CN110904860A - Large-span flexible steel beam pushing construction method based on stay cable assistance - Google Patents
Large-span flexible steel beam pushing construction method based on stay cable assistance Download PDFInfo
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- CN110904860A CN110904860A CN201911082876.4A CN201911082876A CN110904860A CN 110904860 A CN110904860 A CN 110904860A CN 201911082876 A CN201911082876 A CN 201911082876A CN 110904860 A CN110904860 A CN 110904860A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a large-span flexible steel beam pushing construction method based on stay cable assistance, which relates to the technical field of bridge construction and comprises the steps of arranging an assembling platform and a plurality of temporary buttresses in a bridge construction area, and installing walking type pushing equipment on each temporary buttress; assembling a guide beam, a steel beam and a tower frame on the assembling platform in sections, hanging and tensioning a stay cable, and pre-deflecting the top of the tower frame to a certain angle backwards through different initial tensions of a front cable and a rear cable; starting the walking type pushing equipment to push the steel beam and the guide beam forwards until the front end of the guide beam spans the maximum span and is positioned on the front temporary buttress, and then releasing and tensioning the stay cable, wherein the tower does not enter the maximum span; continuously assembling and jacking the steel beam, and dismantling the cable-buckled tower at a preset position; and continuously assembling and jacking the steel beam, dismantling the guide beam in sections after the steel beam reaches the design position, and dropping the beam in place. The invention reduces the stress of the steel beam and the guide beam and the deflection of the front end of the guide beam in the maximum cantilever state.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a large-span flexible steel beam pushing construction method based on stay cable assistance.
Background
At present, bridge pushing construction is more and more widely applied to projects crossing existing railways, highways and navigation channels because of the advantage that the bridge pushing construction does not need to interrupt traffic under a bridge.
In the pushing construction process of municipal bridges spanning urban cutting such as railway marshalling stations, the pushing span is large due to the fact that the temporary buttress cannot be arranged in the middle of the marshalling station, the large pushing span exceeds the span limit of a steel beam, particularly the steel beam in a steel-concrete composite beam, and the stress of the steel beam and a guide beam and the deflection of the front end of the guide beam can not meet the requirement easily under the condition.
Disclosure of Invention
Aiming at the difficulties in the prior art, the invention provides a large-span flexible steel beam pushing construction method based on stay cable assistance, which reduces the stress of a steel beam and a guide beam and the deflection of the front end of the guide beam in the maximum cantilever state.
In order to achieve the above purposes, the technical scheme adopted by the invention is as follows:
the large-span flexible steel beam pushing construction method based on stay cable assistance specifically comprises the following steps:
arranging an assembling platform and a plurality of temporary buttresses in a bridge construction area, and installing walking type pushing equipment on each temporary buttress;
assembling a guide beam, a steel beam and a tower frame on the assembling platform in sections, installing and tensioning stay cables on the front side and the rear side of the steel beam, and adjusting the front stay cable and the rear stay cable to different initial tensions so as to enable the top of the tower frame to be pre-deflected backwards by a certain angle;
starting the walking type pushing equipment to push a system consisting of a guide beam, a steel beam, a tower frame and a stay cable forwards and span a plurality of large spans, and after the walking type pushing equipment is started to push the system forwards for a certain distance, assembling the steel beams in sections;
when the front end of the guide beam spans one large span and is supported on a first temporary buttress after the large span, a stay cable is stretched, and when the tower spans one large span and is supported on the first temporary buttress after the large span, the stay cable is stretched;
when the tower spans the last large span, the stay cable and the tower are dismantled at a preset position;
and the walking type pushing equipment continuously pushes the system forwards, and after the walking type pushing equipment pushes the system forwards to a designed position, the guide beam is dismantled in sections, and the beam falls into place.
On the basis of the technical scheme, after the stay cable is tensioned, the stay cable force of the tower in the advancing direction is smaller than that of the stay cable on the other side.
On the basis of the technical scheme, when the front end of the guide beam is about to span a larger span and is positioned on the first temporary buttress after the larger span, the difference between the stay cable force in the advancing direction of the tower and the stay cable force on the other side of the tower is not more than 10%.
On the basis of the technical scheme, when the front end span of the guide beam is larger and is supported on the first temporary buttress spanning the large span, the tower does not enter the large span currently.
On the basis of the technical scheme, an anchor beam is arranged at the top of the tower along the bridge direction, two pairs of stay cables are arranged on two sides of the tower respectively, the upper ends of the stay cables are anchored on the anchor beam through anchor seats, and the lower ends of the stay cables are connected with the steel beam or the guide beam through pin shafts through anchor boxes.
On the basis of the technical scheme, when the stay cable is tensioned, the tower is located in a safe area, and the guide beam is not located in a large span.
