Method and system for installing orthotropic plate bridge deck steel beam and bridge

Abstract

The invention relates to the technical field of bridge construction, and provides an orthotropic plate bridge deck steel beam installation method and system and a bridge. The method changes an existing block installation mode, edge longitudinal beams of all sections of a whole span are assembled and spliced into the whole span to be installed, and then the whole span is installed; then, a bearing structure for connecting the two fulcrums is formed by utilizing the relatively strong bending resistance of the side longitudinal beams, and the bridge deck with the cross beams is mounted, so that the hoisting weight is obviously reduced while the two fulcrums of the bridge are spanned, the relatively small rated hoisting capacity is realized, and the bridge deck steel beam mounting of a sling-free area can be completed without erecting a bracket; the cost input is reduced, the adaptability is good, the steel beam is worthy of wide popularization, and the application range of the orthotropic plate bridge deck steel beam is also expanded.

Description

Technical Field

[0002] The invention relates to the technical field of bridge construction, in particular to an installation method and system for an orthotropic slab bridge deck steel beam and a bridge. Background Art

[0003] The bridge deck steel beam of the orthotropic slab system is mainly composed of side longitudinal beams, cross beams and bridge deck. According to the road transportation conditions, the designed lifting segments (such as Figure 1 As shown in the figure, the steel beam is divided into three parts: a number of side longitudinal beams 1, a number of cross beams 2 and a number of bridge decks 3, and transported to the site. The side longitudinal beams 1, cross beams 2 and bridge decks 3 are then assembled into designed lifting segments for installation, or several designed lifting segments are further assembled into full-span steel beams for installation. Because the designed lifting segments are usually a full-span steel beam divided into several segments, it is impossible to use the lower structure such as piers for support before the full span is formed, and it is necessary to use slings for cantilever assembly. For orthogonal anisotropic slab bridge deck steel beams without slings, brackets must be erected as temporary supports. After the full span assembly is completed and the steel beams can support themselves on the lower structure of the bridge such as piers and abutments, the brackets can be removed, resulting in high cost investment. If the bridge deck steel beams in the area without slings are installed as a whole span, the lifting capacity of the lifting equipment is required to be high, and the equipment cost investment is large. Summary of the invention

[0004] The purpose of the present invention is to solve the problem in the prior art that when installing orthotropic slab bridge deck steel beams, the cost of investment in lifting equipment is large or the cost of investment in temporary support brackets is large, and provide an installation method, system and bridge for orthotropic slab bridge deck steel beams.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is: A method for installing an orthotropic slab bridge deck steel beam comprises the following steps: S1. Hoist the side longitudinal beam of the whole span, and place the two ends of the side longitudinal beam on the first supports of two adjacent lower structures respectively, wherein the first support and the side longitudinal beam and the corresponding support pad stone are not consolidated; S2, connecting the designed hoisting segment to the two side longitudinal beams by hoisting, so as to complete the installation of the bridge deck steel beam of the current span, wherein the designed hoisting segment includes a cross beam and a bridge deck; S3, switching the bridge deck steel beam of the current span from the first support to the second support for support and temporary fixation through a jacking mechanism, wherein the second support and the jacking mechanism are both connected to the corresponding lower structure; S4. After the bridge deck steel beams of the entire bridge are connected, the bridge deck steel beams of the entire bridge are switched from the second bearings to supported and fixed by the installed first bearings through all the jacking mechanisms, thereby completing the installation of the bridge.

