A method for constructing a separated steel box girder cross beam of a large-span self-anchored suspension bridge

Abstract

The present invention relates to the technical field of bridge construction, and more specifically, it relates to a method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge, comprising the following steps: installing the steel box beam of an in-situ hoisting section in the middle of the span, hoisting the cross beam in the area where the tower is located in the middle of the span, hoisting the steel box beam on a jacking structure, jacking the steel box beam of the left span until it is flush with the steel box beam of the right span, cooperating to hoist the cross beam until the left span jacking section and the in-situ hoisting section are connected, hoisting the cross beam in the area where the tower is located on the opposite side of the tower in the middle of the span, hoisting the remaining steel box beams of the in-situ hoisting section, hoisting the cross beam on the side of the bridge tower close to the middle of the span, lifting the steel box beams and cross beams of the cable-stayed suspension section of the two spans in the middle of the span, connecting the cable-stayed suspension section in the middle of the span with the in-situ hoisting section, hoisting the steel box beam in the area where the right span of the bridge tower is located until they are connected, and finally hoisting the cross beam at the bridge tower. The present invention can improve the reuse rate of hoisting equipment, reduce the construction period, and solve the problem of complex construction.

Description

Technical Field

[0001] The invention relates to the technical field of bridge construction, in particular to a construction method for a separated steel box beam cross beam of a large-span self-anchored suspension bridge. Background Art

[0002] The long-span self-anchored suspension bridge is a unique bridge structure, mainly used to cross wide waters or areas with complex terrain. Unlike traditional suspension bridges, its anchorage does not rely on fixed foundations on both sides, but transmits tension to the bridge towers through the bridge's own weight, so that the bridge can be supported independently. In the long-span self-anchored suspension bridge, the separated steel box girder and crossbeam structure is an efficient structural form, which is mainly used to optimize the bridge's mechanical performance and stiffness. The separated steel box girder is usually composed of multiple independent steel boxes, and the crossbeam is used as a connecting component to achieve overall collaboration, which not only reduces the weight of the beam, but also improves the torsional performance. Therefore, this structure significantly improves the wind resistance and dynamic performance of the bridge.

[0003] During the construction of the separated steel box girder cross beam of a large-span self-anchored suspension bridge, due to the heavy weight and volume of the steel box girder and cross beam, it is usually necessary to use a variety of lifting equipment for lifting. If the construction method is not designed properly, it is easy to lead to low equipment utilization rate of the lifting equipment during the construction process, increase the movement and installation time of the lifting equipment, cause complex construction problems, and thus extend the construction period. Summary of the invention

[0004] In order to improve the reuse rate of lifting equipment, significantly reduce the construction period, and solve the complex problem of construction of separated steel box girder cross beams of large-span self-anchored suspension bridges, the present application provides a construction method of separated steel box girder cross beams of large-span self-anchored suspension bridges.

[0005] The invention provides a method for constructing a separated steel box girder cross beam of a large-span self-anchored suspension bridge using the following technical solutions:

[0006] A method for constructing a separated steel box girder cross beam of a large-span self-anchored suspension bridge comprises the following steps:

[0007] S1: Install the multi-section steel box girders on the left and right sides of the in-situ hoisting section in the middle of the main span of the bridge. The left side is the upstream section, and a jacking structure is set on the side of the bridge tower close to the middle of the span. The right side is the downstream section, and a jacking structure is set on the side of the bridge tower away from the middle of the span. A super-large tower crane is set on the right side of the bridge tower.

[0008] S2: Use a combination of floating crane and truck crane to hoist multiple cross beams of the steel box beams between the two sections in the area on the same side of the mid-span tower. On the top-pushing structures of the two sections, use a super-large tower crane to hoist the steel box beams used for initial top-pushing, and the steel box beams are connected to the guide beams;

[0009] S3: Push the steel box girder of the left span until it is flush with the steel box girder of the right span. During this process, the steel box girder at the rear end of the left span pushing section is also hoisted and connected. After alignment, use a tire-type gantry crane to hoist multiple cross beams of the steel box girder between the two spans;

[0010] S4: Push the two steel box girders of the pushing section synchronously. During this process, the steel box girders at the rear end of the two pushing sections are also hoisted and connected, and the tire-type gantry cooperates to hoist the cross beams. The steel box girder between the two sections continues to push after hoisting multiple cross beams until the left pushing section and the original hoisting section are connected;

