CN220888309U - Continuous pushing system for large-span steel beam without guide beam - Google Patents

Abstract

The utility model discloses a continuous pushing system of a large-span steel beam without a guide beam, which comprises a pushing platform and a continuous pushing assembly for pushing the steel beam on the pushing platform to move along the longitudinal direction of a bridge, and is characterized in that: the temporary cable-stayed tower comprises a tower body, wherein the temporary cable-stayed tower is arranged at the upper end of the first span steel beam and comprises a tower body, a stay cable connected with a steel beam anchor is arranged on the tower body, the front part of the first span steel beam is supported by the stay cable, and a counterweight is further arranged at the rear end of the first span steel beam. According to the utility model, the temporary cable stayed tower is designed at the upper end of the first span steel beam for reinforcement, so that the pushing construction without guide beams is realized, the working load of overhead operation is reduced, and the operation risk of constructors is reduced.

Description

Continuous pushing system for large-span steel beam without guide beam

Technical Field

The utility model belongs to the technical field of bridge engineering, and particularly relates to a continuous pushing system for a large-span steel beam without a guide beam.

Background

The existing steel girder installation construction of the large-span combined I-shaped Liang Gangqiao mainly adopts a guide girder continuous pushing method, a bridge girder erection machine whole hole installation method, a bracket installation method, a large-section steel girder lifting installation and other construction methods. As can be seen from the applicability comparison of the conventional construction method under mountain conditions, for the construction of the mountain assembled composite girder steel bridge under relatively inconvenient traffic organization conditions and topography conditions, the guide girder pushing method and the bridge girder erection machine whole-hole installation method have good topography applicability and construction period efficiency, but due to the specialization of the guide girder and the bridge girder erection machine, the standardization degree of the construction method is relatively insufficient, and due to the rapid rising of the lease cost of the bridge girder erection machine, the comprehensive economy and applicability of the guide girder pushing method are superior to those of the bridge girder erection machine whole-hole installation method. However, the traditional guide beam pushing method has the problems that the guide beam installation and dismantling occupied period is long, the guide beam cannot be used generally, the safety risk of high-altitude operation is high, and the like.

In summary, improvements to existing pushing methods are needed.

Disclosure of utility model

Therefore, the main purpose of the utility model is to provide a continuous pushing system of a large-span steel beam without guide beams, which is to design a temporary cable-stayed tower at the upper end of a first span steel beam for reinforcement, realize pushing construction without guide beams, reduce the work load of high-altitude operation and reduce the operation risk of constructors.

The continuous pushing system for the large-span steel girder without the guide beam comprises a pushing platform and a continuous pushing assembly for pushing the steel girder on the pushing platform to move along the longitudinal direction of the bridge, and is characterized in that: the temporary cable-stayed tower is arranged at the upper end of the first span steel beam and comprises a tower body, a stay cable connected with the steel beam in an anchoring manner is arranged on the tower body, the front part of the first span steel beam is supported by the stay cable, and a counterweight is further arranged at the rear end of the first span steel beam.

Specifically, the symmetry is provided with preceding row's stay cable and back row's stay cable on the body of the tower, the other end of preceding row's stay cable is connected with the front end of first girder steel of striding, the other end of back row's stay cable is connected with the tail end of first girder steel of striding, the back end of girder steel is striding still equipped with the counter weight.

Specifically, the front row of stay cables and the rear row of stay cables are arranged on the tower body from top to bottom.

Specifically, the temporary cable towers are symmetrically arranged along the longitudinal center line of the first span steel beam as a center.

Specifically, the front end of the first span steel beam is provided with a plurality of front row wind-resistant cable sets along the longitudinal direction of the bridge, each row of the front row wind-resistant cable sets comprises two front wind-resistant cables which are arranged in a crossing manner, one ends of the two front wind-resistant cables which are arranged in a crossing manner are respectively connected with two sides of the first span steel beam, and the other ends of the two front wind-resistant cables are respectively connected with two tower bodies on the outermost sides of the first span steel beam.

Specifically, the rear end of the first span steel beam is provided with a plurality of rear row wind-resistant cable sets along the longitudinal direction of the bridge, each row of the rear row wind-resistant cable sets comprises two rear wind-resistant cables which are arranged in a crossing manner, one ends of the two rear wind-resistant cables which are arranged in a crossing manner are respectively connected with two sides of the first span steel beam, and the other ends of the two rear wind-resistant cables are respectively connected with two tower bodies on the outermost sides of the first span steel beam.

Specifically, the continuous pushing component comprises a slideway beam, a sliding block arranged on the slideway beam in a sliding way and a continuous traction jack which drives the sliding block and a steel beam on the sliding block to move along the slideway beam through a traction rope.