[0006] By adopting the installation method of orthogonal anisotropic plate bridge deck steel beams described in the present invention, the original designed lifting segments are converted into full-span side longitudinal beams and lifting segments including cross beams and bridge panels, which are lifted separately, and there is no need to lift the full-span bridge deck steel beams, thereby effectively reducing the lifting capacity requirements for the lifting equipment and reducing the investment cost of the lifting equipment. If cable lifting is adopted, the anchoring requirements and geological requirements are also reduced. The lifting segments are supported by the full-span side longitudinal beams, and there is no need to set up additional lower supports, which reduces the investment in auxiliary measures and does not require special consideration of the terrain under the bridge. The side longitudinal beams are first supported by the first bearing that has not been installed and fixed, so that they can be assembled in place to form the full-span bridge deck steel beams, and the first bearing is the subsequent operating bearing, which avoids the additional setting of temporary support structures, further reduces cost investment, and improves construction efficiency. Switching to the temporarily fixed second bearing to support the entire span still does not require additional auxiliary measures, and it is also convenient for stably supporting the heavier entire span bridge deck steel beam and avoiding the permanent bearing from bearing a large load before it is installed and fixed. After the entire bridge is through, switch to the installed first bearing for support. This method changes the existing block installation mode. The segmented side longitudinal beams of the entire span are first assembled into a whole span for installation, and then the strong bending resistance of the side longitudinal beams is used to form a load-bearing structure connecting the two fulcrums, and then the bridge deck with crossbeams is installed. While achieving the crossing of the two fulcrums of the bridge, the lifting weight is significantly reduced, thereby achieving a smaller rated lifting weight and the bridge deck steel beam installation in the non-sling area can be completed without the need to set up a bracket, which reduces the cost investment, has good adaptability, is worthy of wide promotion, and also expands the scope of application of orthotropic plate bridge deck steel beams.

[0007] Preferably, steps S1 to S3 are used to construct the bridge deck steel beams connected to the abutments.

[0008] This method can be used only for the span of bridge deck steel beam connecting the abutments. Since the weight of the installed entire span is greater than the weight of the segment to be suspended, the remaining spans can be suspended to avoid whole-span hoisting and additional support installation. Of course, this method can also be used for the entire bridge.

[0009] Preferably, in step S1, the hanging points of the side longitudinal beams include a main hanging point and an auxiliary hanging point, and the auxiliary hanging point is located on a cross beam connecting plate of the side longitudinal beams.

[0010] Preferably, the jacking mechanism and the second support both support the bridge deck steel beam by supporting the cross beam, and the corresponding cross beam is provided with a stiffening plate.

[0011] A system for installing an orthotropic slab bridge deck steel beam, applied to any of the above-mentioned methods for installing an orthotropic slab bridge deck steel beam, comprising: Cables are used for lifting, the cables are anchored on both banks, and the lifting capacity of the cables is greater than the weight of the entire span side longitudinal beam of the maximum span; Lifting mechanism; A first support and a second support.

[0012] By adopting the installation system of the orthogonal anisotropic plate bridge deck steel beam described in the present invention, each part of the structure can adopt the existing structure, and the lifting capacity of the cable is selected according to the weight of the full-span side longitudinal beam of the maximum span. Compared with the full-span bridge deck steel beam, the lifting capacity requirement is greatly reduced. The installation is performed only through a first bearing for permanent use and a second bearing for temporary auxiliary support, without adding any additional auxiliary measures and structures, thereby effectively reducing the construction cost and shortening the construction period.

[0013] Preferably, it also includes a transverse limiting component and a longitudinal limiting component.

[0014] Further preferably, in step S3, the bridge deck steel beam of the current span is temporarily fixed by the transverse limiting component and the longitudinal limiting component.

[0015] Preferably, during the construction process, the top surfaces of the first support and the second support are provided with cushion steel plates, and the top surfaces of the cushion steel plates are provided with buffer components.

[0016] Avoid damage to the surface of the bridge deck steel beams, and reduce the impact of the installation process on the displacement of the steel beams and the impact of the steel beams on the displacement of the lower structure.

[0017] Preferably, the second support and the lifting mechanism are both located between two of the first supports on the same side.

[0018] A bridge is constructed using the above-mentioned method for installing an orthotropic slab bridge deck steel beam or the above-mentioned system for installing an orthotropic slab bridge deck steel beam.

[0019] The use of the bridge described in the present invention can effectively reduce the investment in lifting equipment and additional auxiliary measures in the construction process, thereby saving construction costs and shortening the construction period.

[0020] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. The method for installing an orthotropic slab bridge deck steel beam described in the present invention changes the existing block installation mode. The side longitudinal beams of each segment of the whole span are first assembled into a whole span for installation. Then, the strong bending resistance of the side longitudinal beams is used to form a load-bearing structure connecting two fulcrums. Then, the bridge deck with a crossbeam is installed. While spanning the two fulcrums of the bridge, the lifting weight is significantly reduced, thereby achieving a smaller rated lifting weight and completing the installation of the bridge deck steel beam in the non-slinging area without setting up a bracket, thereby reducing the cost investment, having good adaptability, being worthy of wide promotion, and also expanding the scope of application of the orthotropic slab bridge deck steel beam.

