seat disposed at a top portion, and the tension assembly includes:

the tensioning jack is arranged on the counter-force seat;

and the tensioning rod is connected to the tensioning jack, and the inhaul cable penetrates through the counter-force seat and then is connected with the tensioning rod.

On the other hand, this application still provides a grow reinforced concrete composite beam pushes away construction method, adopts grow reinforced concrete composite beam to push away construction system as above to construct, includes:

a pushing device is arranged on the supporting device;

constructing a balancing device on a main beam, constructing a cable tower on the main beam, installing a stay cable to connect the end part of the main beam with the cable tower, and hoisting the main beam to a supporting device after the stay cable is installed;

pushing the main beam to a designed position.

In some embodiments, a weight member is provided on the main beam, and the weight member is located at a rear end of the main beam in the pushing direction.

The beneficial effect that technical scheme that this application provided brought includes:

the embodiment of the application provides a jacking system for a variable-height reinforced concrete composite beam, which is characterized in that a supporting device is arranged to provide a platform for jacking a main beam, a jacking device is arranged on the supporting device to jack the main beam to advance, during construction, the supporting device is arranged on one side of a building to be spanned, and after the main beam is installed on the supporting device in place, the main beam is pushed by the jacking device to advance to a spanned building and then reaches a designed position; when the main beam is hoisted to the supporting device, the middle cross beam part with the largest height in the main beam falls on the supporting device, the main beam is provided with the balancing device, the gravity borne by the cantilever of the main beam is transmitted to the cable tower through the matching of the cable tower and the cable, the cable force of the cantilever of the main beam reaches the design requirement through the tensioning of the cable, and the gravity of the cantilever of the main beam is borne by the cable tower and the cable tower, so that the deformation of the cantilever of the main beam caused by the gravity is reduced, namely the problems of small rigidity and large deformation of the main beam of the large cantilever when the conventional jacking method is adopted for the spanning construction of the steel box girder with the variable height section are solved.

Drawings

In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the description below are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.

Fig. 1 is a schematic structural diagram of a jacking system of a variable height reinforced concrete composite beam provided in an embodiment of the present application;

fig. 2 is a schematic structural diagram of a thrustor in the jacking system for the variable-height reinforced concrete composite beam provided in the embodiment of the present application;

fig. 3 is a schematic structural diagram of a first sliding seat in the jacking system for the variable-height steel-concrete composite beam provided in the embodiment of the present application;

fig. 4 is a schematic structural diagram of a tensioning assembly in the jacking system for the high-height steel-concrete composite beam provided in the embodiment of the present application;

FIG. 5 isbase:Sub>A schematic cross-sectional view taken along line A-A of FIG. 1;

FIG. 6 is a schematic cross-sectional view taken along line B-B of FIG. 1;

fig. 7 is a schematic sectional view taken along line C-C in fig. 1.

In the figure: 1. a main beam; 11. a middle cross beam; 2. a support device; 21. expanding the foundation; 22. a steel pipe upright post; 23. a connecting system; 24. a distribution beam; 25. a stringer; 26. a track; 3. a pushing device; 31. a first slider; 311. a main body; 312. a card slot; 313. MGB sled; 32. padding a pier; 33. pushing a jack; 34. a rail clamp; 4. a balancing device; 41. a cable tower; 411. a counter-force seat; 42. a cable; 421. steel strand wires; 422. an anchor cup with an ear plate; 423. an anchor cup with internal and external threads; 43. hinging seat; 44. a tensioning assembly; 441. tensioning a jack; 442. stretching a pull rod; 443. a tool anchor; 444. a work anchor; 445. a brace; 45. a front anchor beam; 46. a rear bolster; 47. a fork ear; 48. a second slide carriage; 5. a counterweight; 6. a main pier; 7. and (6) side piers.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments obtained by a person of ordinary skill in the art based on the embodiments in the present application without making creative efforts shall fall within the protection scope of the present application.

The embodiment of the application provides a pushing system and a construction method for a variable height steel-concrete composite beam, which can solve the problems of small rigidity and large deformation of a large cantilever main beam when a conventional pushing method is adopted for spanning construction of a variable height section steel box beam.

Referring to fig. 1, the jacking system for the variable-height steel-concrete composite beam provided by the embodiment of the application includes a supporting device 2, a jacking device 3 and a balancing device 4, wherein a supporting pile is used for supporting a main beam 1 and providing a platform for the main beam 1 to advance in jacking, the jacking device 3 is arranged on the supporting device 2 and used for jacking the main beam 1, the balancing device 4 includes a cable tower 41 and at least two cables 42, the cable tower 41 is arranged at the top of the main beam 1 and in the middle of the main beam 1 in the longitudinal direction, and the cables 42 are used for connecting the cable tower 41 and two ends of the main beam 1 and overcoming the gravity at the end of the main beam 1.

