Plane variable-curvature bridge incremental launching construction system and process

Abstract

The invention relates to a plane variable-curvature bridge incremental launching construction system which comprises incremental launching supports arranged along a steel box girder incremental launching route at intervals, incremental launching devices arranged at the upper ends of the incremental launching supports, a front guide beam arranged at the front end of a segmented steel box girder coupling and a rear guide beam arranged at the rear end of the segmented steel box girder coupling. The pushing device conducts pushing operation on the steel box girders in the front-back longitudinal direction and the transverse direction perpendicular to the pushing device, the pushing support and the pushing device arranged in the middle of the pier position are used for conducting a straight plane path instead of a curved plane path on the steel box girders, and the difference between the variable-curvature bridge line shape and the pushing plane path is reduced.

Description

Technical Field

[0001] The present invention relates to the field of bridge construction, and in particular to the field of a plane variable curvature bridge jacking construction system and process technology. Background Art

[0002] In bridge construction, top-pushing construction technology is widely used in bridge construction. However, in curvature bridges, it is generally used for circular curve bridges with the same radius, and there are strict requirements for its curvature radius, which cannot be too small. At least the plane center of gravity of each hole curve bridge should fall within the inner and outer chord connection lines of the box girder bottom plates on the two adjacent bridge piers.

[0003] Therefore, it is difficult for variable curvature bridges to meet the above requirements. Usually, the method of block hoisting or setting up brackets under the bridge and sliding the beam segments in sections is adopted. While the hoisting operation will increase costs and safety hazards, it will also have a great impact on traffic, especially when it is built in urban areas, and the impact and interference on the traffic under the bridge will be relatively large.

[0004] In this regard, Chinese patent CN202020771256.3, a variable curvature vertical curve step-type jacking adjustable structure, discloses a scheme for adapting to the change of the curvature of the bottom of the bridge beam by sliding the curved surface between the upper seat plate and the lower seat plate.

[0005] For another example, Chinese patent CN202311522848.6 discloses a method for jacking a variable curvature curve bridge, which discloses a method for maintaining a safe distance between a variable curvature curve precast beam and a jacking platform during the jacking process by combining forward jacking construction with reverse jacking construction.

[0006] However, the forward and reverse jacking or up and down adjustment of the structure all focus on the problem of repeated adjustment of the position during jacking construction relative to the ceiling considering its curvature. No substantial improvement has been made to the overall construction process and efficiency, that is, repeated adjustments and inability to advance across distances always require corresponding pier displacement support, which cannot alleviate the problem of its construction affecting traffic. Summary of the invention

[0007] Based on this, the present invention proposes a top-pushing construction system and process for a plane variable curvature bridge, aiming to use the top-pushing method in a variable curvature bridge and solve at least one of the above-mentioned technical problems. To achieve the above-mentioned purpose, the present invention adopts the following technical solutions:

[0008] A planar variable curvature bridge jacking construction system, comprising jacking supports arranged at intervals along a steel box girder jacking route, a jacking device arranged at the upper end of the jacking supports, a front guide beam arranged at the front end of a segmented steel box girder joint, and a rear guide beam arranged at the rear end of the segmented steel box girder joint;

[0009] The jacking support is arranged in the middle of the pier, and the jacking device performs jacking operations on the steel box girder in the front and rear longitudinal directions and in the transverse direction perpendicular thereto.

[0010] Compared with the existing technology, this case divides the steel box girder into multiple steel box girder joints, and sets the front guide beam and the rear guide beam at the front and rear ends. The steel box girder joint is placed in the middle of the pier position to replace the curved plane path with a straight plane path, thereby reducing the difference between the variable curvature bridge line shape and the top-pushing plane path. After that, the steel box girder joint is moved horizontally as a whole to reach the designed plane position, that is, the construction of the variable curvature bridge can be completed using the conventional top-pushing operation space.

[0011] In some embodiments, the pushing device is a walking-type pushing device.

[0012] In some embodiments, the pushing bracket includes a load-bearing beam, a distribution beam, and a slide beam arranged in sequence, and the slide beam includes a longitudinal slide beam in the front-to-back direction and a transverse slide beam perpendicular thereto.

[0013] In some embodiments, it also includes a longitudinal sliding pad block arranged at the upper end of the longitudinal slide beam and a transverse sliding pad block arranged at the upper end of the transverse slide beam.

[0014] In a preferred embodiment, the transverse sliding pad is closer to the middle of the steel box girder than the longitudinal sliding pad.

