Steel box arch bridge arch rib upward assembling vertical rotation horizontal moving and integral lifting installation construction method

Abstract

The present application relates to a steel box arch bridge arch rib upward splicing vertical rotation horizontal moving and integral lifting installation construction method, which adopts the upward splicing mode to splice the arch rib in the bridge direction on the two sides of the bridge pier on both banks, after the splicing is completed, vertical rotation is carried out, after the vertical rotation is in place and closure, the arch rib is horizontally moved to the bridge axis, and finally the integral lifting method is used to lift and install the arch rib. The present application adopts the construction mode of first upward splicing and vertical rotation and then horizontal moving, which can avoid the influence of the main pier body on the arch rib splicing and rotation, realizes the bridge position splicing of the arch rib segment, and does not affect the river navigation; after the horizontal moving is in place, the integral lifting installation of the arch rib is carried out by using the large segment lifting method, the water operation amount is small, the channel occupation time is short, the large equipment investment is less, and the cost is low; after the arch rib rotation, the cast-in-situ beam construction can be carried out, which can speed up the overall construction progress of the project.

Description

Technical Field

[0001] This invention belongs to the field of bridge construction technology, and relates to the installation of arch ribs for arch bridges, specifically a method for the vertical rotation, horizontal movement, and overall lifting installation of arch ribs for steel box arch bridges. Background Technology

[0002] There are various construction methods for installing the arch ribs of steel box girder bridges, including in-situ assembly with supports, rotation (including horizontal rotation, vertical rotation, and a combination of both), cable hoisting, large-segment lifting, and jacking. Each method has its own advantages, disadvantages, and applicable conditions, and the appropriate installation scheme can be selected based on the site topography and construction environment. In a bridge project spanning the Jialing River, the bridge structure is designed as a tied-arch steel box girder bridge with the arch abutments located on the pier tops of the section where the cast-in-place section meets the steel beams. The construction area is situated on both banks of gently sloping mountains, and navigation must be ensured during construction. If the in-situ assembly method using supports is adopted, supports need to be erected in the water, resulting in excessively long navigation cycles. Using the rotation construction method, whether horizontal, vertical, or a combination of both, is not feasible due to the influence of the pier structure. Cable-stayed construction requires tall towers due to the gentle slopes on both banks, necessitating large tower anchorages and thus increasing the workload and cost. Using the large-segment lifting method requires assembly of the arch ribs at a distance from the bridge site, as there is no suitable assembly area nearby, leading to high costs. Furthermore, the incremental launching method is not applicable due to the bridge's structural limitations. Since existing arch rib construction methods are unsuitable for this project, finding a scientifically sound and reasonable arch rib installation scheme based on the project's specific characteristics is a pressing technical challenge. Summary of the Invention

[0003] The purpose of this invention is to address the above-mentioned problems by providing a construction method for the vertical rotation, horizontal movement, and overall lifting and installation of the arch ribs of a steel box arch bridge, which ensures the smooth progress of the arch rib installation without increasing construction costs.

[0004] The technical solution of the present invention is as follows:

[0005] A construction method for the vertical rotation, horizontal movement, and overall lifting and installation of the arch ribs of a steel box girder bridge, characterized by the following steps:

[0006] (1) Arch rib inverted splicing:

[0007] Arch rib hinges are installed on the top surface of the pier cap and on both sides in front of the pier; arch rib foot pre-embedded sections are installed on the arch seat at the top of the pier.

[0008] Arch rib inverted assembly supports are erected on both sides of the bridge location on both banks, and arch rib rotating towers are erected at the same time. Anchorages are poured behind the towers. A portion of the tower is erected first, and the erection height is determined according to the arch rib inverted assembly height required at its location. This portion of the tower is used as a temporary arch rib assembly support.

[0009] The arch ribs on both sides are assembled separately using the inverted assembly method, and the arch feet of the arch ribs are connected to the arch ribs on the pier by hinges.

