Buckling and hanging construction method for super-large-span steel box continuous beam bridge
By adopting the buckle construction method in the construction of the super-large span steel box continuous beam bridge, the suspension deformation is controlled by using cable force and angle, and the concentrated force is transmitted through the design of the connecting ear plates between the tower and the steel box beam, the problem of cantilever section deformation and bridge formation linear control is solved, and high-precision linear control and cost savings are achieved.
Patent Information
- Application Number
- CN202510434424.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-08
- Publication Date
- 2025-06-20
AI Technical Summary
During the construction of an ultra-large span steel box continuous beam bridge, it is difficult to control the deformation of the cantilever section and bridge-forming linear shape, and traditional construction methods cannot effectively overcome these problems.
The buckle construction method is adopted to control the deformation during the suspension assembly of the segment through cable force and angle, and the design of connecting the tower and the steel box girder is used to transmit the concentrated force of the buckle tower to the bridge pier through the steel box girder structure, achieving closing accuracy and bridge-forming linear control.
The problem of deformation of the cantilever section of the large-span steel box girder has been effectively overcome, the accuracy of the linear control of the bridge has been improved, the material standards and structural requirements of the tower design have been reduced, the cost of reinforcement of the steel box girder has been reduced, and the construction cost has been saved.
Smart Images
Figure CN120174733A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of continuous beam bridge construction, and specifically to a suspension construction method for a super-large-span steel box continuous beam bridge. Background Art
[0002] In traditional construction of steel box continuous beam structures on plain inland rivers, full hall scaffolds are usually used for installation; however, for some projects, due to the extremely large span of the steel box continuous beam (such as a mid-span of 185 m), and the construction conditions cannot be provided at the bridge location (such as a world cultural heritage), therefore, for the construction of this type of super-large-span steel box continuous beam bridge, the following problems mainly exist: In traditional suspension construction of steel truss arch bridges, the members are stressed, the force transmission system is clear and distinct, and the suspension tower of the suspension construction system directly transmits the resultant force of the vertical component of the cable to the permanent bridge support; when the cantilever erection method is generally used for large-span bridges that cannot be installed by the scaffold method, however, the steel box girder is not as rigid as the prestressed reinforced concrete box girder and cannot overcome the deformation of a certain span. Summary of the Invention
[0003] In view of the above-mentioned prior art, the present invention proposes a suspension construction method for a super-large-span steel box continuous beam bridge to overcome the deformation of the cantilever section during the construction stage of the large-span steel box continuous beam bridge, and to achieve the closing accuracy and the alignment control after the bridge is completed. The suspension construction method is adopted to control the deformation during the segmental cantilever erection and the alignment of the completed bridge through cable force and angle, and at the same time, through the special design of the connecting ear plates between the tower and the steel box girder, the concentrated force of the suspension cable tower is transmitted to the bridge pier through the steel box girder structure.
[0004] A suspension construction method for a super-large-span steel box continuous beam bridge provided by the present invention includes the following steps: Step 1: Install the steel box girders of the side span and the pier top section: The steel box girders of the side span and the pier top section are installed by the scaffold method, and several connecting ear plates for the suspension tower and several connecting ear plates for the cable are installed on the top of the steel box girders of the side span and the pier top section synchronously; Step 2: Install the suspension cable tower: The suspension cable tower is installed through the connecting ear plates for the suspension tower, and a steel anchor beam is installed on the top of the suspension cable tower; Step 3: Install the steel box girders of the mid-span section: The deck crane is symmetrically installed to install the steel box girders of the mid-span section. The steel box girders of the mid-span section are transported by an engineering floating box, and the corresponding connecting ear plates for the cable are installed on the top of the steel box girders of the mid-span section; Step 4: Install the cables: All the cables are symmetrically installed through the connecting ear plates for the cable and the steel anchor beam, and the cables are symmetrically and synchronously tensioned by a jack to the designed cable force; Step 5: Install the closure segment steel box girder: Weights are applied to the front and rear of the steel box girder and the cable force is adjusted to ensure that the closure end box girder maintains the normal section and the designed closure alignment, and then the closure segment steel box girder is installed; Step 6: System conversion of the steel box continuous beam: Release the tension cables, remove the cable-hoisting tower, cut off the connecting lugs of the cable-hoisting tower and the connecting lugs of the cables, and lower the supports to perform the system conversion of the steel box continuous beam.
[0005] Preferably, in Step 1, both the connecting lugs of the cable-hoisting tower and the connecting lugs of the cables are single lugs, and the mounting seats of the connecting lugs of the cable-hoisting tower and the connecting lugs of the cables are both arranged in a triangular structure.