[0015] The present invention also includes the first-joint jacking process of steel box girders, the lateral movement process of steel box girders, the second-joint jacking process of steel box girders, and the assembly and dismantling process of the front guide beam and the rear guide beam, which are implemented using the above-mentioned plane variable curvature bridge jacking construction system. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 This is an example diagram of the application of a planar variable curvature bridge top-pushing construction system in this case;

[0017] Figure 2 This is a working principle diagram of a planar variable curvature bridge top-pushing construction system in this case;

[0018] Figure 3 It is a schematic diagram of the arrangement of the sliding support and the pushing support;

[0019] Figure 4 yes Figure 3 Sectional view at point A;

[0020] Figure 5 yes Figure 3 Sectional view at point B;

[0021] Figure 6 It is a schematic diagram of the assembly process of the shore guide beam;

[0022] Figure 7 It is a schematic diagram of the bridge deck guide beam removal process;

[0023] Figures 8 to 14 This is a schematic diagram of the first joint jacking process of the steel box girder;

[0024] Fig.15 This is a schematic diagram of the second joint jacking process of the steel box girder;

[0025] Figures 16 to 19 This is a schematic diagram of the steel box girder transverse movement process operation status;

[0026] Fig. 20 This is the process flow chart of the first joint jacking of the steel box girder;

[0027] Fig.21 It is the process flow chart of steel box girder transverse movement;

[0028] Fig. 22 This is the process flow chart of the second joint pushing of the steel box girder. DETAILED DESCRIPTION

[0029] The features of the present invention and other related features are further described in detail below through embodiments to facilitate understanding by those skilled in the art:

[0030] It should be noted that the words "left", "right", "upper" and "lower" used in the description of this case refer to the directions in the drawings, and the words "bottom" and "top", "inner" and "outer" refer to the directions toward or away from the geometric center of a specific component. In particular, the words "front" and "rear" are used, and the "front" direction refers to the direction of pushing forward, and the "rear" direction is the opposite.

[0031] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0032] First, the planar variable curvature bridge top-pushing construction system described in the embodiment is a system and process for constructing bridges with variable curvature that cannot be constructed using conventional top-pushing construction. Of course, the system can also be used for conventional bridge processes, and the application scenarios of the invention should not be limited by this embodiment.

[0033] Please refer to Figure 1The problem is that the variable curvature bridge cannot be put into place by conventional jacking, so in the bridge construction of this case, the jacking and adjustment method is also used in sections. The following description will use the steel box girder segment, which is the smallest steel box girder unit in this embodiment. In this embodiment, 5 segments will be used as a steel box girder. That is, Figure 1 The green block G1 in the middle is the first steel box girder, and G2 is the second steel box girder. The whole steel box girder is divided into sections, and then a steel box girder section is formed. After the steel box girder section is pushed to the specified position as a unit, it is pushed and moved horizontally to adjust it into place.

[0034] For its working principle, please refer to Figure 2 The steel box girder joints are pushed forward after segmentation, and guide beams are set to guide and adjust the direction to ensure that the steel box girder joints can move accurately along the predetermined track. Specifically, the front guide beam 110 at the front end of the pushing direction and the rear guide beam 120 at the rear end of the steel box girder joint are used to ensure the accuracy of their direction by mutual assistance between the front and rear.

[0035] Through the action of the guide beam, a straight line is used instead of a curve along the pushing plane path, that is, a straight line is selected as the pushing plane path, that is, L1 in the figure is the center line of the bridge pushing, and the plane position fits the overall direction of the bridge. Correspondingly, L2 is the center line of the bridge plane, and there will be a difference between them. This is why the bridge is pushed in sections by connecting steel box girders to reduce the difference between the bridge linear and the pushing plane path. After the pushing is in place, it is pushed horizontally to adjust the steel box girder to the designed plane position. Here, the pushing will use a walking pushing system as the pushing device. The walking pushing system is a more common means in the industry. In this embodiment, the requirements for the pushing of the segmented steel box girders will be relatively low, so it will not be described in detail.

[0036] The following is an explanation of the construction sequence, please refer to Figures 3 to 5 The figure shows the arrangement of the jacking support 200 and the sliding support 300, which is the work in the preparation stage. In the figure, D1 to D5 are the bridge piers on the bank of the bridge, such as the seawall bank in this embodiment. C1 to C8 are the bridge piers of the bridge deck section, that is, the position where the steel box girder in this case needs to be jacked and shifted into place.

[0037] like Figure 4 The state shown is the position of the jacking support 200, which can be in the form of a temporary pier, which will not be described in detail here. Figure 5 The sliding bracket 300 in the embodiment is also the same, and the steel box beam is slid to the position prepared for the jacking construction by the sliding bracket 300, and then the subsequent jacking construction is carried out. In this embodiment, two figures are separated for explanation mainly to illustrate the position.