[0021] 2. By adopting the installation system of the orthogonal anisotropic plate bridge deck steel beam described in the present invention, all parts of the structure can adopt the existing structure, and the lifting capacity of the cable is selected according to the weight of the full-span side longitudinal beam of the maximum span. Compared with the full-span bridge deck steel beam, the lifting capacity requirement is greatly reduced. The installation is only carried out through the first bearing for permanent use and the second bearing for temporary auxiliary support, without adding any additional auxiliary measures and structures, which effectively reduces the construction cost and shortens the construction period.

[0022] 3. The use of a bridge according to the present invention can effectively reduce the investment in lifting equipment and additional auxiliary measures in the construction process, thereby saving construction costs and shortening the construction period. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is an exploded schematic diagram of the existing design hoisting segment of an orthotropic slab bridge deck steel beam; Figure 2 is a schematic structural diagram of an example bridge of Embodiment 1; Figure 3 is a schematic diagram of step S1 of a method for installing an orthotropic slab bridge deck steel beam; Figure 4 is a schematic diagram of step S2 of a method for installing an orthotropic slab bridge deck steel beam; Figure 5 is a schematic plan view of step S3 of a method for installing an orthotropic slab bridge deck steel beam (the bridge deck is not shown); Figure 6 It is a schematic diagram of the arrangement of the hanging points of the side longitudinal beams; Figure 7 is a schematic elevation view of an installation system for an orthotropic slab bridge deck steel beam according to Example 2 (cables are not shown); Figure 8 yes Figure 6 Sectional view of AA in the middle; Fig. 9 It is a schematic diagram of the installation position of the longitudinal limiting component of Example 2.

[0024] Figure numerals: 1-side longitudinal beam; 11-first lifting ear; 12-second lifting ear; 2-cross beam; 3-bridge deck; 4-lower structure; 41-support pad stone; 51-first support; 52-second support; 6-lifting mechanism; 71-lateral limiting component; 72-longitudinal limiting component. DETAILED DESCRIPTION

[0025] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0026] In order to make the purpose, technical scheme and advantages of the present invention more clear, the present invention is further described in detail below in conjunction with test examples and specific implementation methods. However, this should not be understood as the scope of the above-mentioned subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0027] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0028] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0029] In addition, the expressions “first”, “second”, “third”, etc. that appear in the terms are merely descriptions used to distinguish the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0030] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0031] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0032] Example 1 The method for installing an orthotropic bridge deck steel beam adopted in this embodiment comprises the following steps: S1, hoisting the side longitudinal beam 1 of the whole span, placing the two ends of the side longitudinal beam 1 on the first supports 51 of two adjacent lower structures 4 respectively, wherein the first supports 51 and the side longitudinal beam 1 and the corresponding support pad stone 41 are not consolidated; S2, connecting the designed hoisting segment to the two side longitudinal beams 1 by hoisting, completing the installation of the bridge deck steel beam of the current span, wherein the designed hoisting segment includes the cross beam 2 and the bridge deck 3; S3, switching the bridge deck steel beam of the current span from the first support 51 to the second support 52 for support and temporary fixation through the jacking mechanism 6, wherein the second support 52 and the jacking mechanism 6 are both connected to the corresponding lower structure 4; S4. After the bridge deck steel beams of the entire bridge are connected, the bridge deck steel beams of the entire bridge are switched from the second bearings 52 to supported and fixed by the installed first bearings 51 through all the jacking mechanisms 6, thereby completing the installation of the bridge.

[0033] For example, Figure 2 The steel truss arch bridge shown has a span of 310m. The bridge deck steel beam is an orthotropic plate system. The orthotropic plate bridge deck steel beam of the whole bridge is divided into 39 hoisting segments, including 14 sections of bridge deck steel beams above the arch (i.e. bridge deck steel beams in the cable-free area) and 25 sections of bridge deck steel beams under the arch (i.e. bridge deck steel beams in the cable-free area). There are deep U-shaped river valleys on both sides of the bridge, with extremely steep bank slopes and extremely narrow working sites.