[0011] S5: Use floating crane and truck crane to hoist the cross beams of the steel box girders between the two spans in the area opposite to the mid-span buckle tower, and use super-large tower crane to hoist the remaining steel box girders of the right span in-situ hoisting section on the side of the bridge tower close to the mid-span;

[0012] S6: Transfer the rubber-tyred gantry crane to the steel box girder of the original hoisting section, and hoist all the cross beams of the steel box girder between the two spans on the side of the bridge tower close to the mid-span, and use the bridge deck crane to lift the steel box girders and cross beams of the cable-stayed cantilevered sections of the two spans on the same side of the mid-span tower;

[0013] S7: The mid-span cable-stayed cantilevered section and the in-situ hoisting section are connected, and the super-large tower crane on the right side of the bridge tower is removed;

[0014] S8: Lift the steel box girder of the in-situ hoisting section at the right span of the bridge tower until it is connected with the steel box girder of the right span jacking section. Then use the floating crane, sliding system and hawkbill crane to lift the crossbeam between the two spans of the bridge tower to complete the construction of the steel box girder and crossbeam.

[0015] Preferably, in S1, the jacking structure includes a support frame, a jacking device and a temporary support, the support frame is arranged on the pier of the bridge, the jacking device and the temporary support are both arranged on the top of the support frame, the jacking device includes a vertical cylinder for vertical jacking and a horizontal cylinder for horizontal propulsion, the telescopic cooperation of the vertical cylinder and the horizontal cylinder is used to jack the steel box girder above it, and the steel box girder will temporarily fall on the temporary support after the jacking device completes each jacking of the steel box girder; limiting members are also arranged on both sides of the top of the support frame, and the limiting members on both sides are used to contact the left and right sides of the steel box girder and limit the steel box girder.

[0016] Preferably, the limiting member is a limiting ball, and the limiting ball is spherical.

[0017] Preferably, transverse movement components are also provided on both sides of the top of the support frame, and the two limit balls are respectively arranged on the two groups of transverse movement components. When the thruster lifts the steel box girder, the two groups of transverse movement components control the two limit balls to be relatively close to each other. When the thruster lowers the steel box girder, the two groups of transverse movement components control the two limit balls to be relatively far away from each other. When the thruster pushes the steel box girder, the two groups of transverse movement components control the two limit balls to remain relatively still.

[0018] Preferably, the transverse movement assembly includes a sleeve and a telescopic rod, the sleeve is horizontally mounted on the top of the support frame, the telescopic rod is movably arranged at one end of the sleeve facing the steel box girder, a cavity is formed between the inner end of the telescopic rod and the sleeve, the limit ball is rotatably connected to the outer end of the telescopic rod, when the medium is pumped into the cavity in the sleeve, the two groups of the transverse movement assemblies control the two limit balls to be relatively close to each other, and when the medium is pumped out of the cavity in the sleeve, the two groups of the transverse movement assemblies control the two limit balls to be relatively far away from each other.

[0019] Preferably, the cavity of the sleeve of the transverse shift assembly is connected to the oil circuit of the vertical cylinder of the thruster. When the oil circuit is pressurized to drive the vertical cylinder to lift, the oil synchronously enters the cavity in the sleeve. When the oil circuit is depressurized to drive the vertical cylinder to fall back, the oil is synchronously discharged from the cavity in the sleeve.

[0020] Preferably, stop plates are also provided on both sides of the top of the support frame, and the stop plates are located on the retreat path of the limiting ball. The shape of the stop plates is arc-shaped. When the thruster falls back to lower the steel box girder, the limiting ball is clamped between the side wall of the steel box girder and the stop plates.

[0021] Preferably, a surface of the stop plate facing the limiting ball is provided with a patterned surface.

[0022] Preferably, the temporary support is provided with an energy storage component, and the energy storage component is used to collect part of the energy when the steel box girder falls back.

[0023] Preferably, the temporary support is a telescopic member and is internally connected with an energy storage spring.