Specifically, the pushing platform and the continuous traction jack are respectively arranged at two sides of the bridge;

The continuous traction jack is arranged on the jack fixed pier, a girder falling jack is arranged on the main pier, and the slideway girders are arranged on the top of each main pier in front of the pushing platform and the pushing platform along the longitudinal direction of the bridge.

Specifically, the bridge is an approach bridge, and the jack fixed pier is a bridge tower of a positive bridge.

Specifically, two groups of continuous traction jacks are arranged side by side, one end of the traction rope is connected with the traction end of the continuous traction jacks, and the other end of the traction rope is connected with the front end of the first span steel beam in an anchoring manner.

Specifically, in the steel beam pushing process, at least two sliding blocks are arranged in each slideway beam.

Compared with the prior art, at least one embodiment of the utility model has the following beneficial effects: the temporary cable stayed tower is designed at the upper end of the first span steel beam to strengthen, the front part of the first span steel beam is supported by the stay cable, and the weight of the cantilever part at the front part of the first span steel beam is balanced by utilizing the counterweight at the rear part of the first span steel beam, so that the purpose of omitting the guide beam is achieved, the working load at high altitude is fully reduced, and the working risk of constructors is reduced.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present utility model, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present utility model, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

FIG. 1 is a schematic structural diagram of a continuous pushing system for a large-span steel girder without guide beams, which is provided by the embodiment of the utility model;

fig. 2 is a schematic front view of a first cross-steel beam according to an embodiment of the present utility model;

FIG. 3 is a schematic top view of a first cross-beam provided by an embodiment of the present utility model;

Wherein: 1. a pushing platform; 2. a continuous pushing assembly; 201. a slideway beam; 202. a slide block; 203. a continuous traction jack; 204. a traction cable; 3. a first span steel beam; 4. a temporary cable-stayed tower; 401. a tower body; 402. front row stay cables; 403. a rear stay cable; 5. a front row wind-resistant cable group; 6. a rear row wind-resistant cable group; 7. a main pier; 8. jack fixing piers; 9. a beam falling jack; 10. and a stay rope between the columns.

Detailed Description

The following description of the embodiments of the present utility model will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present utility model, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.

In the description of the present utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present utility model.

Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present utility model, the meaning of "a plurality" is two or more, unless explicitly defined otherwise.

Referring to fig. 1-3, a continuous pushing system of a large-span steel beam without guide beams comprises a pushing platform 1 and a continuous pushing assembly 2 pushing the steel beam on the pushing platform 1 to move along the longitudinal direction of a bridge, wherein a temporary cable-stayed tower 4 is arranged at the upper end of a first span steel beam 3, the temporary cable-stayed tower 4 comprises a tower body 401, a stay cable connected with a steel beam anchor is arranged on the tower body 401, the front part of the first span steel beam 3 is supported by the stay cable, and a counterweight is further arranged at the rear end of the first span steel beam 3.

According to the embodiment, the temporary cable stayed tower 4 is designed at the upper end of the first span steel beam 3 for reinforcement, the front part of the first span steel beam 3 is supported by the stay cable, and the weight of the cantilever part at the front part of the first span steel beam 3 is balanced by the counterweight at the rear part of the first span steel beam 3, so that the purpose of omitting the guide beam is achieved, the working load of high-altitude operation is fully reduced, and the operation risk of constructors is reduced.

Specifically, the tower body 401 is symmetrically provided with a front row of stay cables 402 and a rear row of stay cables 403, the other end of the front row of stay cables 402 is connected with the front end of the first span steel beam 3, the other end of the rear row of stay cables 403 is connected with the tail end of the first span steel beam 3, and the rear end of the first span steel beam 3 is also provided with a counterweight (not shown in the figure).

Referring to fig. 2 and 3, specifically, in order to improve the pushing safety, a plurality of front-row stay cables 402 and rear-row stay cables 403 are disposed on the tower body 401 from top to bottom, and the temporary cable-stayed towers 4 are symmetrically disposed along the longitudinal center line of the first span steel beam 3 as a center.

Referring to fig. 2 and 3, in some embodiments, because the girder is in a large cantilever state, the girder has low structural frequency, and weak wind resistance, and is easy to generate large-amplitude vibration and even unstable damage under the action of wind load, in this embodiment, a plurality of front row wind-resistant cable groups 5 are arranged at the front end of the first span girder 3 along the longitudinal direction of the bridge, each row of front row wind-resistant cable groups 5 comprises two front wind-resistant cables which are arranged in a crossed manner, one ends of the two front wind-resistant cables which are arranged in a crossed manner are respectively connected with two sides of the first span girder 3, and the other ends of the two front wind-resistant cables are respectively connected with two tower bodies 401 at the outermost side on the first span girder 3.

