CN219218685U - Beam-arch combined bridge structure system - Google Patents
Beam-arch combined bridge structure system Download PDFInfo
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- CN219218685U CN219218685U CN202222927716.9U CN202222927716U CN219218685U CN 219218685 U CN219218685 U CN 219218685U CN 202222927716 U CN202222927716 U CN 202222927716U CN 219218685 U CN219218685 U CN 219218685U
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Abstract
The utility model discloses a beam-arch combined bridge structure system, which comprises a temporary consolidation device and a temporary steel truss cable tower cable-stayed cantilever construction system, wherein the temporary consolidation device is formed by welding and connecting a layered steel box with steel plates reserved on a steel box beam and a pier, and carrying out consolidation treatment on the steel plates by stretching steel strands; the temporary steel truss cable-stayed cantilever construction system comprises a steel truss cable tower, a temporary steel box girder consolidation system, bridge installation sections, a back cable, a stay cable and a suspender. The construction stage stress system conversion can realize the rapid construction of the beam-arch combined bridge, form a reliable construction stress system, ensure the safety of the bridge structure in the construction process, and simultaneously reduce the influence of construction auxiliary facilities on the construction bridge due to the design of components easy to disassemble and assemble.
Description
Technical Field
The utility model relates to the technical field of bridge engineering, in particular to a beam-arch combined bridge structure system.
Background
The lower bearing type beam-arch combined bridge is a novel bridge structure developed on the basis of a conventional concrete continuous bridge, and the spanning capacity of the concrete bridge is greatly improved due to the birth of the lower bearing type beam-arch combined bridge. Compared with the traditional continuous bridge, the underbearing beam-arch combined bridge has the advantages of improving the structural bearing efficiency of the bridge pier root section, reducing the mid-span stress and deflection, improving the stability and stress performance of the high pier, reducing the scale of the lower structure and the foundation engineering, improving the earthquake resistance of the structure and the like.
The main components of the underlaying type beam-arch combined bridge comprise a steel box girder, arch ribs and suspenders. The main stress mode is internal hyperstatic, the outside is divided into a static simple support structure and a hyperstatic continuous structure according to the arrangement form of the support and the design length of the main beam, and the engineering supported by the static simple support structure is the external hyperstatic continuous structure. The main girder of the steel box girder is mainly bent under the action of external load; the arch rib is mainly pressed under the action of external load; the suspender is an important part for connecting the girder and the arch rib of the steel box girder, and mainly takes tension under the action of external load, thereby playing an important role in internal force redistribution of the girder and the arch rib of the steel box girder; besides the connection of the arch rib and the steel box girder by the suspender, the complex structure of the girder arch node exists, and the double complexity of the structure and the stress is provided, so that the construction process is generally attributed to the girder section of the steel box girder, and the complexity of the welding process is avoided. The stress of the bridge is clear and reasonable, each component part can fully exert the material performance, but the requirement on the precision of the construction process is relatively severe due to the characteristic of clear stress, and the design of each component part is required to be controlled by Cheng Jing.
Therefore, at present, a simple construction method of 'beam-first-arch-later' is generally adopted for the combined bridge, namely, after continuous beam construction is completed, arch rib construction is carried out, and the common construction method of 'beam-first-arch-later' is briefly described as follows:
(1) After constructing a continuous girder by means of full framing, pushing, hoisting and the like, constructing an arch rib by erecting a full framing on the girder;
(2) After the continuous girder is constructed in the modes of full framing, pushing, hoisting and the like, arch rib construction is carried out on the continuous girder, and after the arch ribs are completed, the left and right arch ribs are closed through vertical rotators.
However, the construction method of the 'beam-first arch-second arch' can certainly cause the problems of long assembly time at bridge positions, more scattered parts, influence on construction efficiency and the like.
Disclosure of Invention
The utility model aims to solve the problems in the background art and provides a beam-arch combined bridge structure system.
In order to solve the technical problems, the technical scheme provided by the utility model is as follows: the temporary consolidation device is formed by welding and connecting a layered steel box with steel plates reserved on a steel box girder and a pier, and carrying out consolidation treatment on the steel plates by stretching steel strands; the temporary steel truss cable tower cable-stayed cantilever construction system comprises a steel truss cable tower, a temporary steel box girder consolidation system, a bridge installation section, a back cable, a stay cable and a suspender, so as to ensure the safety and reliability of the construction process.