Referring to fig. 1 and fig. 5-7, specifically, the supporting device 2 includes an enlarged foundation 21, which is formed by pouring concrete, on the enlarged foundation 21, a vertical steel tube column 22 is disposed, the steel tube columns 22 are distributed along the longitudinal bridge direction and the transverse bridge direction of the main beam 1, and the steel tube columns 22 are installed by flange connection; the steel pipe upright columns 22 are connected through a connecting system 23 to form an integral structure, and the connecting system 23 comprises a plurality of steel pipes and is welded and fixed with the upright columns by adopting intersecting lines; a plurality of distributing beams 24 are arranged at the top of the steel pipe upright column 22, a single distributing beam 24 is arranged along the transverse bridge direction, a plurality of distributing beams 24 are arranged at intervals along the longitudinal bridge, and inclined struts are welded between the distributing beams 24 and the steel pipe upright column 22 to improve the structural strength; the distribution beam 24 is provided with a plurality of longitudinal beams 25 along the longitudinal bridge direction, the plurality of longitudinal beams 25 are arranged at intervals along the transverse bridge direction, and then platforms required by construction are installed on the longitudinal beams 25. Through the arrangement, the steel pipe and the steel beam are welded or connected through the flanges in the construction of the supporting device 2, the construction is convenient, and the construction can be conveniently carried out on site according to actual needs.

Referring to fig. 1-2, the pushing device 3 includes a first sliding seat set, which is mounted on the supporting device 2 and can slide along the pushing direction of the main beam 1, the first sliding seat set is used for supporting the main beam 1 at the bottom of the main beam 1, and the supporting point is located in the middle of the main beam 1 along the longitudinal bridge direction.

Referring to fig. 1-2 and 5, in particular, the first slide carriage group includes a plurality of first slide carriages 31, the plurality of first slide carriages 31 are arranged at intervals along the transverse bridge direction, and the first slide carriages 31 can slide along the pushing direction of the main beam 1, and the supporting device 2 includes a rail 26 slidably assembled with the first slide carriages 31; in the present embodiment, the first slide 31 is provided with two, correspondingly, two rails 26 are provided on the supporting device 2, and the two first slides 31 are respectively slidably assembled on the two rails 26. In this embodiment, for better support to girder 1, first slide group is equipped with two sets ofly, and two sets ofly first slide group adopt the double pin to arrange and set up along the longitudinal bridge to in succession.

Referring to fig. 3, the first sliding seat 31 includes a main body 311, two L-shaped locking slots 312 are connected to two sides of the bottom of the main body 311, the locking slots 312 are bolted to the main body 311, the two locking slots 312 are used for realizing sliding assembly with the rail 26, and the first sliding seat 31 is limited from being separated from the rail 26; an MGB sliding plate 313 is provided between the main body 311 and the rail 26 to reduce frictional resistance between the first carriage 31 and the rail 26; the top of the first sliding seat 31 is fixed with a pad pier 32 which is used for contacting with the main beam 1 to support the main beam 1, and the pad pier 32 is manufactured according to the linear matching of the bottom of the main beam 1 to play a role of stably supporting the main beam 1. Through the arrangement, the main beam 1 can slide on the supporting device 2, so that pushing construction can be carried out.

Referring to fig. 1-2, the pushing device 3 further includes two pushing jacks 33, the pushing jacks 33 are connected to the sliding base and the rail 26, specifically, one end of a piston rod thereof is hinged to the sliding base, one end of a main body 311 is hinged to a rail clamping device 34, and the rail clamping device 34 is bolted to the rail 26 through a bolt hole reserved on a flange plate of the rail 26, so as to provide a support for the jacks when the jacks are started.

Referring to fig. 1, in the balancing apparatus 4, the cable tower 41 is hinged to the main beam 1, the hinge shaft is disposed along the transverse bridge direction, specifically, when the cable tower 41 is installed, a plurality of hinge seats 43 are welded to the main beam 1 along the middle of the longitudinal bridge direction, the hinge seats 43 are disposed at intervals along the transverse bridge direction, and then the cable tower 41 is installed to be hinged to the hinge seats 43.