It will be appreciated that, to further improve the wind resistance of the steel beam, a plurality of rear row wind-resistant cable groups 6 are provided at the rear end of the first span steel beam 3 along the longitudinal direction of the bridge, each row of rear row wind-resistant cable groups 6 includes two rear wind-resistant cables arranged in a cross manner, one ends of the two rear wind-resistant cables arranged in a cross manner are respectively connected with two sides of the first span steel beam 3, and the other ends are respectively connected with two outermost tower bodies 401 on the first span steel beam 3.

Referring to fig. 1, in some embodiments, the continuous pushing assembly 2 includes a skid beam 201, a slider 202 slidably disposed on the skid beam 201, and a continuous traction jack 203 for driving the slider 202 and a steel beam on the slider 202 to move along the skid beam 201 by a traction cable 204.

Referring to fig. 1, specifically, a pushing platform 1 and a continuous traction jack 203 are respectively arranged at two sides of a bridge, the pushing platform 1 is erected on a temporary pier or a main pier 7 of the bridge, the continuous traction jack 203 is arranged on a jack fixing pier 8, a girder dropping jack 9 is arranged on the main pier 7, a slideway girder 201 is arranged at the top of each main pier 7 in front of the pushing platform 1 and the pushing platform 1 along the longitudinal direction of the bridge, two groups of continuous traction jacks 203 are arranged side by side, one end of a traction cable 204 is connected with a traction end of the continuous traction jack 203, the other end of the traction cable is connected with a front end of a first span steel girder 3 in an anchoring manner, and at least two sliding blocks 202 are arranged in each slideway girder 201 in the girder pushing process. In this embodiment, the bridge is an approach bridge, and the tower of the positive bridge can directly serve as the jack-securing pier 8.

In this embodiment, the pushing system adopts a traction type pushing mode, the traction point is arranged at the front end of the steel beam, the continuous traction jack 203 is arranged on a midspan side bracket of a lower beam buttress of a forward bridge tower, the pushing platform 1 is erected by adopting a 4m 2m bailey beam bracket, after the bracket is erected, a slideway beam 201 and a lateral limiting device are installed on the tops of the pushing platform 1 and each main pier 7, then each section of steel beam is assembled on the pushing platform 1 section by section, a tower body 401, a stay cable, an anti-wind cable and a traction cable 204 are installed, and when the stay cable is tensioned to a preset cable force value and the counterweight arrangement is completed, the pushing construction of the steel beam is started.

Referring to fig. 1, the sliding block 202 is a friction surface between the slideway beam 201 and the steel beam, and after pushing for a certain distance, the sliding block 202 needs to be switched. The sliding blocks 202 on the pushing platform 1 and the tops of the main piers 7 are about to slide out of the slideway beams 201 when being switched, and at least 2 sliding blocks 202 on each slideway beam 201 are ensured, so that the stability of the steel beam at the contact position of the sliding blocks 202 is ensured.

Referring to fig. 1, it should be further explained that, in order to realize self-balancing of stress between main piers in the steel beam pushing process, 2 steel strand connection cables, that is, inter-column cables 10, are arranged between two adjacent main piers, each cable has a tensile force of 20kN, after the beam is pushed to the N pier, the steel strand is anchored by adopting YM15-3 anchors and clamping pieces, and the steel strand is tensioned at the tensioning end of the N-1 pier, so that self-balancing of stress between pier columns in the steel beam pushing process is realized, and the inter-column cables 10 are erected by adopting a traction system.

The overall construction sequence of the steel beam is as follows: the method comprises the steps of finishing in-factory processing of steel beams, pre-assembling, carrying out on-site bridge deck prefabrication, transporting the steel beams to an on-site re-assembling site, arranging transverse struts between the steel beams into one steel beam, arranging permanent supports of all supporting points, pushing the steel beams hole by hole, pushing the steel beams in place, carrying out first girder falling, arranging the pre-fabricated bridge deck, casting concrete in shear pin notches of the bridge deck and transverse wet joints between plates, casting longitudinal wet joints, carrying out second synchronous girder falling, arranging guardrails, casting asphalt concrete pavement, attaching facilities and forming bridges.

Any of the above-described embodiments of the present utility model disclosed herein, unless otherwise stated, if they disclose a numerical range, then the disclosed numerical range is the preferred numerical range, as will be appreciated by those of skill in the art: the preferred numerical ranges are merely those of the many possible numerical values where technical effects are more pronounced or representative. Since the numerical values are more and cannot be exhausted, only a part of the numerical values are disclosed to illustrate the technical scheme of the utility model, and the numerical values listed above should not limit the protection scope of the utility model.

Meanwhile, if the above utility model discloses or relates to parts or structural members fixedly connected with each other, the fixed connection may be understood as follows unless otherwise stated: detachably fixed connection (e.g. using bolts or screws) can also be understood as: the non-detachable fixed connection (e.g. riveting, welding), of course, the mutual fixed connection may also be replaced by an integral structure (e.g. integrally formed using a casting process) (except for obviously being unable to use an integral forming process).