Further, the main body of the temporary consolidation device is formed by welding an inner steel box and an outer steel box, so that the structure reliability is ensured, convenience is provided for the subsequent structural system conversion, and the steel box girder web can be removed only by cutting in a gas cutting mode.
Further, the temporary consolidation device, the steel box girder and the pier are welded through the embedded steel plates and tensioned through the steel strands, so that the excessive rigidity is not generated while the consolidation mode is ensured, and the excessive secondary internal force of the temporary consolidation device due to the load effects of temperature change, concrete shrinkage creep and the like is avoided.
Furthermore, the steel truss cable-stayed cantilever system can perform synchronous construction of the arch rib and the steel box girder tie beam, so that the construction safety is ensured, and meanwhile, the construction efficiency is greatly improved.
Further, a large number of pull rods are used for fixing bridge sections, so that safety in the construction process is guaranteed.
Compared with the prior art, the utility model has the advantages that:
1. compared with the existing beam-arch combined bridge construction method, the beam-arch combined bridge construction system has the advantages that the beam-arch combined bridge construction method is adopted, so that the construction efficiency is greatly improved, the temporary cantilever cable-stayed system with reasonable stress is adopted, fewer auxiliary structures are arranged in the construction process, the construction working face can be greatly increased, and a convenient way is provided for bridge detection and other works in the construction process;
2. according to the beam-arch combined bridge structure system, the temporary consolidation device is arranged between the steel box girder and the bridge pier, and is formed by welding layered steel boxes and welded with the steel box girder and the bridge pier embedded steel plates, so that a reliable stress device is formed in the construction process, larger secondary internal force can not be generated due to the effects of temperature load and the like, the dismantling process is only carried out in a simple gas cutting mode, the dismantling is convenient, and the influence on an original bridge is small.
3. According to the beam-arch combined bridge structure system, the arch rib and the girder segments of the bridge main body are hoisted through the cable towers, the back cables are arranged at the back of the cable towers and anchored on the ground, corresponding counterweights are arranged on the suspension arms in the hoisting process, bending moment balance at the center of the cable towers is guaranteed, and finally, the corresponding guy cables and the back cables are arranged after the segments are installed in place.
Drawings
FIG. 1 is a schematic view of a underhung beam-arch composite bridge of the present utility model.
Fig. 2 is a schematic cross-sectional view of a steel box girder of the underlaying girder arch composite bridge of the present utility model.
FIG. 3 is a schematic view of a temporary consolidation apparatus according to the present utility model.
Fig. 4 is an enlarged view of a portion of fig. 3 a in accordance with the present utility model.
Fig. 5 is a schematic view of a temporary rope tower apparatus according to the present utility model.
Fig. 6 is a schematic view of a first segment rib construction in accordance with the present utility model.
Fig. 7 is a schematic view of a second segment rib construction of the present utility model.
Fig. 8 is a schematic view of a third segment rib construction of the present utility model.
Fig. 9 is a schematic view of a fourth segment rib construction in accordance with the present utility model.
FIG. 10 is a schematic view illustrating the temporary consolidation apparatus according to the present utility model.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present utility model more apparent, the technical solutions of the embodiments of the present utility model will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present utility model, and it is apparent that the described embodiments are some embodiments of the present utility model, but not all embodiments of the present utility model. The components of the embodiments of the present utility model generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
In the description of the embodiments of the present utility model, it should be noted that, if the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate an azimuth or a positional relationship based on that shown in the drawings, or an azimuth or a positional relationship in which the product of the present utility model is conventionally put when used, it is merely for convenience of describing the present utility model and simplifying the description, and it does not indicate or imply that the apparatus or element to be referred to must have a specific azimuth, be configured and operated in a specific azimuth, and thus should not be construed as limiting the present utility model. Furthermore, the terms "first," "second," "third," and the like are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
Furthermore, the terms "horizontal," "vertical," "overhang" and the like, if any, do not denote a requirement that the component be absolutely horizontal or overhang, but rather may be slightly inclined. As "horizontal" merely means that its direction is more horizontal than "vertical", and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the embodiments of the present utility model, "plurality" means at least 2.
In the description of the embodiments of the present utility model, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "mounted," "connected," and "connected" should be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.