[0024] The beneficial effects of the present invention are:

[0025] 1. In the above construction process, reasonable design is used to make the utilization rate of various lifting equipment higher, reduce the movement and installation time of lifting equipment, avoid the problem of complicated construction, and effectively shorten the construction period;

[0026] 2. The left and right sides of the steel box girder always contact two limit balls during the whole process of pushing, which ultimately ensures that the limit effect is always applied during the pushing process, thus improving the stability of the pushing;

[0027] 3. When the oil circuit is pressurized to drive the vertical cylinder to lift, the oil simultaneously enters the cavity in the sleeve, thereby controlling the limit ball to move inward. When the oil circuit is depressurized to drive the vertical cylinder to fall back, the oil is simultaneously discharged from the cavity in the sleeve, thereby controlling the limit ball to move outward, thus realizing the linkage between the lateral movement component and the vertical cylinder, improving the response speed and ensuring the limiting effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 It is a schematic diagram of the structure of the bridge after completing the S1 construction step in the embodiment of the present application;

[0029] Figure 2 This is a schematic diagram of the structure of the bridge after completing the S2 construction step in the embodiment of the present application;

[0030] Figure 3 It is a schematic diagram of the structure of the bridge after completing the S3 construction step in the embodiment of the present application;

[0031] Figure 4 It is a schematic diagram of the structure of the bridge after completing the S4 construction step in the embodiment of the present application;

[0032] Figure 5 It is a schematic diagram of the structure of the bridge after completing the S5 construction step in the embodiment of the present application;

[0033] Figure 6 It is a schematic diagram of the structure of the bridge after completing the S6 construction step in the embodiment of the present application;

[0034] Figure 7 is a schematic diagram of the structure of the bridge after completing the S7 construction step in the embodiment of the present application;

[0035] Figure 8 This is a schematic diagram of the structure of the bridge after completing the S8 construction step in the embodiment of the present application;

[0036] Fig. 9 is a schematic structural diagram of the jacking structure in the embodiment of the present application when jacking is not performed;

[0037] Fig.10 yes Fig. 9 A partial enlarged view of the middle A;

[0038] Fig.11 It is a structural cross-sectional view of a temporary support in an embodiment of the present application;

[0039] Fig.12 It is a structural schematic diagram of the jacking structure in the embodiment of the present application when jacking is performed;

[0040] Fig.13 yes Fig.12 A partial enlarged view of point B in the middle.

[0041] Explanation of the reference numerals in the accompanying drawings: 1. Bridge tower; 2. Steel box girder; 3. Guide beam; 4. Pushing structure; 41. Support frame; 42. Pusher; 421. Vertical cylinder; 43. Temporary support; 431. Energy storage spring; 5. Cross beam; 61. Sleeve; 62. Telescopic rod; 7. Stop plate; 8. Limiting ball; 91. Pushing section; 92. In-situ lifting section; 93. Cable-stayed cantilever section; 94. Joint section. DETAILED DESCRIPTION

[0042] The following will be combined Figure 1-Figure 13 The present invention is further illustrated by the following embodiments.

[0043] This embodiment discloses a method for constructing a separated steel box girder cross beam of a large-span self-anchored suspension bridge.

[0044] Reference Figures 1 to 8 The construction method of the separated steel box girder cross beam of the large-span self-anchored suspension bridge includes the following steps:

[0045] S1: Use a floating crane to install 10 sections of steel box girders 2 on the left and right sides of the in-situ hoisting section 92 in the middle of the main span of the bridge. The left side is the upstream section, and a jacking structure 4 is provided on the side of the bridge tower 1 close to the middle of the span. The right side is the downstream section, and a jacking structure 4 is provided on the side of the bridge tower 1 away from the middle of the span, and a super-large tower crane is provided on the right side of the bridge tower 1;

[0046] S2: Use a combination of floating crane and truck crane to hoist the four cross beams 5 of the steel box beam 2 between the two sections in the area on the same side of the mid-span tower. On the two-section jacking structure 4, use a super-large tower crane to hoist the steel box beam 2 used for initial jacking, and the steel box beam 2 is connected to the guide beam 3;

[0047] S3: Push the left steel box girder 2 until it is flush with the right steel box girder 2. During this process, the steel box girder 2 at the rear end of the left pushing section 91 is also hoisted and connected. After alignment, the three cross beams 5 of the steel box girder 2 between the two sections are hoisted by a tire-type gantry crane.

[0048] S4: The steel box girders 2 of the two pushing sections 91 are pushed synchronously. During this process, the steel box girders 2 at the rear ends of the two pushing sections 91 are also hoisted and connected, and the tire-type gantry cooperates to hoist the cross beams 5. The steel box girders 2 between the two sections continue to be pushed after hoisting three cross beams 5, until the left pushing section 91 and the original hoisting section 92 are connected.