Referring to fig. 1 and fig. 5-6, further, at least two cables 42 are provided, and both ends of the main beam 1 need to be connected to the cable tower 41 through the cables 42, in this embodiment, each end of the main beam 1 is connected to the cable tower 41 through three cables 42; when the inhaul cable 42 is connected, the front end of the main beam 1 is welded with a front anchor beam 45 for connecting the inhaul cable 42, the rear end of the main beam 1 is welded with a rear cushion beam 46 for connecting the inhaul cable 42, fork lugs 47 are welded and fixed on the front anchor beam 45 and the rear cushion beam 46, the inhaul cable 42 comprises a steel strand 421, anchor cups 422 with lug plates and anchor cups 423 with internal and external threads, which are connected with the two ends of the steel strand 421, and the inhaul cable 42 is connected with the front anchor beam 45 and the rear cushion beam 46 by bolting and fixing the fork lugs 47 and the anchor cups 422 with lug plates; wherein, the anchor cup 422 with the ear plate, the steel strand 421 and the anchor cup 423 with the internal and external threads are customized workpieces and are assembled into a whole in professional engineering.

Referring to fig. 1 and 4, further, a cable 42 is connected to the cable tower 41 through a tension assembly 44, and the tension assembly 44 is used for adjusting the tension of the cable 42.

Referring to fig. 1 and 4, in particular, the cable tower 41 includes a reaction force seat 411 at the top, the tensioning assembly 44 includes a tensioning jack 441 disposed on the reaction force seat 411, the tensioning jack 441 is a through jack to which a tensioning rod 442 is connected, the tensioning rod 442 passes through the jack and is bolted with a tool anchor 443, the tool anchor 443 restricts the disengagement of the tensioning jack 441 from the tensioning jack 443, and transmits the pressure of the jack to the tension cable 42 through the tensioning rod 442 after the tensioning rod 442 is connected with the tension cable 42; the stay cable 42 passes through the reaction seat 411 to be connected with the tension rod 442, specifically, an internal and external threaded anchor cup 423 is sleeved on the tension rod 442 and is in threaded assembly with the tension rod 442, an operating anchor 444 is bolted outside the internal and external threaded anchor cup 423, the operating anchor 444 is supported on the reaction seat 411, an installation space is provided for the operating anchor 444, a supporting foot 445 is installed on the reaction seat 411, an accommodating space for the operating anchor 444 is formed between the supporting foot 445 and the reaction seat 411, and the tension jack 441 is installed on the supporting foot 445. Through the arrangement, the tension of the stay cable 42 can be adjusted through the tensioning jack 441, so that the proper cable force is achieved, and the supporting effect on the end part of the main beam 1 is improved.

Referring to fig. 1, further, the balancing apparatus 4 further includes a second sliding seat set, which is disposed on the supporting apparatus 2 and can slide along the pushing direction of the main beam 1, and is used for connecting to the bottom of the main beam 1 and supporting the main beam 1, and the connection point is located at the rear end of the main beam 1 along the pushing direction.

Referring to fig. 1 and 7, specifically, the second slide seat group includes a plurality of second slide seats 48, the plurality of second slide seats 48 are arranged at intervals in the transverse direction, in this embodiment, there are two second slide seats 48, and the two second slide seats 48 are respectively mounted on two slide rails, in this embodiment, the second slide seats 48 have the same structure as the first slide seats 31, and the top of the second slide seats 48 is also fixed with pad piers 32, which are structures for adjusting transverse slopes designed to match the bottom line shape of the main beam 1, and are welded and fixed with the rear pad beam 46 on the main beam 1, so as to support the rear end of the main beam 1 through the second slide seats 48; accordingly, the rear bolster 46 is fixed to the bottom of the main girder 1 near the rear end position. The height of the beam in the middle of the whole main beam 1 is high, the main beam is erected on the first sliding seat group to form a lever structure with the middle as a fulcrum, and two ends of the lever structure are suspended, so that one fulcrum can be added after the second sliding seat group is arranged to improve the stability of the main beam 1, and the second sliding seat group is arranged at the rear end of the main beam 1, so that the front end of the main beam 1 cannot be influenced to cross a building to reach a designed position; meanwhile, the second sliding seat group is fixed with the main beam 1 and keeps a connection state with the rail 26, and the function of limiting the front end of the main beam 1 to droop can also be achieved.

Referring to fig. 1, further, the balancing device 4 further includes a counterweight 5 disposed on the main beam 1, and the counterweight 5 is located at the rear end of the main beam 1 along the pushing direction, by adding the counterweight 5, the weight of the rear end of the main beam 1 can be increased, and the main beam 1 is supported from the bottom of the main beam 1 through the second slide seat set, so that the two ends of the main beam 1 do not move up and down, meanwhile, when the main beam 1 is pushed and spans a building, because the bottom of the front end of the main beam 1 is not supported, the front end of the main beam is in a suspended state, and the rear counterweight and the second slide seat set cooperate to prevent the front end of the main beam 1 from dropping down, so as to smoothly complete crossing construction and positioning of the main beam 1.