As shown in the figure, the beam-arch combined bridge structure system comprises a temporary consolidation device 1 and a temporary cable tower 2, wherein the temporary consolidation device 1 is used for connecting a steel box girder main beam 3 and a bridge pier 4 during construction, the bottom of the temporary cable tower 2 is consolidated on the steel box girder main beam 3, the temporary consolidation device 1 and the temporary cable tower 2 form a cantilever hoisting system during construction, a local cable-stayed bridge stress system is presented, and hoisting of arch rib 5 sections and steel box girder main beam 3 sections is carried out;
the beam arch combined section of the steel box girder 3 is welded with a top steel plate 6 at the bottom thereof, and the pier 4 is welded with a bottom steel plate 7 at the top thereof for welding connection with the temporary consolidation device 1;
the temporary consolidation device 1 is welded with a top steel plate 6 and a bottom steel plate 7, steel strands 9 are arranged at the center line 8 of the section of the temporary consolidation device 1 and are connected with a girder 3 and a pier 4 of a steel box girder, the temporary consolidation device 1 consists of an inner steel plate layer, an outer steel plate layer and a large steel box 10 with the same thickness as the small steel box 11, the temporary consolidation device 1 needs to be subjected to hole opening treatment at the center line of the section, and the steel strands 9 are ensured to pass through the center line of the temporary consolidation device 1;
the bottom of the temporary cable tower 2 is anchored with the steel box girder 3, a back cable 12 is arranged to prevent the temporary cable tower 2 from being unstable, the inclination angle between the back cable 12 and the temporary cable tower 2 is theta, theta is more than or equal to 30 degrees and less than or equal to 60 degrees, one end of a suspension arm 13 of the temporary cable tower 2 is used for lifting an arch rib 5 section and the steel box girder 3 section through a stay cable 14, a balancing weight 15 is required to be arranged at the other end of the suspension arm 13 during lifting, the balance of bending moment at the left end and the right end of the suspension arm 13 to the center of the temporary cable tower 2 is ensured, after the arch rib 5 section is lifted in place and welded, a corresponding stay cable 14 and the back cable 12 are arranged, the stay cable 14 is used for connecting the arch rib 5 section and the temporary cable tower 2, one end of the back cable 12 is connected with the ground in an anchoring manner, and one end of the back cable 12 is connected with the temporary cable tower 2.
Two rows of suspenders 16 are arranged at two sides of the arch rib 5, and the extension lines of the two suspenders 16 at the same position are intersected with the central line of the arch rib 5.
The boom 16 is a flexible boom 16, and comprises a sling and a protective tube, wherein the protective tube is sleeved outside the sling.
The connecting part of the suspender 16 is provided with a waterproof cover, the positions of the steel box girder main beam 3 and the suspender 16 are provided with waterproof structures, the waterproof structures are arranged at the protruding positions of the steel box girder main beam 3, and the protruding positions have slopes which are not less than 2%.
The temporary consolidation device 1 and the temporary cable tower 2 form a cable-stayed stress system in the construction process, and the beam-arch combined bridge is constructed in bilateral symmetry.
A conversion design and construction method of a beam-arch combined bridge structure system comprises the following steps:
1) The temporary consolidation device 1 is formed by welding a large steel box 10 and a small steel box 11;
2) The temporary consolidation device 1 is welded with pre-buried steel plates of a girder 3 and a pier 4 of a steel box girder, and a steel strand 9 is tensioned to form a reliable consolidation system;
3) Erecting a temporary steel truss temporary cable tower 2, and forming a temporary cable tower 2 structure in a cable-stayed system by tensioning a back cable 12;
4) Hoisting the segments of the divided arch ribs 5 by a hoisting device of the cable-stayed cantilever system of the temporary cable tower 2, fixing the segments by a cable 14 after hoisting, and arranging a corresponding back cable 12 on the back of the temporary cable tower 2 to ensure the safety performance of the construction structure;
5) Setting temporary suspenders 16 at the stage of installing and welding the arch ribs 5, and constructing the girder 3 sections of the steel box girder through the temporary suspenders 16 to achieve synchronous girder and arch construction so as to achieve the purposes of accelerating construction efficiency and guaranteeing construction safety;
6) After the arch beam and the main beam are closed, the steel web of the temporary consolidation device 1 is removed in a simple gas cutting 18 mode, so that the aim of converting a structural system is fulfilled;
7) Symmetrically welding the side beams 17 on the two sides of the steel tie beam to form a complete section of the steel box beam;
8) Dismantling the temporary cable tower 2;
9) And after the section of the steel box girder is completed, hoisting and wet joint construction are carried out on the prefabricated bridge deck.