Compared with the prior art, the invention has the advantages that:
according to the construction method for pushing the large-span flexible steel beam based on the stay cable assistance, the tower and the stay cable are used as auxiliary measures, so that the stress and deflection of the steel beam and the guide beam are improved, the pushing span of the steel beam is increased, and the problem that the bridge with large span is difficult to push due to the fact that the temporary buttress cannot be arranged is solved; the tower and the steel beam are fixedly connected, the top of the tower is pre-deflected to a certain angle backwards through the tension of the stay cables on the front side and the rear side, the stress of the stay cables, the tower, the steel beam and the guide beam in the maximum cantilever state is improved, the change of the stay cable force is small in the pushing process, the cable force is in an allowable range, the stay cable force does not need to be adjusted in the pushing process, the construction process is reduced, the construction risk of a business line is reduced, and the operation time is shortened.
Drawings
FIG. 1 is a schematic structural view of a tower frame and a stay cable after being installed and tensioned;
FIG. 2 is a schematic structural diagram of an embodiment of the present invention when a nose girder is about to complete a maximum span;
FIG. 3 is a schematic structural diagram of a stay cable that is stretched and extended when the tower enters the maximum span in the embodiment of the present invention;
FIG. 4 is a schematic structural diagram of the tower and the stay cables removed after the tower spans the maximum span according to the embodiment of the present invention;
in the figure: 1-splicing platform, 2-temporary buttress, 3-walking pushing equipment, 4-guide beam, 5-steel beam, 6-tower and 7-stay cable.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
Referring to fig. 1 to 4, an embodiment of the present invention provides a large-span flexible steel beam pushing construction method based on stay cable assistance, which specifically includes the following steps:
the construction method comprises the following steps that an assembling platform 1 and a plurality of temporary buttresses 2 are arranged in a bridge construction area, further, the temporary buttresses 2 are also arranged in the middle of the assembling platform 1, walking type pushing equipment 3 is installed on each temporary buttress 2, and main pier 8 along the line is also used as a temporary buttress to reduce temporary structural investment;
assembling a guide beam 4 and a steel beam 5 on an assembling platform 1 in sections, welding a base of a tower 6 and a lower anchor point ear plate of a stay cable 7 on the steel beam 5 and the guide beam 4 in the process of assembling the steel beam 5 and the guide beam 4, and starting a walking type pushing device 3 to push the guide beam 4 and the steel beam 5 forwards;
after the guide beam 4 and the steel beam 5 reach a preset assembling position of the tower frame 6, assembling the tower frame 6 on the steel beam 5 in sections, installing and tensioning stay cables 7 on the front side and the rear side of the steel beam 5, adjusting the front stay cables 7 and the rear stay cables 7 to different initial tensions to enable the top of the tower frame 6 to be pre-deflected backwards by a certain angle, connecting the lower end of the tower frame 6 with a base on the steel beam 5 through bolts, and respectively connecting the lower ends of the front stay cables 7 and the rear stay cables 7 with lower anchor point lug plates on the guide beam 4 and the steel beam 5 through anchor boxes by pin shafts;
starting the walking type pushing equipment 3 to push a system consisting of a guide beam 4, a steel beam 5, a tower 6 and a stay cable 7 forwards and span a plurality of large spans, and starting the walking type pushing equipment 3 to push the system forwards for a certain distance each time, assembling the steel beam 5 in sections;
when the front end of the guide beam 4 spans one large span and is supported on the first temporary buttress 2 after the large span, the stay cable 7 is stretched, and when the tower 6 spans one large span and is supported on the first temporary buttress 2 after the large span, the stay cable 7 is stretched;
after the tower 6 spans the last large span, the stay cable 7 and the tower 6 are dismantled at a preset position, preferably, the preset position of the tower 6 is a position where the tower 6 exceeds the large span and is convenient for a crane to operate;
the walking type pushing equipment 3 continuously pushes the system forwards, and after the walking type pushing equipment 3 pushes the system forwards to a designed position, the guide beam 4 is dismantled in sections, and the beam falls into place;
referring to fig. 2 to 3, when the front end span of the guide beam 4 is larger and is supported on the first front temporary pier 2 after the large span, the stay cable 7 is stretched, and the stay cable 7 is used as a wind cable of the tower 6, so that the stability of the tower 6 in the jacking process of the steel beam 5 is improved.