[0010] (2) Vertical rotation of the arch rib:

[0011] A pair of tension steel strands is installed between the arch ribs on both sides of the river. Continuous jacks are installed at both ends of the steel strands. The two arch ribs are rotated vertically toward the middle of the river by the tensioning method using the jacks.

[0012] After the arch rib is rotated vertically and detached from the pylon, the pylon is raised to the designed height.

[0013] After connecting the anchor cable between the anchorage and the tower, connect the tie cable between the arch rib and the tower;

[0014] (3) Arch rib closure:

[0015] The two arch ribs continued to rotate vertically to the closing height, and the arch ribs on both sides were welded together;

[0016] (4) Lateral displacement of the arch rib:

[0017] Temporary tie rods are installed between the two ends of each arch rib, and temporary hangers are installed between the temporary tie rods and the arch ribs;

[0018] Temporary cross bracing is installed between the two arch ribs. The two ends of the temporary cross bracing are temporarily welded to the two arch ribs respectively. The temporary cross bracing adopts a steel sleeve structure, including a steel pipe segment with a larger diameter and a steel pipe segment with a smaller diameter. One end of the smaller diameter segment is inserted into the larger diameter segment. The two sleeves can slide relative to each other. A limiting plate is welded on the outer wall of the smaller diameter segment. When the two sleeves slide relative to each other until the larger diameter sleeve contacts the limiting plate on the smaller diameter segment, the length of the temporary cross bracing is equal to the designed installation distance between the two arch ribs.

[0019] A transverse track for the arch rib is laid on the pier below the arch rib in the transverse direction.

[0020] Weld pads to the bottom of each arch rib, directly opposite the transverse track.

[0021] The arch rib is supported upwards by using a vertical jack, the arch rib hinge is removed, and then the vertical jack is returned to its original position, so that the bottom pad of the arch rib falls onto the horizontal track.

[0022] Using horizontal jacks, the two arch ribs are pushed towards the front of the piers in the direction of the bridge axis, so that the distance between the two arch ribs reaches the designed installation distance.

[0023] Weld and fix the two steel pipe sections of the temporary cross brace;

[0024] (5) Overall lifting and installation of the arch rib:

[0025] Lifting towers were installed on the tops of the two bridge piers, and the arch ribs were lifted to the installation height using the large segment lifting method. The two ends of the arch ribs were then welded to the pre-embedded sections at the arch feet.

[0026] Install permanent tie rods between the two ends of each arch rib, and then remove the temporary tie rods and temporary hangers;

[0027] Install permanent cross bracing between the two arch ribs, then remove the temporary cross bracing to complete the arch rib installation.

[0028] This invention fully utilizes the terrain conditions on both sides of the bridge site. The arch ribs are assembled vertically on both sides of the bridge piers, then rotated vertically, and finally moved laterally to the installation position. This avoids the main pier's influence on the arch rib assembly and rotation, and allows for segmental arch rib assembly without affecting river navigation. After the arch ribs are moved into position, they are lifted and installed as a whole using the existing large-segment lifting method, resulting in less waterborne work and less time spent on navigation channels. This invention is an optimization and innovation of existing arch rib installation methods, not only solving the problem of arch rib installation under special construction conditions, but also requiring less investment in large equipment and lower costs. After the arch ribs are rotated, cast-in-place beam construction can begin, accelerating the overall project construction progress. Attached Figure Description

[0029] Figure 1 This is a flowchart of the construction method of the present invention;

[0030] Figure 2 This is a side view of the arch rib in its upward-facing, assembled state;

[0031] Figure 3 It is a plan view of the arch rib in its upward-facing assembly state;

[0032] Figure 4 This is a side view of the arch rib when it is rotated vertically;

[0033] Figure 5 This is a plan view of the arch rib when it rotates vertically;

[0034] Figure 6 This is a side view after the arch ribs have been vertically rotated and joined together;

[0035] Figure 7 This is a plan view after the arch ribs have been vertically rotated and joined together;