The suspender 16 is constructed after the arch rib 5 sections are hoisted, welded and fixed in place, the suspender 16 is a 'permanent face combination' device, plays a role in fixing a main beam in the construction process, and plays a role in redistributing the internal forces of the arch rib 5 and the main beam in the bridge forming stage; the boom 16 tension is monitored after each section of construction is completed.
The section of the steel box girder 3 is lifted to a designed elevation through the suspension arm 13 of the temporary cable tower 2, and welded; the steel box girder 3 sections are connected by the suspenders 16 after welding, and an initial tensile force F, f=800 kN is set.
The temporary consolidation device 1 is dismantled after the closure of the main girder 3 of the midspan steel box girder to finish the system conversion, and the cantilever cable-stayed construction system is converted into a continuous rigid frame stress system; the temporary consolidation device 1 firstly releases the tension of the steel strand 9 and then cuts a large steel box 10 and a small steel box 11; the steel strand 9 tension of the temporary consolidation device 1 is removed through a jack, and clamping pieces are taken out from an anchor ring one by adopting the jack; the steel box of the temporary consolidation device 1 is dismantled in a gas cutting mode, and the outer large steel box 10 is cut firstly, and then the inner small steel box 11 is cut; the large steel box 10 and the small steel box 11 of the temporary consolidation device 1 need to monitor the elevation of the bridge after the cutting is completed, and the elevation change is ensured to be smaller than 2mm.
In particular, as shown in fig. 1, the present utility model is directed to a underlaying beam-arch composite bridge comprising ribs, steel girders, booms and piers. The temporary steel box girder consolidation device designed by the utility model is positioned at the connection position of the arch rib and the bridge pier.
As shown in fig. 2, which is a cross-sectional view of a steel box girder, steel plates are pre-buried at the bottom of the box girder during the processing of the steel tie girder for welding with a temporary consolidation device, and the tie girder part in the drawing is hoisted and welded after the arch rib and the main girder are closed.
As shown in fig. 3 and 4, the temporary consolidation device is formed by stretching steel strands and welding upper and lower steel plates, and the main body of the consolidation device is formed by adopting a multi-layer steel box form, and a large steel box is sleeved with a small steel box and welded in a layered manner. The specific welding process is that a small steel box and a large steel box are welded with an upper steel plate and a lower steel plate of a temporary support. The method can reduce the influence of temperature change and concrete hydration heat on the internal force of the bridge segment members, is convenient for the disassembly after the structural system conversion, and can be carried out by only gas cutting of the steel box web.
As shown in fig. 5, the temporary cable tower consists of a cable tower main body, a back cable, a guy cable and a suspension arm, wherein the back cable is used for stabilizing the temporary cable tower structure and guaranteeing the stability in the construction process, one end of the back cable is connected with the cable tower, and the other end is anchored with the ground; the inhaul cable is used for connecting the cable tower and the arch rib stage, so that the stability of the arch rib stage in the construction process is ensured; the inhaul cable and the back cable are additionally arranged after each section of construction is completed, so that the structural stress reliability and safety are met; one end of the suspension arm is provided with a lifting device for lifting the arch rib section and the steel box girder main girder section, and the other end of the suspension arm is used for placing a balancing weight so as to ensure that the two ends of the suspension arm act on the bending moment balance of the center of the cable tower.
As shown in fig. 6 to 9, the temporary steel truss cantilever cable-stayed construction system is used for constructing arch ribs and girder segments, the stress principle is mainly that arch rib segment members enable cable towers to bear pressure and back cables to bear tension through cables, the definite stress system is more definite for safety control in the construction process, and the steel girder tie beam is used for fixing construction through suspenders on the arch rib segments. The concrete construction sequence is as follows: (1) After the temporary consolidation device, the cable tower and the back cable are installed, hoisting the arch rib of the first section; (2) The guy cable of the arch rib stage and the corresponding back cable are fixed after the arch rib hoisting of the first stage is completed; (3) The boom construction is carried out, and a foundation is laid for the subsequent hoisting of the girder segments; (4) The main girder segment which is hoisted in place is connected with the suspender in an anchoring way, the suspender is provided with an initial tension of 800kN, and the tension is required to be monitored and adjusted in the construction process, so that the reliability and safety of bridge construction are ensured; (5) And repeating the steps to construct the subsequent sections, wherein the construction of the sections is symmetrically carried out. The stress system for synchronous construction of the beam and the arch is beneficial to improving the construction efficiency of the bridge, and meanwhile, the safety in the construction process can be improved, and the influence on the navigation under the bridge is reduced.