In addition, terms used in any of the above-described aspects of the present disclosure to express positional relationship or shape have meanings including a state or shape similar to, similar to or approaching thereto unless otherwise stated. Any part provided by the utility model can be assembled by a plurality of independent components, or can be manufactured by an integral forming process.

The above examples are only illustrative of the utility model and are not intended to be limiting of the embodiments. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. Nor is it necessary or impossible to exhaust all embodiments herein. And obvious variations or modifications thereof are contemplated as falling within the scope of the present utility model.

Claims (10)

1. The utility model provides a continuous pushing system of girder steel of no nose girder large span, includes pushing away platform (1) and promotes continuous pushing away subassembly (2) that girder steel on pushing away platform (1) moved along bridge longitudinal direction, its characterized in that: the upper end of the first span steel beam (3) is provided with a temporary cable-stayed tower (4), the temporary cable-stayed tower (4) comprises a tower body (401), a stay cable connected with the steel beam in an anchoring mode is arranged on the tower body (401), the front portion of the first span steel beam (3) is supported through the stay cable, and the rear end of the first span steel beam (3) is further provided with a counterweight.

2. The continuous pushing system of the large-span steel girder without guide beam according to claim 1, wherein: the novel tower body is characterized in that a front row of stay cables (402) and a rear row of stay cables (403) are symmetrically arranged on the tower body (401), the other end of the front row of stay cables (402) is connected with the front end of the first span steel beam (3), and the other end of the rear row of stay cables (403) is connected with the tail end of the first span steel beam (3).

3. The continuous pushing system of the large-span steel girder without guide beam according to claim 2, wherein: the front-row stay cables (402) and the rear-row stay cables (403) are arranged on the tower body (401) from top to bottom.

4. The continuous pushing system of the large-span steel girder without guide beam according to claim 3, wherein: the temporary cable-stayed towers (4) are symmetrically arranged along the longitudinal center line of the first span steel beam (3) by taking the longitudinal center line as a center.

5. The continuous pushing system of the large-span steel girder without guide beam according to claim 4, wherein: the front end of the first span steel girder (3) is provided with a plurality of front row wind-resistant cable groups (5) along the longitudinal direction of the bridge, each row of front row wind-resistant cable groups (5) comprises two front wind-resistant cables which are arranged in a crossing way, one ends of the two front wind-resistant cables which are arranged in a crossing way are respectively connected with two sides of the first span steel girder (3), and the other ends of the two front wind-resistant cables are respectively connected with two tower bodies (401) on the outermost side of the first span steel girder (3).

6. The continuous pushing system of the large-span steel girder without guide beam according to claim 5, wherein: the rear end of the first span steel girder (3) is provided with a plurality of rear row wind-resistant cable groups (6) along the longitudinal direction of the bridge, each row of the rear row wind-resistant cable groups (6) comprises two rear wind-resistant cables which are arranged in a crossing way, one ends of the two rear wind-resistant cables which are arranged in a crossing way are respectively connected with two sides of the first span steel girder (3), and the other ends of the two rear wind-resistant cables are respectively connected with two tower bodies (401) on the outermost side of the first span steel girder (3).

7. The continuous pushing system of the large span steel girder without guide beam according to any one of claims 1 to 6, wherein: the continuous pushing assembly (2) comprises a slideway beam (201), a sliding block (202) arranged on the slideway beam (201) in a sliding way and a continuous traction jack (203) which drives the sliding block (202) and a steel beam on the sliding block (202) to move along the slideway beam (201) through a traction cable (204).

8. The continuous pushing system of the large-span steel girder without guide beam according to claim 7, wherein: the pushing platform (1) and the continuous traction jack (203) are respectively arranged at two sides of the bridge;

The continuous traction jack (203) is arranged on a jack fixed pier (8), a girder falling jack (9) is arranged on the main pier (7), and the slideway girders (201) are arranged on the top of each main pier (7) in front of the pushing platform (1) and the pushing platform (1) along the longitudinal direction of the bridge.

9. The continuous pushing system of the large-span steel girder without guide beam according to claim 8, wherein: the bridge is an approach bridge, the jack fixed piers (8) are bridge towers of a positive bridge, and in the steel beam pushing process, at least two sliding blocks (202) are arranged in each slideway beam (201).

10. The continuous pushing system of the large-span steel girder without guide beam according to claim 8, wherein: two groups of continuous traction jacks (203) are arranged side by side, one end of a traction rope (204) is connected with the traction end of the continuous traction jacks (203), and the other end of the traction rope is connected with the front end of the first span steel beam (3) in an anchoring mode.