[0036] Figure 8 It is a side view diagram of the arch rib during lateral displacement;

[0037] Figure 9 This is a planar diagram of the arch rib during lateral movement;

[0038] Figure 10 yes Figure 8 Enlarged view of point A in the image;

[0039] Figure 11 yes Figure 9 Enlarged view of point B in the image;

[0040] Figure 12This is a side view of the arch rib when it is lifted as a whole;

[0041] Figure 13 This is a plan view of the arch ribs during overall lifting;

[0042] Figure 14 This is a side view of the structure after the arch ribs have been installed;

[0043] Figure 15 This is a schematic diagram of the planar structure after the arch ribs have been installed. Detailed Implementation

[0044] Figure 1 This is a construction flowchart of the present invention. The specific construction process is as follows:

[0045] (1) Arch rib inverted splicing:

[0046] like Figure 2 , Figure 3 As shown, arch rib hinges 3 are respectively set on the top surface of the pier cap 1 and on both sides in front of the pier 2; arch rib arch foot pre-embedded sections 5 are installed on the arch seat 4 at the top of the pier.

[0047] On both sides of the bridge site, arch rib inverted assembly supports 6 are erected according to the arch rib's shape. At the same time, arch rib rotating anchor towers 7 are erected, and anchorages 8 are poured behind the anchor towers 7. A portion of the anchor tower 7 is erected first, and the erection height is determined according to the arch rib inverted assembly height required at its location. This portion of the anchor tower is used as a temporary arch rib assembly support. In this way, a portion of the anchor tower 7 construction can be completed in advance, and the material cost of an inverted assembly support can be saved.

[0048] The arch ribs 9 on both sides are assembled separately using an upward assembly method, and the arch feet of the arch ribs 9 are connected to the arch rib hinges 3 on the pier.

[0049] (2) Vertical rotation of the arch rib:

[0050] like Figure 4 , Figure 5 As shown, a pair of steel strands 10 are installed between the arch ribs on both sides. Continuous jacks are installed at both ends of the steel strands 10. The two arch ribs 9 are rotated vertically towards the middle of the river by pulling the jacks.

[0051] After the arch rib is rotated vertically and detached from the pylon, the pylon 7 is raised to the designed height;

[0052] Anchor cable 11 is connected between anchor 8 and tower 7, and fastening cable 12 is connected between arch rib 9 and tower 7.

[0053] (3) Arch rib closure:

[0054] like Figure 6 , Figure 7As shown, the two arch ribs 9 are then vertically rotated to the closure height, and the arch ribs on both banks are welded together to form the two completed arch ribs on both sides of the bridge. After the arch ribs are closed, the construction of the cast-in-place sections 24 at both ends of the bridge can proceed.

[0055] (4) Lateral displacement of the arch rib:

[0056] To avoid the impact of the piers on the arch rib assembly and rotation, the arch rib assembly position is a certain distance from both sides of the pier. After the arch rib rotates, it needs to be moved laterally to below the arch seat on the pier top.

[0057] like Figure 8 , Figure 9 As shown, temporary tie rods 13 are installed between the two ends of each arch rib 9, and temporary hangers 14 are installed between the temporary tie rods 13 and the arch ribs;

[0058] A temporary cross brace 15 is installed between the two arch ribs, and the two ends of the temporary cross brace 15 are temporarily welded to the two arch ribs 9 respectively.

[0059] like Figure 11 As shown, the temporary cross brace 15 adopts a steel sleeve structure, including a steel pipe segment 151 with a larger diameter and a steel pipe segment 152 with a smaller diameter. One end of the smaller diameter segment 152 is inserted into the larger diameter segment 151. The two sleeves can slide relative to each other. A limiting plate 153 is welded on the outer wall of the smaller diameter segment 152. When the two sleeves slide relative to each other until the larger diameter sleeve contacts the limiting plate on the smaller diameter segment, the length of the temporary cross brace is equal to the design installation spacing of the two arch ribs.