[0006] Preferably, in Step 2, double lugs are installed at the bottom of the cable-hoisting tower and are hinged to the connecting lugs of the cable-hoisting tower through pin shafts.
[0007] Preferably, the webs within the force-bearing range of the connecting lugs of the cable-hoisting tower and the connecting lugs of the cables on the steel box continuous beam are thickened webs.
[0008] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. The cable-hoisting tower and the steel box girder are hinged by connecting lugs, ensuring that the steel box girder only bears vertical concentrated forces without generating bending moments; 2. Maximize the optimization of the height of the cable-hoisting tower and the angle of the temporary stay cables, ensuring that the horizontal component forces of the stay cables and back cables at the front and rear ends of the cable-hoisting tower are the largest and are basically offset, thereby reducing the vertical component forces transmitted by the cable-hoisting tower, and thus reducing the material standards and structural requirements for the design of the tower; at the same time, reduce the concentrated construction loads transmitted by the cable-hoisting tower to the steel box girder and reduce the reinforcement costs for the steel box girder; 3. Design special connecting lugs for the cable-hoisting tower, connecting lugs for the cables, and pin shafts, and conduct structural design for the temporary measures required for the cable-hanging construction method and the permanent structure of the connecting lugs of the steel box girder as a whole. At the same time, calculate the measure costs of the construction method as a whole and save costs as a whole; 4. Overcome the problem that the traditional cantilever erection can only adjust the alignment by adjusting the hanging basket, and the cable-hanging construction method improves the alignment control accuracy by adjusting the cable forces; 5. Better control or eliminate the influence of temperature stress before the installation and closure of the large-span steel box girder segments, and solve the influence of temperature stress on the bridge alignment and stress of the completed bridge. Description of the Drawings
[0009] Figures 1-5 is the construction schematic diagram of the cable-hanging construction method for the ultra-large-span steel box continuous beam bridge in the embodiment of the present invention.
[0010] Figure 6 is the installation schematic diagram of the connecting lugs of the cable-hoisting tower and the connecting lugs of the cables in the embodiment of the present invention.
[0011] Figure 7 is the connection schematic diagram of the connecting lugs of the cable-hoisting tower and the cable-hoisting tower in the embodiment of the present invention.
[0012] Figure 8 is the structural schematic diagram of the steel anchor beam in the embodiment of the present invention.
[0013] In the figure, 1. Steel box girder for side span and pier top segment; 2. Bracket connection ear plate for cable tower; 3. Cable connection ear plate; 4. Cable tower for cable fastening; 5. Steel anchor beam; 6. Bridge deck crane; 7. Steel box girder for mid-span segment; 8. Engineering floating caisson; 9. Cable; 10. Steel box girder for closure segment. Detailed implementation mode
[0014] In order to make the technical means, creative features, achieved purposes and functions of the present invention easy to understand, the present invention will be further described below in conjunction with specific embodiments.
[0015] Embodiment: As Figures 1-8 shown, a cable-suspension construction method for a super-long-span steel box continuous girder bridge includes the following steps: Step 1: Install the steel box girder for the side span and pier top segment: Install the steel box girder 1 for the side span and pier top segment by the bracket method, and simultaneously install four bracket connection ear plates 2 for the cable tower and four cable connection ear plates 3 on the top of the steel box girder 1 for the side span and pier top segment; both the bracket connection ear plate 2 for the cable tower and the cable connection ear plate 3 are single-ear plates, and the mounting seats of the bracket connection ear plate 2 for the cable tower and the cable connection ear plate 3 are both set as triangular structures; Step 2: Install the cable tower for cable fastening: Install the cable tower 4 for cable fastening through the bracket connection ear plate 2 for the cable tower. During the process, wind cables shall be set up in a timely manner. The cable tower 4 for cable fastening is installed section by section according to the standard section of 4m, and a steel anchor beam 5 is installed on the top of the cable tower 4 for cable fastening; a double-ear plate is installed at the bottom of the cable tower 4 for cable fastening, and it is hinged to the bracket connection ear plate 2 for the cable tower through a pin shaft; Step 3: Install the steel box girder for the mid-span segment: Symmetrically install the bridge deck crane 6 to install the steel box girder 7 for the mid-span segment. Use the engineering floating caisson 8 to float and transport the steel box girder 7 for the mid-span segment, and install the corresponding cable connection ear plate 3 on the top of the steel box girder 7 for the mid-span segment; Step 4: Install the cable: Symmetrically install all the cables 9 through the cable connection ear plate 3 and the steel anchor beam 5 by using anchor fittings. The cable 9 is made of prestressed steel strands, and the cables 9 are symmetrically and synchronously tensioned by using jacks until the designed cable force is reached; Step 5: Install the steel box girder for the closure segment: Apply counterweights to the front and rear of the steel box girder and adjust the cable force to ensure that the closure-end box girder maintains the normal section and the designed closure alignment, and then install the steel box girder 10 for the closure segment; Step 6: System conversion of the steel box continuous girder: Release and tension the cable 9, remove the cable tower 4 for cable fastening, cut off the bracket connection ear plate 2 for the cable tower and the cable connection ear plate 3, and lower the supports to perform the system conversion of the steel box continuous girder; The webs within the stress range of the bracket connection ear plate 2 for the cable tower and the cable connection ear plate 3 on the steel box continuous girder are made of thickened webs.