By using the tower 6 and the stay cables 7 as auxiliary measures, the stress and deflection of the steel beam 5 are improved, so that the pushing span of the steel beam 5 is increased, and the problem of difficult bridge pushing due to large span caused by incapability of arranging the temporary buttress 2 is solved; after the tower 6 is assembled, the top of the tower 6 is pre-deflected backward by a certain angle by adjusting the tension of the stay cables 7 on the front side and the rear side of the tower 6, so that the stress of the stay cables 7, the tower 6, the steel beam 5 and the guide beam 4 under the maximum cantilever state at the front end of the guide beam 4 is improved, the change of the stay cables 7 on the cable force is small in the pushing process, the cable force is in an allowable range, the cable force of the stay cables 7 does not need to be adjusted in the pushing process, the construction process is reduced, the construction risk of a business line is reduced, and the operation time is shortened.
When the stay cable 7 is tensioned, the tower 6 is positioned in a safe area, and the guide beam 4 is not positioned in a large span, so that the safety of personnel for tensioning the stay cable 7 can be ensured, and meanwhile, when the stay cable 7 is tensioned, the guide beam 4 is not downwarped, wherein after the stay cable 7 is tensioned, the cable force of the stay cable 7 in the advancing direction of the tower 6 is smaller than that of the stay cable 7 on the other side of the stay cable, and the cable force of the stay cable 7 in the advancing direction is smaller than that of the stay cable 7 on the other side after the stay cable 7 is tensioned, so that the large body 6 is pre-deflected by a certain angle in the opposite direction of the advancing direction;
when the front end of the guide beam 4 is about to span a larger span and is positioned on the first temporary buttress 2 after the larger span (the guide beam 4 is positioned in the large span and in the maximum cantilever state), the difference between the cable force of the stay cable 7 in the advancing direction of the tower 6 and the cable force of the stay cable 7 on the other side of the tower is not more than 10%, and the stress of the steel beam and the guide beam and the deflection of the front end of the guide beam can meet the preset requirements when the guide beam 4 is about to span the maximum span and is positioned on the first temporary buttress 2 after the maximum span, namely the stress of the steel beam and the guide beam and the deflection of the front end of the guide beam meet the preset requirements in the maximum cantilever state.
The top of the tower frame 6 is provided with an anchor beam along the bridge direction, two pairs of stay cables 7 are arranged on two sides of the tower frame 6 respectively, the upper ends of the stay cables 7 are anchored on the anchor beam through anchor seats, and the lower ends of the stay cables 7 are connected with the steel beam 5 or the guide beam 4 through anchor boxes by pin shafts, so that the stay cables 7 can adapt to the change of the relative angle between the top of the tower frame 6 and the steel beam 5 as well as the change of the relative angle between the top of the tower frame and the guide beam 4, the stay cables 7 are prevented from bearing the action of transverse force, and the safety.
When the front end of the guide beam 4 spans a larger span and is supported on the first front temporary buttress 2 after the large span is spanned, the tower 6 does not enter the current large span, so that the tower 6 can be prevented from transmitting excessive concentrated force to the steel beam 5, and the condition that the steel beam 5 is damaged in the pushing process is prevented.
The walking type pushing equipment 3 comprises a three-way jack, can push the steel beam 5 forwards, and can adjust the vertical and horizontal line shapes of the steel beam 5 according to the requirement; meanwhile, the walking type pushing equipment 3 is uniformly controlled through the controller, so that the stability of the jacking process of the steel beam 5 is ensured, the structural shaking in the jacking process is avoided, and the structural safety is improved.
The tension sensor is arranged on the stay cable 7, the stress sensor is arranged at the bottom of the tower frame 6, the displacement sensor is arranged at the top of the tower frame 6, the actual state monitoring of the stay cable 7 and the tower frame 6 in the jacking process can be completed through the tension sensor, the stress sensor and the displacement sensor, parameters detected by the tension sensor, the stress sensor and the displacement sensor are compared with theoretical calculation data, if the detected parameters exceed a safe controllable range, the vertical jacking height and the jacking force of each walking jacking device 3 are adjusted, the indexes are ensured to be in the safe controllable range, the construction safety is ensured, constructors can be adjusted and maintained aiming at corresponding parts, and the safety performance in the jacking process is improved.
The present invention is not limited to the above-described embodiments, and it will be apparent to those skilled in the art that various modifications and improvements can be made without departing from the principle of the present invention, and such modifications and improvements are also considered to be within the scope of the present invention. Those not described in detail in this specification are within the skill of the art.