[0038] For details, please continue to refer to Figure 2 and Figure 3The jacking support 200 is arranged in the middle of the pier, and a jacking device is arranged on the top thereof, which performs jacking operation on the steel box girder in the longitudinal direction and the transverse direction perpendicular thereto. In this way, the construction operation of the variable curvature bridge can be completed using the conventional jacking operation space.

[0039] The following is a detailed description of the push support 200, please refer to Figures 16 to 18 The pushing bracket 200 includes a load-bearing beam 210, a distribution beam 220, and a slide beam arranged in sequence upward. The slide beam is divided into a longitudinal slide beam 231 arranged in the front-to-back direction and a transverse slide beam 232 perpendicular thereto. The distribution beam 220 is generally not used in conventional pushing. The characteristic of this case is that longitudinal and transverse pushing will also be used, so the additional distribution amount is provided to make the stress more evenly distributed to prevent the cross stress caused by the longitudinal and transverse pushing from affecting the overall stability.

[0040] To reduce the friction between the steel box beam and the slide beam and enable it to move smoothly, a longitudinal sliding pad 241 is provided at the upper end of the longitudinal slide beam 231 and a transverse sliding pad 242 is provided at the upper end of the transverse slide beam 232. As mentioned above, it will be subjected to longitudinal and transverse forces, with longitudinal pushing first and transverse pushing later. Therefore, longitudinal pushing is relatively more stable than transverse pushing. For this reason, the transverse sliding pad 242 is closer to the middle of the steel box beam than the longitudinal sliding pad 241, which is convenient for adjusting the angle.

[0041] When actually converting between the vertical and horizontal directions, a beam-dropping pad 260 will be used. The specific operation can be performed by pre-jacking and then installing with equipment, and the equipment can be a jack. The application of the beam-dropping pad 260 is a common technical means in the industry and will not be elaborated on.

[0042] Please refer to Figure 8 The present invention uses the above-mentioned plane variable curvature bridge top-pushing construction system to implement the operation process, including the top-pushing process of the first section G1 of the steel box girder, specifically including step S1: assembling the front guide beam 110, assembling the first round of the first section G1 of the steel box girder, and assembling one segment, that is, the first segment G11. At this time, combined with reference Figure 6 , the front guide beam 110 can be assembled on the shore, at the shore pier position of D1 and D2. Similarly, the rear guide beam 120 can also be assembled on the shore, and both can be carried out by hoisting. Please refer to Fig. 9 , Step S2: The first round of the first unit G1 of the steel box girder pushes the distance of one segment, that is, frees up the distance for assembling another segment.

[0043] Please refer to Fig.10 , Step S3: The second round of the first steel box girder G1, assembles a segment, that is, the second segment G12. Please refer to Fig.11, Step S4: The second round of the first section G1 of the steel box girder, pushing the distance of 2 sections to make room for assembling two sections.

[0044] By analogy, step S5: the third round of the first section G1 of the steel box girder assembles two sections, that is, assembles the third section G13 and the fourth section G14. Step S6: the third round of the first section G1 of the steel box girder pushes 2 section distances, that is, frees up 2 section distances.

[0045] Please refer to Fig.12 , Step S7: The fourth round of the first steel box girder G1, assembles a segment, that is, the fifth segment G15 and the rear guide beam 120. At this time, the rear guide beam 120 can also be assembled on the shore. Please refer to Fig.13 , Step S8: The first section of the steel box girder G1 is pushed into place. Please refer to Fig.14 , step S9: remove the guide beam and adjust the plane position. The guide beam here refers to the front guide beam 110 and the rear guide beam 120. Please refer to the removal process Figure 7 At this time, the lifting function can be completed on the steel box girder joint that has been pushed into place. In this way, a round of plane pushing of the steel box girder joint to the longitudinal position is completed.

[0046] Combine as follows Fig.18 and Fig.19 The lateral movement is described. Step S10: The first steel box girder joint is equipped with the beam-dropping pad 260 and equipment. Step S11: The first steel box girder joint G1 changes the support point, that is, changes from the longitudinal sliding pad 241 to the transverse sliding pad 242. Step S12: Remove part of the temporary jacking piers. Step S13: The first steel box girder joint G1 uses the beam-dropping pad 260 and the jack equipment to drop the beam. This step can be used in the subsequent steel box girder joints.