[0016] In this embodiment, the cable-hoisting tower 4 and the steel box girder are hinged by connecting ear plates to ensure that the steel box girder only bears vertical concentrated forces without generating bending moments. In addition, the height of the cable-hoisting tower and the angle of the temporary stay cables are optimized to the greatest extent to ensure that the horizontal components of the cables and back cables at the front and rear ends of the cable-hoisting tower are maximized and basically offset, thereby reducing the vertical component forces transmitted by the cable-hoisting tower, and thus reducing the material standards and structural requirements for the design of the tower; at the same time, reducing the concentrated construction loads transmitted by the cable-hoisting tower to the steel box girder and reducing the reinforcement costs for the steel box girder; designing special connecting ear plates, stay cable connecting ear plates and pin shafts for the cable-hoisting tower, and conducting overall structural design for the temporary measures required for the cable-hoisting construction method and the permanent structure of the connecting ear plate steel box girder. At the same time, calculating the measure costs of the construction method as a whole and saving costs as a whole. This embodiment overcomes the problem that the traditional cantilever erection can only adjust the alignment by adjusting the hanging basket. The cable-hoisting construction method improves the alignment control accuracy by adjusting the cable forces; better controls or eliminates the influence of temperature stress before the installation and closure of the large-span steel box girder segments, and solves the influence of temperature stress on the alignment and stress of the completed bridge.
[0017] The above are only the embodiments of the present invention, and do not limit the patent scope of the present invention. All equivalent solutions made by using the content of the specification of the present invention and directly or indirectly applied in other related technical fields are equally within the patent protection scope of the present invention.
Claims
1. A method for hanging and fastening construction of a super-long span steel box continuous beam bridge, characterized in that: The steps include: Step 1: Install the side span and pier top segment steel box girder: Use the bracket method to install the side span and pier top segment steel box girder (1), and simultaneously install a plurality of tower connection ear plates (2) and a plurality of cable connection ear plates (3) on the top of the side span and pier top segment steel box girder (1); Step 2: Installing the cable-stayed tower: installing the cable-stayed tower (4) through the cable-stayed tower connecting ear plate (2), and installing a steel anchor beam (5) on the top of the cable-stayed tower (4); Step 3: Installing the middle-span segment steel box girder: symmetrically installing the bridge crane (6) to install the middle-span segment steel box girder (7), using an engineering pontoon (8) to float the middle-span segment steel box girder (7), and installing corresponding cable connection ear plates (3) on the top of the middle-span segment steel box girder (7); Step 4: Installing the cables: symmetrically installing all the cables (9) through the cable connection ear plates (3) and the steel anchor beams (5), and using jacks to symmetrically and synchronously tension the cables (9) to the designed cable force; Step 5: Install the closing section steel box girder: apply counterweights to the front and rear of the steel box girder and adjust the cable tension to ensure that the closing end box girder maintains a normal cross-section and the closing line shape is designed before installing the closing section steel box girder (10); Step 6: Steel box continuous beam system conversion: Release the tension cable (9), dismantle the cable pylon (4), cut off the pylon connection ear plate (2) and the cable connection ear plate (3), and dismantle the frame to convert the steel box continuous beam system.
2. The method for hanging and fastening construction of a super-long span steel box continuous beam bridge according to claim 1, characterized in that: In step 1, the tower-connecting ear plate (2) and the cable-connecting ear plate (3) are both single-ear plates, and the mounting seats of the tower-connecting ear plate (2) and the cable-connecting ear plate (3) are both set to a triangular structure.
3. The method for hanging and fastening construction of a super-long span steel box continuous beam bridge according to claim 1 or 2, characterized in that: In step 2, a double-ear plate is installed at the bottom of the cable-stayed tower (4), and is connected to the cable-stayed tower connecting ear plate (2) via a pin hinge.
4. The method for hanging and fastening construction of a super-long span steel box continuous beam bridge according to claim 1 or 2, characterized in that: The web plates within the force-bearing range of the upper buckle tower connection ear plates (2) and the cable connection ear plates (3) of the steel box continuous beam adopt thickened web plates (11).