Claims (6)
1. A large-span flexible steel beam pushing construction method based on stay cable assistance is characterized by comprising the following steps:
arranging an assembling platform (1) and a plurality of temporary buttresses (2) in a bridge construction area, and installing a walking type pushing device (3) on each temporary buttress (2);
assembling a guide beam (4), a steel beam (5) and a tower frame (6) on the assembling platform (1) in sections, installing and tensioning stay cables (7) on the front side and the rear side of the steel beam (5), and adjusting the front stay cable and the rear stay cable (7) to different initial tensions so as to enable the top of the tower frame (6) to be pre-deflected backwards by a certain angle;
starting the walking type pushing equipment (3) to push a system consisting of a guide beam (4), a steel beam (5), a tower frame (6) and a stay cable (7) forwards and span a plurality of large spans, and starting the walking type pushing equipment (3) to push the system forwards for a certain distance each time, splicing the steel beam (5) in sections;
when the front end of the guide beam (4) spans one large span and is supported on the first temporary buttress (2) after the large span, a stay cable (7) is stretched, and when the tower (6) spans one large span and is supported on the first temporary buttress (2) after the large span, the stay cable (7) is stretched;
after the tower (6) spans the last large span, dismantling the stay cable (7) and the tower (6) at a preset position;
and the walking pushing equipment (3) continuously pushes the system forward, and after the walking pushing equipment (3) pushes the system forward to a designed position, the guide beam (4) is dismantled in sections and falls into place.
2. The stay cable assisted large-span flexible steel beam pushing construction method according to claim 1, characterized in that: and after the stay cable (7) is tensioned, the cable force of the stay cable (7) in the advancing direction of the tower (6) is smaller than that of the stay cable (7) on the other side.
3. The stay cable assisted large-span flexible steel beam pushing construction method according to claim 1, characterized in that: when the front end of the guide beam (4) is about to span a larger span and is positioned on the first temporary buttress (2) after the larger span, the difference between the cable force of the stay cable (7) in the advancing direction of the tower (6) and the cable force of the stay cable (7) on the other side is not more than 10%.
4. The stay cable assisted large-span flexible steel beam pushing construction method according to claim 1, characterized in that: when the front end span of the guide beam (4) is large and is supported on the first temporary buttress (2) spanning the large span, the tower (6) does not enter the large span.
5. The stay cable assisted large-span flexible steel beam pushing construction method according to claim 1, characterized in that: the top of the tower frame (6) is provided with an anchor beam along the bridge direction, two pairs of stay cables (7) are arranged on two sides of the tower frame (6), the upper ends of the stay cables (7) are anchored on the anchor beam through anchor seats, and the lower ends of the stay cables (7) are connected with the steel beam (5) or the guide beam (4) through pin shafts through anchor boxes.
6. The stay cable assisted large-span flexible steel beam pushing construction method according to claim 1, characterized in that: when the stay cable (7) is tensioned, the tower (6) is located in a safe area, and the guide beam (4) is not located in a large span.
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Cited By (6)
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| CN111576252A (en) * | 2020-06-17 | 2020-08-25 | 广西交科集团有限公司 | Real-time adjusting device and adjusting method for main beam line type in bridge pushing process |
| CN113322813A (en) * | 2021-04-30 | 2021-08-31 | 中铁上海工程局集团第五工程有限公司 | Method for solving synchronous pushing of large-span steel concrete composite beam by using cable-stayed tower |
| CN113356081A (en) * | 2021-07-15 | 2021-09-07 | 中交一公局集团有限公司 | Bridge incremental launching construction method and bridge precast beam structure |
| CN113756209A (en) * | 2021-10-18 | 2021-12-07 | 湖南省通盛工程有限公司 | Diagonal pulling and pushing construction method for large-span steel beam |
| CN115418969A (en) * | 2022-09-30 | 2022-12-02 | 中冶(上海)钢结构科技有限公司 | Construction method for high-position beam falling of large-span through tied steel arch bridge |
| CN115506265A (en) * | 2022-11-24 | 2022-12-23 | 湖南省通盛工程有限公司 | Multipoint walking pushing equipment and pushing process for large-section I-shaped steel beam |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111576252A (en) * | 2020-06-17 | 2020-08-25 | 广西交科集团有限公司 | Real-time adjusting device and adjusting method for main beam line type in bridge pushing process |
| CN113322813A (en) * | 2021-04-30 | 2021-08-31 | 中铁上海工程局集团第五工程有限公司 | Method for solving synchronous pushing of large-span steel concrete composite beam by using cable-stayed tower |
| CN113356081A (en) * | 2021-07-15 | 2021-09-07 | 中交一公局集团有限公司 | Bridge incremental launching construction method and bridge precast beam structure |
| CN113756209A (en) * | 2021-10-18 | 2021-12-07 | 湖南省通盛工程有限公司 | Diagonal pulling and pushing construction method for large-span steel beam |
| CN115418969A (en) * | 2022-09-30 | 2022-12-02 | 中冶(上海)钢结构科技有限公司 | Construction method for high-position beam falling of large-span through tied steel arch bridge |
| CN115506265A (en) * | 2022-11-24 | 2022-12-23 | 湖南省通盛工程有限公司 | Multipoint walking pushing equipment and pushing process for large-section I-shaped steel beam |
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