[0047] In the subsequent installation of the steel box beam joint, the difference is that the front guide beam 110 will support the previous steel box beam joint. For this, please refer to Fig.15 , the second steel box beam G2 push-up process is connected to step S13. Step S14: According to steps S1 to S7, assemble and push the second steel box beam G2. Step S15: The second steel box beam G2 is pushed up until its front guide beam 110 abuts against the first steel box beam G1. Step S16: Remove the front guide beam 110, which is removed as described above. For details, please refer to Figure 7 Step S17: The second section of the steel box girder G2 is pushed into place. Step S18: According to steps S10 to S13, the second section of the steel box girder G2 is moved transversely.

[0048] Please refer to the process flow described above. Figure 20 to Figure 22 Process flow chart.

[0049] As mentioned above, this case protects a plane variable curvature bridge jacking construction system and process. All technical solutions that are the same or similar to this case should be deemed to fall within the protection scope of this case.

Claims

1. A planar variable curvature bridge top-pushing construction system, characterized in that: It comprises a pushing bracket (200) arranged at intervals along a steel box beam pushing route, a pushing device arranged at the upper end of the pushing bracket (200), a front guide beam (110) arranged at the front end of a segmented steel box beam unit, and a rear guide beam (120) arranged at the rear end of the segmented steel box beam unit; The jacking support (200) is arranged in the middle of the pier, and the jacking device performs jacking operations on the steel box girder in the front and rear longitudinal directions and in the transverse direction perpendicular thereto.

2. A planar variable curvature bridge top-pushing construction system as claimed in claim 1, characterized in that: The pushing device is a walking type pushing device.

3. The planar variable curvature bridge top-pushing construction system according to claim 1, characterized in that: The push support (200) comprises a load-bearing beam (210), a distribution beam (220), and a slideway beam which are arranged in sequence, and the slideway beam comprises a longitudinal slideway beam (231) in the front-to-back direction and a transverse slideway beam (232) perpendicular thereto.

4. A planar variable curvature bridge top-pushing construction system as claimed in claim 3, characterized in that: It also includes a longitudinal sliding pad (241) arranged at the upper end of the longitudinal slide beam (231) and a transverse sliding pad (242) arranged at the upper end of the transverse slide beam (232).

5. A planar variable curvature bridge top-pushing construction system as claimed in claim 4, characterized in that: The transverse sliding pad (242) is closer to the middle of the steel box beam than the longitudinal sliding pad (241).

6. A planar variable curvature bridge top-pushing construction process, characterized in that: The application of a planar variable curvature bridge jacking construction system as described in any one of claims 1 to 5 includes a first joint jacking process for a steel box girder; Step S1: assembling the front guide beam, assembling the first round of the first unit of steel box beams, and assembling one segment; Step S2: the first round of the first joint of the steel box girder, pushing a segment distance; Step S3: the second round of the first unit of steel box beam, assembling one segment; Step S4: the second round of the first section of the steel box girder, pushing the distance of 2 sections; Step S5: the third round of the first unit of steel box girder, assembling two segments; Step S6: The third round of the first section of the steel box girder is pushed up to a distance of 2 sections; Step S7: the fourth round of the first unit of steel box beams, assembling one segment and assembling the rear guide beam; Step S8: The first joint of the steel box girder is pushed into place; Step S9: Remove the guide beam and adjust the plane position.

7. The top-pushing construction process for a plane variable curvature bridge according to claim 6, characterized in that: The assembling of the front guide beam in step S1 and the assembling of the rear guide beam in step S7 are completed on the shore.

8. The top-pushing construction process for a plane variable curvature bridge according to claim 6, characterized in that: The removal of the guide beam in step S9 is completed at the first joint of the steel box beam.

9. The top-pushing construction process for a plane variable curvature bridge according to claim 6, characterized in that: It also includes a steel box girder transverse movement process, which is connected with step S9; Step S10: installing beam drop pads and equipment on the first section of the steel box girder; Step S11: converting the support point of the first joint of the steel box girder; Step S12: Removing some temporary piers Step S13: The first section of the steel box girder is lowered using beam-dropping pads and jacks.

10. The top-pushing construction process for a plane variable curvature bridge according to claim 9, characterized in that: It also includes a second joint jacking process of the steel box girder, and its connection step S13; Step S14: assembling and pushing the second joint of the steel box girder according to steps S1 to S7; Step S15: The second joint of the steel box beam is pushed until the front guide beam abuts against the first joint; Step S16: removing the front guide beam; Step S17: The second joint of the steel box girder is pushed into place; Step S18: According to steps S10 to S13, execute the second joint of the steel box girder.

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