CN115748509A - System and method for linear adjustment of cantilever construction in super-long ropeless area of steel structure bridge - Google Patents
System and method for linear adjustment of cantilever construction in super-long ropeless area of steel structure bridge Download PDFInfo
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- CN115748509A CN115748509A CN202211400627.7A CN202211400627A CN115748509A CN 115748509 A CN115748509 A CN 115748509A CN 202211400627 A CN202211400627 A CN 202211400627A CN 115748509 A CN115748509 A CN 115748509A
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Abstract
The invention discloses a system and a method for linear adjustment of cantilever construction in an ultralong cable-free area of a steel structure bridge, wherein the system comprises a main beam, the main beam is provided with a cable-free area, the top of the main beam is provided with a main tower, the main tower and the main beam are provided with standby cables, and the standby cables comprise steel strands, an anchorage device and a damping device; the anchorage device comprises an anti-loosening device, a clamping piece and an anchor plate, wherein the clamping piece for the steel strand to pass through is arranged on the anchor plate, and the anti-loosening device is fixedly connected with the anchor plate; the damping device comprises a damping cable hoop and a wire separating plate; the damping cable hoop comprises an integral cable strand clamping plate and damping rubber; the wire separating plate is of a three-layer structure, the middle of the wire separating plate is a rubber plate, and the outer layer of the wire separating plate is two galvanized metal pressing plates; the invention has the beneficial effects that: the elevation is adjusted, the line shape is adjusted and controlled, and the use convenience is increased; the spare cable is arranged at the middle span which directly acts, and the same spare cable is arranged at the corresponding side span, so that the balance of the pulling force is facilitated.
Description
Technical Field
The invention belongs to the technical field of construction of an ultra-long cable-stayed bridge, and particularly relates to a system and a method for linear adjustment of cantilever construction in an ultra-long ropeless area of a steel structure bridge.
Background
At present, super-huge bridges are more and more constructed, the bridge construction is influenced by various aspects such as natural environment, surrounding structures, bridge stress and the like, in cable-stayed bridge construction, a cantilever splicing construction method is more commonly applied, in a conventional cable-stayed bridge section, the line shape can be basically controlled within an allowable range through a stay cable, but when the bridge is designed with a super-long cable-free area, the control of installing the line shape becomes extremely difficult; under the influence of the self-weight of the beam sections, a downward deformation amount under the action of the self-weight exists after the installation is finished, and after the installation of each section is finished, the sections which are finished before are driven to deflect downwards together, and although the deformation amount can be simulated through theoretical calculation, the calculation result still needs to be corrected according to the actual installation completion condition in the actual construction process; in the cable-containing area, the deformation in a smaller range can be directly adjusted through cable force, and the cable force adjustment is carried out after the full bridge closure, but the cable-free area does not have the condition; therefore, special methods are required to adjust and control the line shape.
Disclosure of Invention
The invention aims to provide a system and a method for linear adjustment of cantilever construction in an ultralong cable-free area of a steel structure bridge, which are used for realizing elevation adjustment and increasing the convenience of use.
In order to achieve the purpose, the invention provides the following technical scheme: a system for linear adjustment of cantilever construction in an ultralong cable-free area of a steel structure bridge comprises a main beam, wherein the main beam is provided with a cable-free area, the top of the main beam is provided with a main tower, standby cables are arranged on the main tower and the main beam, and each standby cable comprises a steel strand, an anchorage device and a damping device;
the anchorage device comprises a locking device, a clamping piece and an anchor plate, wherein the clamping piece for the steel strand to pass through is arranged on the anchor plate, and the locking device is fixedly connected with the anchor plate;
the damping device comprises a damping cable hoop and a wire separating plate.
As a preferable technical scheme of the invention, the damping cable hoop comprises an integral cable strand clamping plate and damping rubber.
As a preferable technical scheme of the invention, the wire separating plate is of a three-layer structure, the middle is a rubber plate, and the outer layer is two galvanized metal pressing plates.
As a preferable technical scheme, the galvanized steel plate further comprises an inner hexagonal socket head cap screw, and the rubber plate and the galvanized metal pressing plate are connected through the inner hexagonal socket head cap screw.
As a preferable technical scheme of the invention, the steel strand is a phi s15.2 low-relaxation prestressed steel strand.
As a preferable technical scheme of the invention, the device also comprises a support pier, and a support seat which is propped against the main beam is arranged at the top of the support pier.
As a preferable technical solution of the present invention, the support pier includes a horizontal seat and a support bar.
The invention also discloses a method for adjusting the line shape of the cantilever construction in the overlong ropeless area of the steel structure bridge, which comprises the following steps:
the method comprises the following steps: before construction, calculating a linear contribution value which can be provided by a spare cable in advance, and if necessary, matching the spare cable with a permanent cable for use, and determining a tension force, a tension sequence and a tension releasing sequence;
step two: the spare cable is arranged according to the calculation of the angle of the inhaul cable and the length of the cantilever, the position which is farthest from the cantilever end is selected, the spare cable arrangement mode refers to the permanent cable arrangement, the spare cable is arranged in the midspan which directly acts, and meanwhile the same spare cable needs to be arranged in the corresponding side span to balance the pulling force.