[0034] First, the construction of the abutments, piers between arch ribs and abutments, and support beams on the arch ribs is completed, that is, the construction of the lower structure 4 is completed. Then, several side longitudinal beam segments are assembled into a whole side longitudinal beam 1 according to the whole span, and the beam 2 and the bridge deck 3 are assembled into the designed hoisting segments according to the segment division. The first support 51 (i.e., permanent support) under the side longitudinal beam 1 and the transverse limiting components 71 and longitudinal limiting components 72 of the side longitudinal beam 1 are installed. The first support 51 is padded with steel plates to the designed elevation, and a buffer component is laid on the top of the padded steel plate, such as a high-strength rubber plate or PTFE skateboard with a thickness of not less than 3mm, to prevent the padded steel plate from damaging the bottom surface of the steel beam. The thickness of a single padded steel plate should be between 1-10mm. At this time, the upper seat plate bolts of the first support 51 are not connected to the bottom surface of the side longitudinal beam 1, and the lower seat plate bolts are not consolidated with the support pad stone 41. The side longitudinal beam 1 of the entire span is hoisted to the corresponding first support 51, as shown in the figure. Figure 3 shown.

[0035] The lower structure 4 is provided with a transverse limiting component 71 and a longitudinal limiting component 72. The limiting component can be set by a steel section to limit the longitudinal and transverse displacement of the bridge deck steel beam during the installation process. The longitudinal limiting component 72 can be installed at the abutment, such as Figure 5 and Fig. 9 As shown, the transverse limiting member 71 can be installed on the outer side of the side longitudinal beam 1 on the abutment, pier and arch rib, as shown in FIG. Figure 5 and Figure 7 As shown, the limiting components should be reliably connected with the abutments, the piers between the arch ribs and the abutments, and the supporting cross beams on the arch ribs in advance to ensure their ability to limit the longitudinal and transverse displacement of the steel beams. After the side longitudinal beam 1 is hoisted into place, it is necessary to accurately locate the installation position. When positioning, the limiting components can be used as reaction frames, that is, the two ends of the chain hoist are respectively hung on the steel beam and the limiting device, or the two ends of the jack are respectively supported on the limiting device and the steel beam to adjust the longitudinal and transverse positions of the side longitudinal beam 1. When the subsequent cross beam 2 and bridge deck 3 blocks are installed, the spacing between the left and right side longitudinal beams 1 is also adjusted in this way, so that the cross beam and bridge deck 3 blocks can be smoothly installed between the left and right side longitudinal beams 1.

[0036] Since a cross beam connecting plate connected to the cross beam 2 is arranged on the inner side of the side longitudinal beam 1, if the conventional lifting lug is arranged on the center line of the side longitudinal beam 1, the side longitudinal beam 1 is prone to tilt during the lifting process. In order to avoid tilting caused by the center of gravity not being on the center line of the side longitudinal beam 1, a lifting device for leveling the side longitudinal beam 1 can be arranged on the cross beam connecting plate between the side longitudinal beam 1 and the cross beam 2 as a secondary lifting point, so as to realize the lifting and leveling of the side longitudinal beam 1. Figure 6 As shown, a first lifting lug 11 and a second lifting lug 12 are provided on the side longitudinal beam 1. The first lifting lug 11 is located on the center line of the side longitudinal beam 1, and the second lifting lug 12 is located on the cross beam connecting plate, serving as auxiliary lifting points. The main lifting point and the auxiliary lifting point may be located at the same section or may not be located at the same section. The number of the main lifting points and the auxiliary lifting points is set according to actual needs.

[0037] Then, if Figure 4 As shown, the design and installation of the hoisting segments are performed segment by segment until the entire span is installed. The hooks can be removed only after the designed hoisting segments of the cross beam 2 and the bridge deck 3 are reliably connected to the side longitudinal beam 1. If bolts are used for connection, the bolt installation ratio before removing the hooks shall not be less than 60%. If welding is used for connection, the welding ratio of the weld shall not be less than 50%.