As shown in fig. 10, for the schematic view of releasing constraint of the temporary consolidation device, the constraint is released under the condition of ensuring that the whole bridge is stressed reliably, and the specific constraint sequence is as follows: (1) Firstly, removing steel strands at the top of a box girder, and taking out clamping pieces from an anchor ring one by adopting a jack to remove the constraint force of the steel strands; (2) Removing rigid connection between the temporary support and the bottom plate of the box girder by adopting a gas cutting method, specifically, slowly cutting a plurality of layers of steel boxes layer by layer, wherein each layer of cutting needs to observe the change of the box girder until the box girder is completely separated from the temporary support; (3) And observing the elevation before and after releasing the constraint, and controlling the elevation change before and after within a range of 2mm.
The utility model and its embodiments have been described above with no limitation, and the actual construction is not limited to the embodiments of the utility model as shown in the drawings. In summary, if one of ordinary skill in the art is informed by this disclosure, a structural manner and an embodiment similar to the technical solution should not be creatively devised without departing from the gist of the present utility model.
Claims (5)
1. A beam-arch combined bridge structure system is characterized in that: the temporary consolidation device is used for connecting a steel box girder and a bridge pier during construction, the bottom of the temporary cable tower is consolidated on the steel box girder, and the temporary consolidation device and the temporary cable tower form a cantilever hoisting system during construction, and a local cable-stayed bridge stress system is presented for hoisting arch rib sections and steel box girder sections;
the girder arch combined section of the girder of the steel box girder is welded with a top steel plate at the bottom of the girder arch combined section, and a pier is welded with a bottom steel plate at the top of the girder arch combined section for welding connection with a temporary steel box consolidation device;
the temporary consolidation device is formed by an inner steel plate layer, an outer steel plate layer and a large steel box layer which are the same in thickness and a small steel box layer, and is required to be subjected to hole forming treatment at the center line of the section so as to ensure that the steel strands penetrate through the center line of the temporary consolidation device;
the temporary cable tower is characterized in that the bottom of the temporary cable tower is anchored with the steel box girder main beam together, a back cable is arranged to prevent the temporary cable tower from being unstable, the inclination angle of the back cable and the temporary cable tower is theta, theta is more than or equal to 30 degrees and less than or equal to 60 degrees, one end of a suspension arm of the temporary cable tower is used for lifting an arch rib section and the steel box girder main beam section through a stay cable, a balancing weight is arranged at the other end of the suspension arm during lifting, the balance of bending moment of the center of the temporary cable tower at the left end and the right end of the suspension arm is ensured, after the arch rib section is lifted in place and welded, a corresponding stay cable and a back cable are arranged for the arch rib section, the arch rib section is connected with the temporary cable tower, one end of the back cable is connected with the ground anchor, and the other end of the back cable is connected with the temporary cable tower.
2. A beam-arch composite bridge structural system according to claim 1, wherein: two rows of suspenders are arranged on two sides of the arch rib, and extension lines of the two suspenders at the same position are intersected with the center line of the arch rib.
3. A beam-arch composite bridge structural system according to claim 2, wherein: the suspender is a flexible suspender and comprises a sling and a protective tube, wherein the protective tube is sleeved outside the sling.
4. A beam-arch composite bridge structural system according to claim 3, wherein: the connecting part of the hanging rod is provided with a waterproof cover, a waterproof structure is arranged at the positions of the steel box girder and the hanging rod, the waterproof structure is arranged at the protruding position of the steel box girder, and the protruding has a gradient which is not less than 2%.
5. A beam-arch composite bridge structural system according to claim 1, wherein: the temporary consolidation device and the temporary cable tower form a cable-stayed stress system in the construction process, and the beam-arch combined bridge structure system performs bilateral symmetry construction.
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| CN202222927716.9U CN219218685U (en) | 2022-11-03 | 2022-11-03 | Beam-arch combined bridge structure system |
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| CN202222927716.9U CN219218685U (en) | 2022-11-03 | 2022-11-03 | Beam-arch combined bridge structure system |
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