[0060] In a specific implementation of the present invention, to facilitate the installation of the cross brace, the temporary cross brace 15 can be set at the end near the two arch ribs 9, and a crane can be used to assist in the installation of the temporary cross brace on the bearing platform.

[0061] A transverse track 16 for the arch rib is laid on the pier 1 below the arch rib 9 in the transverse direction of the bridge.

[0062] At the bottom ends of each arch rib 9, directly opposite the transverse track 16, spacers 17 are welded. The structure of spacer 17 is as follows: Figure 10 As shown;

[0063] The arch rib is supported upward by using a vertical jack, the arch rib hinge is removed, and then the vertical jack is returned to its original position so that the bottom pad 17 of the arch rib falls onto the horizontal track 16.

[0064] like Figure 10As shown, in a specific implementation of the present invention, a crossbeam 18 can be welded between each pad 17 welded to the bottom of the arch rib and the arch rib 9. The top surface of the crossbeam 18 is a slope and is welded to the bottom of the arch rib 9. The pad 17 is welded to the bottom surface of the crossbeam 18. A cantilever extends from both ends of the crossbeam 18 to both sides of the arch rib. When removing the arch rib hinge, a vertical jack is set below each of the two cantilever arms of the crossbeam. The vertical jack supports the cantilever arms at both ends of the crossbeam to support the arch rib.

[0065] Using horizontal jacks, the two arch ribs are pushed towards the bridge axis and moved to the front of the pier so that the distance between the two arch ribs reaches the designed installation distance. Then, the two steel pipe segments of the temporary cross brace are welded and fixed.

[0066] like Figure 9 , Figure 11 As shown, in order to achieve the lateral movement of the arch rib, the present invention sets embedded parts on both sides of the foundation during the construction of the foundation; when the arch rib moves laterally, reaction seats 19 are installed on both sides of the foundation through the embedded parts, and a lateral movement jack 20 is set between the reaction seat 19 and the bottom pad block 17 of the arch rib. The lateral movement of the arch rib is achieved by pushing with the lateral movement jack 20.

[0067] To prevent the arch rib from shifting laterally, the transverse track 16 can be a U-shaped groove track with a sliding plate at the bottom of the groove, and the bottom pad 17 of the arch rib is supported in the groove of the transverse track 16.

[0068] (5) Overall lifting and installation of the arch rib:

[0069] like Figure 12 , 13 As shown, lifting towers 21 are installed on the top of the two piers 2 respectively. The arch rib 9 is lifted to the installation height as a whole using the large segment lifting method. The two ends of the arch rib 9 are welded to the arch foot pre-embedded sections 5 on the arch seat of the two piers respectively.

[0070] Then as Figure 14 , 15 As shown, permanent tie rods 22 are installed between the two ends of each arch rib 9, and temporary tie rods and temporary hangers are removed; permanent cross bracing 23 is installed between the two arch ribs, and temporary cross bracing is removed, completing the arch rib installation. Then, the steel beams of the arch bridge can be hoisted, and permanent hangers between the steel beams and the arch ribs can be installed.