[0038] Then, the jacking mechanism 6 is used to jack up the entire span of the bridge deck steel beam, so that the side longitudinal beam 1 is separated from the first support 51, the cushion steel plate and the high-strength rubber plate (or skateboard) on the first support 51 are pulled out, and then the second support 52 is installed. Of course, it can also be installed before. After that, the jacking mechanism 6 returns to the jacking down beam so that the bridge deck steel beam is supported on the second support 52. The second support 52 is also provided with a cushion steel plate. A high-strength rubber plate or PTFE skateboard with a thickness of not less than 3 mm is set on the top of the cushion steel plate to reduce friction, facilitate the adjustment of the steel beam position, and prevent the cushion steel plate from damaging the bottom surface of the steel beam. Then, the bridge deck steel beam of this span is temporarily fixed, such as by temporarily fixing it by a transverse limiting component 71 and a longitudinal limiting component 72. Figure 5 shown.

[0039] Finally, after the bridge deck steel beams of the entire bridge are connected, all the jacking mechanisms 6 are used to jack up the steel beams of the entire bridge together, and the bridge deck steel beams of the entire bridge are switched from the second support 52 to be supported and fixed by the installed first support 51, thereby completing the installation of the bridge.

[0040] In some optional embodiments, steps S1 to S3 are used to construct the bridge deck steel beam connected to the abutment, that is, only the span connected to the abutment is constructed using the method of steps S1 to S3 above.

[0041] In some optional embodiments, top-supported arch bridges and bottom-supported arch bridges may also be constructed using this method.

[0042] In some optional embodiments, the hoisting system can be selected according to factors such as the mountain conditions on both sides and the weight of the entire span of the side longitudinal beam 1.

[0043] The method for installing an orthogonal anisotropic plate bridge deck steel beam described in the present invention changes the existing block installation mode. The side longitudinal beams 1 of each segment of the whole span are first assembled into a whole span for installation, and then the strong bending resistance of the side longitudinal beams 1 is used to form a load-bearing structure connecting two fulcrums, and then the bridge deck 3 with the cross beam 2 is installed. While spanning the two fulcrums of the bridge, the lifting weight is significantly reduced, thereby achieving a smaller rated lifting weight and completing the installation of the bridge deck steel beam in the non-slinging area without setting up a bracket, thereby reducing the cost investment, having good adaptability, and worthy of wide promotion.

[0044] Example 2 A system for installing an orthotropic slab bridge deck steel beam is applied to an installation method for an orthotropic slab bridge deck steel beam as in Example 1, comprising the following steps: include: Cables, used for lifting, said cables being anchored on both banks, and having a lifting capacity greater than the weight of the entire span side longitudinal beam 1 of the maximum span; Lifting mechanism 6; A first support 51 and a second support 52; The transverse limiting member 71 and the longitudinal limiting member 72 are as follows: Figure 5 , Figure 7 and Fig. 9 shown.

[0045] The cable lifting capacity should meet the weight requirement of the entire span longitudinal beam 1 of the maximum span. The blocks of the cross beam 2 and the bridge deck 3 can be assembled according to the designed lifting segment length, and the assembly length can also be appropriately increased or decreased according to the lifting capacity of the lifting equipment.

[0046] See also Figure 3-Figure 9 As shown, the second bearing 52 and the jacking mechanism 6 are both located between the two first bearings 51 on the same side. The first bearing 51 is arranged on the corresponding bearing pad stone 41. There are two second bearings 52 on the same side. The jacking mechanism 6 is provided on both longitudinal sides of the second bearing 52. The jacking mechanism 6 and the second bearing 52 should be arranged corresponding to the position of the cross beam 2. A stiffening cross partition should be provided at the position below the corresponding cross beam 2 to ensure the bearing capacity of the cross beam. The bearing capacity of the second bearing 52 and the jacking mechanism 6 should be calculated and determined based on the whole process installation condition of the bridge deck steel beam, and the bearing capacity of the temporary bearing and the jack should not be less than twice the calculated load.