The embodiment of the application further provides a variable height reinforced concrete composite beam pushing construction method, which adopts the variable height reinforced concrete composite beam pushing construction system for construction and comprises the following steps:

and a pushing device 3 is arranged on the supporting device 2, and the main beam 1 is hoisted to the supporting device 2.

A balance device 4 is constructed on a main beam 1, and after a cable tower 41 is constructed on the main beam 1, a stay 42 is installed to connect the end of the main beam 1 and the cable tower 41.

Pushing the main beam 1 to a designed position.

Specifically, the method comprises the following steps:

1. and pouring the enlarged foundation 21, connecting and installing the steel pipe upright posts 22 by adopting flanges, welding the connecting system 23, installing the distribution beams 24 and fixing the steel pipe upright posts 22, and constructing the longitudinal beams 25 on the distribution beams 24.

The enlarged foundation 21 requires a foundation bearing capacity greater than 250Kpa or other design requirements. The connecting system 23 is a steel pipe, and is firmly welded with the upright steel pipe by adopting an intersecting line so as to resist deformation generated by pushing and ensure the strength, rigidity and stability of the supporting device 2.

2. Mounting the rail 26 on top of the distribution beam 24, and then mounting the first carriage 31 and the second carriage 48 on the rail 26, ensuring that they can move longitudinally and do not have lateral offset; then, a jacking jack 33 and a customized rail clamping device 34 are installed, and the rail clamping device 34 is bolted and fixed with the rail 26 through a bolt hole reserved on a flange plate of the rail 26.

When the first sliding seat 31 and the second sliding seat 48 are installed, the MGB sliding plate 313 is firstly adhered to the bottom of the main body 311, then the main body 311 is placed on the rail 26, then the two clamping grooves 312 are symmetrically installed and bolted and fixed with the main body 311, the two clamping grooves 312 are positioned on two sides of the flange plate of the rail 26, the pad pier 32 is fixed on the top of the first sliding seat 31, and the pad pier 32 is fixed on the top of the second sliding seat 48.

The first 31 and second 48 carriages are mounted and temporarily fixed to the rail 26 for subsequent connection to the main beam 1.

3. And hoisting the main beam 1 by adopting a crane, naturally dropping the main beam 1 on the first sliding seat group, and positioning the first sliding seat group at the middle position of the main beam 1 in the longitudinal direction of the bridge.

4. A front anchor beam 45, a hinged support 43, a rear cushion beam 46 and a counterweight 5 are welded on the main beam 1, the hinged support 43 is hinged with the cable tower 41 after being welded, and the rear cushion beam 46 is welded and fixed with the cushion pier 32 on the second slide carriage 48.

Specifically, after the front anchor beam 45 and the rear pad beam 46 are welded, a fork lug 47 is welded respectively; before the cable tower 41 is connected with the hinged support 43, firstly installing the stay cable 42 on the counterforce seat 411 on the cable tower 41, enabling the anchor cup 423 with internal and external threads to penetrate through the counterforce seat 411 and be connected with the working anchor 444, keeping the top flat opening of the stay cable 42, enabling the lower end of the stay cable 42 to be in a free state, and then hoisting the cable tower 41; after the cable tower 41 is installed, the lower end of the cable 42 is connected with the fork lug 47 through a pin shaft by traction, and then the supporting foot 445, the tensioning rod 442, the tensioning jack 441 and the tool anchor 443 are sequentially installed, and the tensioning rod 442 is connected with the internal and external threaded anchor cup 423.

5. And then starting a tensioning jack 441 to tension the stay cable 42 until the designed cable force is reached, and enabling the elevation of the folding opening of the main beam 1 to reach the designed operation deviation range so as to meet the requirement of folding precision.

6. And two pushing jacks 33 adopt wireless control to synchronously push, after the pushing advances for every 30cm, the rail clamping device 34 is loosened, the pushing jacks 33 jack back, the rail clamping device 34 moves forwards, and the pushing is carried out in a stepping mode until the main beam 1 is pushed to the designed position.

7. And starting the jack to stretch the stay cable 42 again until the elevation of the folding opening of the main beam 1 reaches the design allowable deviation range, meeting the folding precision requirement, completing the folding construction, and removing the balance device 4 after the folding is completed.

8. After the folding is finished, firstly constructing a side pier 7 of the bridge, installing a beam falling jack at the top of the side pier 7 to jack the integral structure of the main beam 1, and dismantling the pushing device 3.