[0049] S5: Use a floating crane and a truck crane to hoist a cross beam 5 of the steel box girder 2 between the two spans in the area opposite to the mid-span buckle tower, and use a super-large tower crane to hoist the remaining steel box girder 2 of the right span in-situ hoisting section 92 on the side of the bridge tower 1 close to the mid-span;

[0050] S6: Transfer the rubber-tyred gantry crane to the steel box girder 2 of the original hoisting section 92, and hoist all the cross beams 5 of the steel box girder 2 between the two sections on the side of the bridge tower 1 close to the mid-span, and start to use the bridge deck crane to lift the steel box girder 2 and cross beams 5 of the cable-stayed cantilevered section 93 of the two sections in the mid-span on the same side of the mid-span tower;

[0051] S7: The mid-span cable-stayed cantilever segment 93 and the in-situ hoisting segment 92 are connected, and the super-large tower crane on the right side of the bridge tower 1 is dismantled;

[0052] S8: Use a floating crane to hoist the steel box girder 2 of the in-situ hoisting section 92 at the right side of the bridge tower 1 until it is connected with the steel box girder 2 of the right side jacking section 91. Then use a floating crane, a sliding system and a hawkbill crane to hoist the crossbeam 5 between the two sides of the bridge tower 1 to complete the construction of the steel box girder 2 and the crossbeam 5.

[0053] In the above construction process, through reasonable design, the super-large tower crane on the top of the bridge tower was dismantled at a later stage to fully utilize the lifting capacity of the super-large tower crane, and the transportation road in the middle of the span was closed at a later stage to facilitate the movement and installation of the lifting equipment. This makes the equipment utilization rate of various lifting equipment higher, reduces the movement and installation time of the lifting equipment, avoids the problems that cause complicated construction, and effectively shortens the construction period.

[0054] Reference Figures 9 to 13 In S1, the jacking structure 4 includes a support frame 41, a jacking device 42 and a temporary support 43. The support frame 41 is arranged on the pier of the bridge. The jacking device 42 and the temporary support 43 are both arranged on the top of the support frame 41. The jacking device 42 used is the existing technology, which usually includes two cylinders, including a vertical cylinder 421 for vertical jacking and a horizontal cylinder for horizontal propulsion. The telescopic cooperation of the vertical cylinder 421 and the horizontal cylinder is used to jack the steel box girder 2 above it. After the jacking device 42 completes a jacking of the steel box girder 2, the steel box girder 2 will temporarily fall on the temporary support 43 to achieve temporary placement.

[0055] Limiting members are also provided on both sides of the top of the support frame 41. The limiting members are used to contact the left and right sides of the steel box girder 2 when the steel box girder 2 is hoisted onto the jacking structure 4, thereby limiting the hoisting of the steel box girder 2 and ensuring that the steel box girder 2 is accurately hoisted onto the jacking structure 4. Moreover, when the steel box girder 2 descends after each jacking, the limiting members contact the left and right sides of the steel box girder 2 again to ensure that the steel box girder 2 can be accurately positioned after each jacking. In summary, the setting of the limiting members is used to limit the vertical movement of the steel box girder 2. In the present invention, the limiting member is a limiting ball 8, which is spherical to reduce contact friction.

[0056] Transverse movement components are also provided on both sides of the top of the support frame 41, and two limit balls 8 are respectively arranged on the two groups of transverse movement components. The two groups of transverse movement components are used to control the two limit balls 8 to be relatively close or relatively far away. Specifically, in the stage when the pusher 42 lifts the steel box girder 2, the two groups of transverse movement components control the two limit balls 8 to be relatively close to each other. In the stage when the pusher 42 lowers the steel box girder 2, the two groups of transverse movement components control the two limit balls 8 to be relatively far away. In the stage when the pusher 42 pushes the steel box girder 2, the two groups of transverse movement components control the two limit balls 8 to remain relatively still, so that the left and right sides of the steel box girder 2 are always in contact with the two limit balls 8 throughout the entire pushing process, ultimately ensuring that the pushing process is always subject to the limiting effect, thereby improving the pushing stability.