[0047] The installation system of orthogonal anisotropic plate bridge deck steel beams described in the present invention can be used. Each part of the structure can adopt the structure in the prior art. The lifting capacity of the cable is selected according to the weight of the full-span side longitudinal beam 1 of the maximum span. If the whole bridge adopts this method, it is selected according to the weight of the full-span side longitudinal beam 1 of the maximum span of the whole bridge. If it is only for two side spans, it is selected according to the weight of the full-span side longitudinal beam 1 of the two side spans. Compared with the full-span bridge deck steel beam, the lifting capacity requirement is greatly reduced. It is installed only through the first support 51 used in the operation period and the second support 52 for temporary auxiliary support. No additional auxiliary measures and structures are added before lifting the side longitudinal beam 1. The second support 52 and the jacking mechanism 6 are both located on the lower structure 4. There is no need to set up additional brackets or increase the lifting capacity of the lifting system, which effectively reduces construction costs and shortens the construction period.

[0048] Example 3 A bridge is constructed using an installation method for orthotropic slab bridge deck steel beams as described in Example 1 or an installation system for orthotropic slab bridge deck steel beams as described in Example 2.

[0049] The use of the bridge described in the present invention can effectively reduce the investment in lifting equipment and additional auxiliary measures in the construction process, thereby saving construction costs and shortening the construction period.

[0050] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for installing an orthotropic bridge deck steel beam, characterized in that: The steps include: S1, hoisting the side longitudinal beam (1) of the whole span, placing the two ends of the side longitudinal beam (1) on the first supports (51) of two adjacent lower structures (4), respectively, wherein the first supports (51) and the side longitudinal beam (1) and the corresponding support pad stones (41) are not consolidated; S2, connecting the designed hoisting segment to the two side longitudinal beams (1) by hoisting, thereby completing the installation of the bridge deck steel beam of the current span, wherein the designed hoisting segment includes a cross beam (2) and a bridge deck (3); S3, switching the bridge deck steel beam of the current span from the first support (51) to the second support (52) for support and temporary fixation through the jacking mechanism (6), wherein the second support (52) and the jacking mechanism (6) are both connected to the corresponding lower structure (4); S4. After the bridge deck steel beams of the entire bridge are connected, the bridge deck steel beams of the entire bridge are switched from the second support (52) to the installed first support (51) for support and fixation through all the jacking mechanisms (6), thereby completing the installation of the bridge.

2. The method for installing an orthotropic bridge deck steel beam according to claim 1, characterized in that: The steps S1 to S3 are used to construct the bridge deck steel beams connected to the abutments.

3. The method for installing an orthotropic bridge deck steel beam according to claim 1, characterized in that: In step S1, the hanging points of the side longitudinal beam (1) include a main hanging point and an auxiliary hanging point, and the auxiliary hanging point is located on the cross beam connecting plate of the side longitudinal beam (1).

4. A method for installing an orthotropic bridge deck steel beam according to any one of claims 1 to 3, characterized in that: The jacking mechanism (6) and the second support (52) both support the bridge deck steel beam by supporting the cross beam (2), and the corresponding cross beam (2) is provided with a stiffening plate.

5. An installation system for orthotropic bridge deck steel beams, characterized in that: A method for installing an orthotropic bridge deck steel beam as claimed in any one of claims 1 to 4, comprising: Cables are used for lifting, the cables are anchored on both banks, and the lifting capacity of the cables is greater than the weight of the entire span side longitudinal beam (1) of the maximum span; Lifting mechanism (6); A first support (51) and a second support (52).

6. The installation system of an orthotropic bridge deck steel beam according to claim 5, characterized in that: It also includes a transverse limiting component (71) and a longitudinal limiting component (72).

7. The installation system of orthotropic bridge deck steel beam according to claim 6, characterized in that: In step S3, the bridge deck steel beam of the current span is temporarily fixed by means of the transverse limiting component (71) and the longitudinal limiting component (72).

8. The installation system of orthotropic bridge deck steel beam according to claim 5, characterized in that: During the construction process, the top surfaces of the first support (51) and the second support (52) are provided with cushioning steel plates, and the top surfaces of the cushioning steel plates are provided with buffer components.

9. An installation system for orthotropic bridge deck steel beams according to any one of claims 5 to 8, characterized in that: The second support (52) and the lifting mechanism (6) are both located between the two first supports (51) on the same side.

10. A bridge, characterized in that: The construction is carried out by using an installation method for an orthotropic slab bridge deck steel beam as described in any one of claims 1 to 4 or an installation system for an orthotropic slab bridge deck steel beam as described in any one of claims 5 to 9.

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