9. And (5) dismantling the support device 2 and recovering the original appearance for complete construction.

The application has the following advantages:

1. in the pushing construction process, the cable tower 41, the stay cable 42 and the balance device 4 of the counterweight 5 are adopted, so that the problems of small rigidity and large deformation of the I-shaped steel main beam 1 under the condition of not overlapping the bridge deck slab are solved, and the requirements of pushing without a plate and increasing the spanning capacity are met.

2. By adopting the design of the first sliding seat 31 and the clamping groove 312 of the track 26, the position control measure of the MGB sliding plate 313 type sliding seat and the technology of wireless numerical control synchronous pushing, the problem of transverse deviation correction of pushing of a wide structure is solved, and the precision of bidirectional pushing and midspan folding is ensured.

3. The main pushing device is arranged at the middle cross beam 11 of the main beam 1, the second sliding seat group and the rear pad beam 46 are arranged at the rear end of the main beam 1 to level and boost, the problem of horizontal pushing of a variable cross section is solved, the construction efficiency is improved, and the application range is wider.

In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are merely for convenience of describing the present application and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be configured and operated in a specific orientation, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.

It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising a … …" does not exclude the presence of another identical element in a process, method, article, or apparatus that comprises the element.

The foregoing are merely exemplary embodiments of the present application and are presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (10)

1. The utility model provides a become reinforced concrete composite beam top pushes away system which characterized in that includes:

the supporting device (2) is used for supporting the main beam (1) and providing a platform for the main beam (1) to advance in a pushing mode;

the pushing device (3) is arranged on the supporting device (2) and is used for pushing the main beam (1);

a balancing device (4) comprising:

the cable tower (41) is arranged at the top of the main beam (1) and is positioned in the middle of the main beam (1) along the longitudinal bridge direction;

at least two guys (42) for connecting the cable tower (41) and the main beam (1) at both ends and for overcoming the weight of the main beam (1) end.

2. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 1, wherein: the pushing device (3) comprises a first sliding seat group which is arranged on the supporting device (2) and can slide along the pushing direction of the main beam (1), the first sliding seat group is used for supporting the main beam (1) at the bottom of the main beam (1), and the supporting point is located in the middle of the main beam (1) along the longitudinal bridge direction.

3. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 1, wherein: balancing unit (4) still include the second slide group, and it is located strutting arrangement (2) are gone up and can follow girder (1) top and push the direction and slide, the second slide group is used for connecting girder (1) bottom and supports girder (1), and the tie point is located girder (1) along the rear end that pushes away the direction.

4. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 1, wherein: balancing unit (4) are including locating counterweight (5) of girder (1), counterweight (5) are located girder (1) along the rear end that pushes away the direction.

5. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 1, wherein: the bottom of the cable tower (41) is hinged with the main beam (1), and the hinged shaft is arranged along the transverse bridge direction.

6. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 2, wherein: first slide group includes a plurality of first slides (31), and is a plurality of first slide (31) set up to the interval along horizontal bridge, girder (1) top push direction slip can be followed in first slide (31), strutting arrangement (2) include with first slide (31) sliding fit's track (26).

7. The jacking system for the high-grade steel-concrete composite beam as claimed in claim 1, wherein: the stay cable (42) is connected with the cable tower (41) through a tension assembly (44), and the tension assembly (44) is used for adjusting the tension of the stay cable (42).

8. The jacking system for composite beam of high-grade steel and concrete according to claim 7, wherein said cable tower (41) comprises a reaction seat (411) provided at the top, and said tension assembly (44) comprises:

a tension jack (441) provided on the reaction force base (411);

and a tension rod (442) connected to the tension jack (441), wherein the tension cable (42) is connected to the tension rod (442) after passing through the reaction force seat (411).

9. A pushing construction method for a variable-height steel-concrete composite beam is characterized in that the pushing construction method for the variable-height steel-concrete composite beam as in claim 1 is adopted for construction, and comprises the following steps:

a pushing device (3) is arranged on the supporting device (2);

constructing a balancing device (4) on a main beam (1), constructing a cable tower (41) on the main beam (1), then installing a stay cable (42) to connect the end part of the main beam (1) and the cable tower (41), and hoisting the main beam (1) to a supporting device (2) after the completion;

pushing the main beam (1) to a designed position.

10. The incremental launching construction method of the variable-height steel-concrete composite beam according to claim 9, characterized in that: the main beam (1) is provided with a counterweight (5), and the counterweight (5) is positioned at the rear end of the main beam (1) along the pushing direction.

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