Compared with the prior art, the invention has the beneficial effects that:
1. the elevation is adjusted, the line shape is adjusted and controlled, and the use convenience is increased;
2. when the standby cable is arranged at the midspan which directly acts, the same standby cable is arranged at the corresponding side span, which is helpful for balancing the pulling force.
Drawings
FIG. 1 is a schematic illustration of a spare cable arrangement of the present invention;
FIG. 2 is a schematic view of an anchor assembly of the standby cable system of the present invention;
FIG. 3 is a schematic structural view of a wire separating plate in the standby cable system of the present invention;
FIG. 4 is a flow chart of the method for linear adjustment of the cantilever construction in the super-long ropeless area of the steel structure bridge;
in the figure: 1. a main beam; 2. a supporting seat; 3. supporting piers; 4. a main tower; 5. a standby cable; 6. a locking device; 7. a clamping piece; 8. an anchor plate; 9. steel strand wires; 10. a rubber plate; 11. a galvanized metal platen; 12. a socket head cap screw; 13. a cord-free zone.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
Referring to fig. 1-3, a first embodiment of the present invention provides a system for adjusting the alignment of cantilever construction in an ultralong cable-free area of a steel structure bridge, including a main beam 1, a cable-free area 13 is disposed on the main beam 1, a main tower 4 is mounted on the top of the main beam 1, spare cables 5 are disposed on the main tower 4 and the main beam 1, and the spare cables 5 include steel strands 9, an anchor and a damping device;
the anchorage device comprises a locking device 6, a clamping piece 7 and an anchor plate 8, wherein the clamping piece 7 for the steel strand 9 to pass through is arranged on the anchor plate 8, and the locking device 6 is fixedly connected with the anchor plate 8; determining the specification of an anchor of a spare cable 5 according to the structure of the anchor box and the parameters of the steel strand, wherein the performance of the anchor meets the requirements of anchor, clamp and connector for prestressed tendons and technical specification of highway bridge and culvert construction, and designing the corresponding anchor box;
the spare cable 5 is arranged at the foremost end, so the length is longer, meanwhile, the requirement for a longer construction period is considered, and in order to ensure the construction safety, a corresponding damping device is required to be arranged and comprises a damping cable hoop and a wire dividing plate.
In this embodiment, preferably, the damping cable hoop includes an integral cable strand clamping plate and damping rubber, and is disposed at a position 3 meters away from the vertical direction of the cable, and one cable is disposed above and below each cable strand.
In this embodiment, preferably, the wire separating plate has a three-layer structure, the middle is a rubber plate 10, and the outer layer is two galvanized metal pressing plates 11, wherein one wire is arranged every 30 meters.
In this embodiment, it is preferable that the metal plate further includes an inner hexagonal socket head cap screw 12, and the rubber plate 10 and the galvanized metal pressing plate 11 are connected by the inner hexagonal socket head cap screw 12.
In this embodiment, preferably, the steel strand 9 is a Φ s15.2 low-relaxation prestressed steel strand, fpk =1860MPa, and the elastic modulus E =1.95 × 105MPa; the technical indexes meet the requirements of steel strands for prestressed concrete, according to the requirements of strand \35205, the safety coefficient of the steel strands 9 is more than 2, wind load and construction load factors need to be comprehensively considered, and blanking and self-weight sag need to be considered for the length of the single-bundle standby cable 5.
In this embodiment, preferably, the girder further includes a support pier 3, and a support seat 2 abutting on the girder 1 is installed on the top of the support pier 3.
In this embodiment, the support pier 3 preferably comprises a horizontal seat and a support bar.
Example 2
Please refer to fig. 4, which illustrates a second embodiment of the present invention;
from the stress deformation angle, when the linear elevation of the bridge is higher than a preset target elevation, reducing the cable force or providing a downward vertical force by a weight method to lower the elevation; when the linear elevation of the bridge is lower than a preset target, an upward vertical force is provided by a permanent cable or a method for arranging a spare cable 5 system, and the elevation is raised;
when the bridge elevation exceeds a standard allowable value, the elevation is reduced by reducing the permanent cable force, if the requirement can not be met, the cable force and the design deviation are not more than 10 percent, the elevation is reduced by a weight pressing mode;
according to different working conditions, the actual required weight and position are calculated and generally arranged at the foremost end of the cantilever end, the weight is pressed by a truck crane, the truck crane has the characteristics of self weight and flexible movement, the weight for the cantilever end is the best choice, but the cost of a large truck crane is high, when the self weight of a conventional 25-50t truck crane cannot meet the requirement, the weight can be fixed in a mode of combining a fixed load and a movable load, the fixed load can be placed at the calculated position by adopting a precast concrete block or other modes, and finally the final fine adjustment is carried out by the load of the truck crane to reduce the elevation to a target value;
when the elevation is lower than the design value, the elevation can be adjusted by utilizing the permanent cable, if the requirement can not be met, the deviation between the general cable force and the design is not more than 10 percent, and a spare cable 5 system can be arranged for adjustment;
the spare cable 5 system is equivalent to adding a stay cable temporarily used for linear adjustment, and the spare cable 5 can be removed after the closure section is installed and the system is converted; the method for adjusting the line shape of the cantilever construction in the overlong ropeless area of the steel structure bridge comprises the following steps:
the method comprises the following steps: before construction, linear contribution values which can be provided by the spare cables 5 are calculated in advance, and are matched with the permanent cables for use if necessary, and tension force, tension sequence and tension releasing sequence are determined;
step two: the spare cable 5 is arranged according to the calculation of the angle of the stay cable and the length of the cantilever and is selected at the position farthest from the cantilever end, so that a larger elevation adjustment amount can be provided under the same cable force, the spare cable 5 is arranged according to the permanent cable, if the permanent cable is a single cable surface, the spare cable is also arranged into a single cable surface, the permanent cable is a double cable surface, the spare cable is also arranged into a double cable surface, and the same spare cable needs to be arranged at the corresponding side span while the spare cable is arranged at the middle span which directly acts to balance the pulling force.