Claims

1. A construction method for the vertical rotation, horizontal movement, and overall lifting and installation of the arch ribs of a steel box girder bridge, characterized in that... Includes the following steps: (1) Arch rib inverted splicing: Arch rib hinges are installed on the top surface of the pier cap and on both sides in front of the pier; arch rib foot pre-embedded sections are installed on the arch seat of the pier top; Arch rib inverted assembly supports are erected on both sides of the bridge location on both banks, and arch rib rotating towers are erected at the same time. Anchorages are poured behind the towers. A portion of the tower is erected first, and the erection height is determined according to the arch rib inverted assembly height required at its location. This portion of the tower is used as a temporary arch rib assembly support. The arch ribs on both sides are assembled separately using the inverted assembly method, and the arch feet of the arch ribs are connected to the arch ribs on the pier by hinges. (2) Vertical rotation of the arch rib: A pair of tension steel strands is installed between the arch ribs on both sides of the river. Continuous jacks are installed at both ends of the steel strands. The two arch ribs are rotated vertically toward the middle of the river by the tensioning method using the jacks. After the arch rib is rotated vertically and detached from the pylon, the pylon is raised to the designed height. After connecting the anchor cable between the anchorage and the tower, connect the tie cable between the arch rib and the tower; (3) Arch rib closure: The two arch ribs continued to rotate vertically to the closing height, and the arch ribs on both sides were welded together; (4) Lateral displacement of the arch rib: Temporary tie rods are installed between the two ends of each arch rib, and temporary hangers are installed between the temporary tie rods and the arch ribs; Temporary cross bracing is installed between the two arch ribs. The two ends of the temporary cross bracing are temporarily welded to the two arch ribs respectively. The temporary cross bracing adopts a steel sleeve structure, including a steel pipe segment with a larger diameter and a steel pipe segment with a smaller diameter. One end of the smaller diameter segment is inserted into the larger diameter segment. The two sleeves can slide relative to each other. A limiting plate is welded on the outer wall of the smaller diameter segment. When the two sleeves slide relative to each other until the larger diameter sleeve contacts the limiting plate on the smaller diameter segment, the length of the temporary cross bracing is equal to the designed installation distance between the two arch ribs. A transverse track for the arch rib is laid on the pier below the arch rib in the transverse direction. Weld pads to the bottom of each arch rib, directly opposite the transverse track. The arch rib is supported upwards by using a vertical jack, the arch rib hinge is removed, and then the vertical jack is returned to its original position, so that the bottom pad of the arch rib falls onto the horizontal track. Using horizontal jacks, the two arch ribs are pushed towards the front of the piers in the direction of the bridge axis, so that the distance between the two arch ribs reaches the designed installation distance. Weld and fix the two steel pipe sections of the temporary cross brace; (5) Overall lifting and installation of the arch rib: Lifting towers were installed on the tops of the two bridge piers, and the arch ribs were lifted to the installation height using the large segment lifting method. The two ends of the arch ribs were then welded to the pre-embedded sections at the arch feet. Install permanent tie rods between the two ends of each arch rib, and then remove the temporary tie rods and temporary hangers; Install permanent cross bracing between the two arch ribs, then remove the temporary cross bracing to complete the arch rib installation.

2. The construction method for vertically assembling, rotating, and horizontally moving the arch ribs of a steel box girder bridge and for overall lifting and installation according to claim 1, characterized in that: The temporary cross bracing is located at the ends near the two arch ribs.

3. The construction method for vertically assembling, rotating, and horizontally moving the arch ribs of a steel box girder bridge and for overall lifting and installation according to claim 1, characterized in that: A crossbeam is welded between each pad block welded to the bottom of the arch rib and the arch rib. The top surface of the crossbeam is sloping and welded to the bottom of the arch rib. The pad block is welded to the bottom surface of the crossbeam. A cantilever extends from both ends of the crossbeam to both sides of the arch rib. When removing the arch rib hinge, a vertical jack is set under each of the two cantilever arms of the crossbeam. The vertical jack supports the cantilever arms at both ends of the crossbeam to support the arch rib.

4. The construction method for vertically assembling, rotating, and horizontally moving the arch ribs of a steel box girder bridge and for overall lifting and installation according to claim 1, characterized in that: During the construction of the pier cap, embedded parts are set on both sides of the pier cap. When the arch rib is moved laterally, reaction seats are installed on both sides of the pier cap through the embedded parts. A lateral jack is set between the reaction seat and the pad at the bottom of the arch rib. The lateral jack is used to push and move the arch rib laterally.

5. The construction method for vertically assembling, rotating, and horizontally moving the arch ribs of a steel box girder bridge and for overall lifting and installation according to claim 1, characterized in that: The transverse track is a U-shaped groove track, with the bottom pad of the arch rib supported in the groove of the transverse track.

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