[0057] The transverse movement assembly includes a sleeve 61 and a telescopic rod 62. The sleeve 61 is transversely mounted on the top of the support frame 41. The telescopic rod 62 is movably arranged at one end of the sleeve 61 facing the steel box girder 2. A cavity is formed between the inner end of the telescopic rod 62 and the sleeve 61. The outer end of the telescopic rod 62 is Y-shaped. The limit ball 8 is rotatably connected to the outer end of the telescopic rod 62. When the cavity in the sleeve 61 is pumped into the medium, the two groups of transverse movement assemblies control the two limit balls 8 to be relatively close to each other. When the cavity in the sleeve 61 is pumped out of the medium, the two groups of transverse movement assemblies control the two limit balls 8 to be relatively far away from each other, thereby realizing the transverse movement control of the limit balls 8.

[0058] The cavity of the sleeve 61 of the transverse movement assembly is connected to the oil circuit of the vertical cylinder 421 of the thruster 42. When the oil circuit is pressurized to drive the vertical cylinder 421 to lift, the oil simultaneously enters the cavity in the sleeve 61, thereby controlling the limiting ball 8 to move laterally inward. When the oil circuit is depressurized to drive the vertical cylinder 421 to fall back, the oil is simultaneously discharged from the cavity in the sleeve 61, thereby controlling the limiting ball 8 to move laterally outward. Through the above-mentioned arrangement, the linkage between the transverse movement assembly and the vertical cylinder 421 is realized, the response speed is improved, and the limiting effect is ensured.

[0059] Stop plates 7 are also installed on both sides of the top of the support frame 41. The stop plates 7 are located on the retreat path of the limiting ball 8 and are arc-shaped corresponding to the shape of the limiting ball 8. When the jack 42 falls back to put down the steel box girder 2, the limiting ball 8 is clamped between the side wall of the steel box girder 2 and the stop plates 7, ensuring that the limiting balls 8 on both sides can still provide a stable limiting effect for the steel box girder 2. Furthermore, the side of the stop plate 7 facing the limiting ball 8 is provided with a patterned surface, which increases the friction between the limiting ball 8 and the stop plate 7, limits the rotation ability of the limiting ball 8 after contacting the stop plate 7, thereby improving the position stability of the steel box girder 2 at this time.

[0060] The temporary support 43 is provided with an energy storage component, which is used to collect part of the energy when the steel box girder 2 falls back. Specifically, the temporary support 43 is a telescopic member and is internally connected with an energy storage spring 431, which can not only collect part of the energy when the steel box girder 2 falls back, making the next lifting of the steel box girder 2 more labor-saving, but also can make the falling process of the steel box girder 2 have a buffering effect.

[0061] The above are all preferred embodiments of the present invention, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge, characterized in that: S1: installing the multi-section steel box girder (2) of the left and right sections of the in-situ hoisting section (92) in the middle of the main span of the bridge, the left section being the upstream section, and a jacking structure (4) being arranged on the side of the bridge tower (1) close to the middle of the span, and the right section being the downstream section, and a jacking structure (4) being arranged on the side of the bridge tower (1) away from the middle of the span, and an extra-large tower crane being arranged on the right section of the bridge tower (1); S2: A floating crane and a truck crane are used in combination to hoist a plurality of cross beams (5) of the steel box beams (2) between two sections in the area on the same side of the mid-span tower, and a super-large tower crane is used to hoist the steel box beams (2) for initial jacking on the jacking structures (4) of the two sections, and the steel box beams (2) are connected to the guide beams (3); S3: Pushing the left steel box girder (2) until it is flush with the right steel box girder (2). During this process, the steel box girder (2) at the rear end of the left pushing section (91) is also hoisted and connected. After alignment, a plurality of cross beams (5) of the steel box girder (2) between the two sections are hoisted using a tire-type gantry crane. S4: synchronously pushing the steel box girders (2) of the two pushing sections (91), during which the steel box girders (2) at the rear ends of the two pushing sections (91) are also hoisted and connected, and the tire-type gantry cooperates to hoist the cross beams (5), and the steel box girders (2) between the two sections continue to be pushed after hoisting a plurality of cross beams (5), until the left pushing section (91) and the original hoisting section (92) are connected; S5: Using a floating crane and a truck crane to hoist the cross beam (5) of the steel box beam (2) between the two sections in the area opposite to the mid-span buckle tower, and using a super-large tower crane to hoist the remaining steel box beam (2) of the right section in-situ hoisting section (92) on the side of the bridge tower (1) close to the mid-span; S6: The rubber-tyred gantry crane is transferred to the steel box girder (2) of the original hoisting section (92), and all the cross beams (5) of the steel box girder (2) between the two sections of the bridge tower (1) close to the mid-span are hoisted, and the steel box girder (2) and cross beams (5) of the cable-stayed cantilevered section (93) of the two sections of the mid-span are hoisted by the bridge deck crane on the same side of the mid-span where the tower is buckled; S7: The mid-span cable-stayed cantilevered segment (93) and the in-situ hoisting segment (92) are joined together, and the super-large tower crane on the right side of the bridge tower (1) is removed; S8: hoisting the steel box girder (2) of the in-situ hoisting section (92) at the right side of the bridge tower (1) until it is connected with the steel box girder (2) of the right side top-pushing section (91), and then hoisting the cross beam (5) between the two sides of the bridge tower (1) by using a floating crane, a sliding system and a hawk-billed crane, thus completing the construction of the steel box girder (2) and the cross beam (5); In S1, the pushing structure (4) comprises a support frame (41), a pusher (42) and a temporary support (43), and limiting members are also arranged on both sides of the top of the support frame (41), and the limiting members on both sides are used to contact the left and right sides of the steel box girder (2) and limit the steel box girder (2), and the limiting members are limiting balls (8). Transverse movement components are also arranged on both sides of the top of the support frame (41), and two limiting balls (8) are respectively arranged on two groups of the transverse movement components.

2. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 1, characterized in that: The support frame (41) is arranged on a pier of a bridge, the jacking device (42) and the temporary support (43) are both arranged on the top of the support frame (41), the jacking device (42) comprises a vertical oil cylinder (421) for vertical lifting and a horizontal oil cylinder for horizontal propulsion, the telescopic cooperation of the vertical oil cylinder (421) and the horizontal oil cylinder is used to jack the steel box girder (2) above it, and after the jacking device (42) completes each jacking of the steel box girder (2), the steel box girder (2) will temporarily fall on the temporary support (43).

3. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 2, characterized in that: The limiting ball (8) is spherical.

4. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 3, characterized in that: When the jacking device (42) is lifting the steel box girder (2), the two groups of the transverse shifting components control the two limit balls (8) to be relatively close to each other; when the jacking device (42) is lowering the steel box girder (2), the two groups of the transverse shifting components control the two limit balls (8) to be relatively far away from each other; when the jacking device (42) is pushing the steel box girder (2), the two groups of the transverse shifting components control the two limit balls (8) to remain relatively still.

5. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 4, characterized in that: The transverse movement assembly comprises a sleeve (61) and a telescopic rod (62), wherein the sleeve (61) is transversely mounted on the top of the support frame (41), and the telescopic rod (62) is movably arranged at one end of the sleeve (61) facing the steel box girder (2), and a cavity is formed between the inner end of the telescopic rod (62) and the sleeve (61), and the limit ball (8) is rotatably connected to the outer end of the telescopic rod (62). When a medium is pumped into the cavity in the sleeve (61), the two groups of the transverse movement assemblies control the two limit balls (8) to be relatively close to each other, and when a medium is pumped out of the cavity in the sleeve (61), the two groups of the transverse movement assemblies control the two limit balls (8) to be relatively far away from each other.

6. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 5, characterized in that: The cavity of the sleeve (61) of the transverse shift assembly is connected to the oil circuit of the vertical cylinder (421) of the jacking device (42); when the oil circuit is pressurized to drive the vertical cylinder (421) to lift, the oil simultaneously enters the cavity in the sleeve (61); when the oil circuit is depressurized to drive the vertical cylinder (421) to fall back, the oil is simultaneously discharged from the cavity in the sleeve (61).

7. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 6, characterized in that: Stop plates (7) are also arranged on both sides of the top of the support frame (41). The stop plates (7) are located on the retreat path of the limiting ball (8). The stop plates (7) are arc-shaped. When the pusher (42) falls back to lower the steel box girder (2), the limiting ball (8) is clamped between the side wall of the steel box girder (2) and the stop plates (7).

8. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 7, characterized in that: A surface of the stop plate (7) facing the limiting ball (8) is provided with a patterned surface.

9. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 2, characterized in that: The temporary support (43) is provided with an energy storage component, and the energy storage component is used to collect part of the energy when the steel box girder (2) falls back.

10. The method for constructing a separated steel box beam cross beam of a large-span self-anchored suspension bridge according to claim 9, characterized in that: The temporary support (43) is a telescopic member and is internally connected to an energy storage spring (431).

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