Although embodiments of the present invention have been shown and described, with particular reference to the foregoing detailed description, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. The utility model provides a system for be used for linear adjustment of steel structure bridge overlength no cable district cantilever construction, includes girder (1), be provided with no cable district (13) on girder (1), and main tower (4), its characterized in that are installed at the top of girder (1): spare cables (5) are arranged on the main tower (4) and the main beam (1), and each spare cable (5) comprises a steel strand (9), an anchorage device and a damping device;
the anchorage device comprises an anti-loosening device (6), a clamping piece (7) and an anchor plate (8), wherein the clamping piece (7) for the steel strand (9) to pass through is arranged on the anchor plate (8), and the anti-loosening device (6) is fixedly connected with the anchor plate (8);
the damping device comprises a damping cable hoop and a wire separating plate.
2. The system for the linear adjustment of the cantilever construction in the overlong ropeless area of the steel structure bridge as claimed in claim 1, wherein the system comprises: the shock absorption cable hoop comprises an integral cable strand clamping plate and shock absorption rubber.
3. The system for the linear adjustment of the cantilever construction in the overlong ropeless area of the steel structure bridge according to claim 1, wherein: the wire separating plate is of a three-layer structure, the middle of the wire separating plate is a rubber plate (10), and the outer layer of the wire separating plate is two galvanized metal pressing plates (11).
4. The system for the linear adjustment of the cantilever construction in the ultralong ropeless area of the steel structure bridge as claimed in claim 3, wherein: the hot-pressing die is characterized by further comprising an inner hexagonal cylindrical head screw (12), and the rubber plate (10) is connected with the galvanized metal pressing plate (11) through the inner hexagonal cylindrical head screw (12).
5. The system for the linear adjustment of the cantilever construction in the overlong ropeless area of the steel structure bridge according to claim 1, wherein: the steel strand (9) is a phi s15.2 low-relaxation prestressed steel strand.
6. The system for the linear adjustment of the cantilever construction in the overlong ropeless area of the steel structure bridge according to claim 1, wherein: still include support pier (3), and support seat (2) of propping on girder (1) are installed at the top of support pier (3).
7. The system and the method for linear adjustment of the cantilever construction in the ultralong ropeless area of the steel structure bridge according to claim 6, wherein the system comprises: the support pier (3) comprises a horizontal seat and a support rod.
8. The method for linear adjustment of the cantilever construction in the ultra-long ropeless area of the steel structure bridge according to any one of claims 1 to 7, wherein the method comprises the following steps: the method comprises the following steps:
the method comprises the following steps: before construction, linear contribution values which can be provided by the standby cables (5) are calculated in advance, and are matched with the permanent cables for use if necessary, and tension force, tension sequence and tension releasing sequence are determined;
step two: the spare cable (5) is arranged according to the calculation of the angle of the inhaul cable and the length of the cantilever, the position which is the farthest position of the cantilever end is selected, the spare cable (5) is arranged according to the permanent cable, the spare cable is arranged in the middle span which directly acts, and meanwhile the same spare cable needs to be arranged on the corresponding side span so as to balance the pulling force.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211400627.7A CN115748509A (en) | 2022-11-09 | 2022-11-09 | System and method for linear adjustment of cantilever construction in super-long ropeless area of steel structure bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211400627.7A CN115748509A (en) | 2022-11-09 | 2022-11-09 | System and method for linear adjustment of cantilever construction in super-long ropeless area of steel structure bridge |
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| Publication Number | Publication Date |
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| CN115748509A true CN115748509A (en) | 2023-03-07 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202211400627.7A Pending CN115748509A (en) | 2022-11-09 | 2022-11-09 | System and method for linear adjustment of cantilever construction in super-long ropeless area of steel structure bridge |
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| CN (1) | CN115748509A (en) |
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- 2022-11-09 CN CN202211400627.7A patent/CN115748509A/en active Pending
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