A construction method for incremental launching of a long-span two-way longitudinal slope bridge

Abstract

The present invention is a method for incremental launching construction of a long-span two-way longitudinal slope bridge. The specific steps are as follows: a number of assembly jigs and temporary ground piers are set in the steel structure assembly area on one side of the main bridge, and steel cushion beams and walking incremental launching jacks are arranged; the main girder is disconnected at the mid-span, and the two parts after the disconnection of the main girder are rotated by a certain angle from the mid-span position so that the two parts are in a horizontal position, the disconnected position at the mid-span of the main girder is connected by a temporary rigid connection, and a guide beam is welded; a temporary pier in the water is constructed and steel cushion beams and walking incremental launching jacks are arranged; incremental launching is started until the planar position of the main girder is in place; relevant components are removed, the temporary rigid connection is disconnected, and the vertical curve of the main girder is adjusted to the designed alignment by the jacks on the temporary pier in the water; the mid-span position of the main girder is connected by a permanent rigid connection to achieve the completed bridge alignment; the girder is lowered. The present invention greatly reduces the workload of gasket adjustment for each temporary pier during the incremental launching process, significantly reduces the safety risks during the incremental launching construction process, and improves the construction efficiency.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge construction, and in particular to a jacking construction method for long-span two-way longitudinal slope bridges. Background Art

[0002] In recent years, with the development of cities and the continuous improvement of people's living standards, the per capita car ownership in China has been increasing. As a result, the urban road traffic pressure is becoming greater and greater, and the original urban bridges can no longer meet people's travel needs. For this reason, a considerable number of old urban bridges need to be rebuilt. However, in order to connect with the original road elevation smoothly and meet the navigation requirements at the same time, new bridges have to adopt a two-way large longitudinal slope design. For bridges with complex vertical curves, the full hall formwork support method is mostly used for installation construction; for bridges spanning rivers with navigation or flood discharge requirements, the jacking method is mostly used for construction. When the jacking method is used for construction, due to the existence of the two-way longitudinal slope, a large amount of shim adjustment work is required at the jacking jacks, the process is complicated, the work efficiency is low, and the construction risk is high. Summary of the Invention

[0003] The present invention aims to solve the deficiencies of the prior art and provides a jacking construction method for long-span two-way longitudinal slope bridges.

[0004] To achieve the above object, the present invention adopts the following technical solutions:

[0005] A jacking construction method for long-span two-way longitudinal slope bridges, the specific steps are as follows:

[0006] S1. Set up a steel structure assembly area for assembling the main beam on one side of the bank of the main bridge, and respectively set a number of assembly jigs and a number of temporary ground piers for jacking in the steel structure assembly area. The assembly jigs and the temporary ground piers are arranged alternately. The spacing and quantity of the assembly jigs and the temporary ground piers are determined by calculation. Arrange steel cushion beams and walking jacks on the temporary ground piers and the bridge abutments;

[0007] S2. Assemble the main beam components on the assembly jigs and the temporary ground piers in the steel structure assembly area. When assembling, the main beam is disconnected at the mid-span. The two parts after the main beam is disconnected are rotated by a certain angle from the mid-span position so that the two parts are in a horizontal position. After adjusting the angle, connect the disconnected position at the mid-span of the main beam through temporary rigid connection, and weld the guide beam at the same time;

[0008] S3. Construct the temporary piers in the water, and arrange steel cushion beams and walking jacks on the temporary piers in the water. The quantity and distance of the temporary piers in the water are determined according to the span, stiffness and self-weight of the main beam;

[0009] S4. Start jacking, and the walking jacks cycle according to the four steps of lifting, horizontal pushing, lowering and retracting;

[0010] S5. Continuously push forward until the girder is in place in terms of the planar position.

[0011] S6. After the girder is in place in terms of the planar position, remove the assembly falsework, the temporary ground piers and the false girder, move away the steel cushion beams and the walking jacks on the abutment, disconnect the temporary rigid connection at the mid-span of the girder, and adjust the vertical curve of the girder to the designed alignment by means of the walking jacks on the temporary piers in the water under the girder.

[0012] S7. After the alignment is adjusted, connect the mid-span position of the girder by means of the permanent rigid connection to achieve the completed bridge alignment.

[0013] S8. Lower the girder, place the girder on the abutment and the permanent pier bearings, remove the steel cushion beams and the walking jacks on the temporary piers in the water, and remove the temporary piers in the water to complete the jacking construction of the girder.

[0014] In step S1, the assembly falsework includes an assembly falsework foundation, and a steel section leg is fixedly arranged on the top of the assembly falsework foundation.

[0015] In step S1, the temporary ground pier includes a temporary ground pier foundation, and a steel bar mesh is arranged in the temporary ground pier foundation.

[0016] In step S1, the number of the assembly falseworks is seven, and the number of the temporary ground piers is six.

[0017] In step S2, the rotation angle of the girder after being disconnected at the mid-span is determined by the included angle between the connection line of the lowest point and the highest point of the girder bottom elevation and the horizontal line.

[0018] In step S3, the temporary pier in the water includes a jacking platform, the jacking platform is composed of a pile top cross beam and a pile top longitudinal beam, four steel pipe piles are arranged at the bottom of the jacking platform, and the four steel pipe piles are connected into a lattice column by means of channel steels.

[0019] In step S6, when adjusting the alignment of the girder, due to the existence of the longitudinal slope of the girder, wedge-shaped steel plates and rubber cushion blocks need to be installed above the steel cushion beam and the walking jack to ensure that the steel cushion beam and the walking jack are completely attached to the bottom surface of the girder.

[0020] The beneficial effects of the present invention are as follows: The jacking construction of the long-span two-way longitudinal slope bridge in the present invention is transformed from the complex jacking construction of the vertical curve bridge into the simple jacking construction of the nearly straight bridge, greatly reducing the workload of shim adjustment for each temporary pier during the jacking process, simplifying the fragmented and cumbersome shim adjustment work into several simple jacking operations after the girder is horizontally jacked in place, significantly reducing the safety risk during the jacking construction process, improving the construction efficiency, saving costs at the same time, and having remarkable economic benefits. Description of the Drawings

[0021] Figure 1 It is a schematic diagram of step S1 of the present invention;

[0022] Figure 2 Schematic diagram of step S2 of the present invention;

[0023] Figure 3 Schematic diagram of step S3 of the present invention;

[0024] Figure 4 Schematic diagram of step S4 of the present invention;

[0025] Figure 5 Schematic diagram of step S5 of the present invention;

[0026] Figure 6 Schematic diagram of step S6 of the present invention;

[0027] Figure 7 Schematic diagram of step S7 of the present invention;

[0028] Figure 8 Schematic diagram of step S8 of the present invention;

[0029] Figure 9 Schematic diagram of the principle of adjusting the angle of the main beam in step S2 of the present invention;

[0030] Figure 10 Schematic diagram of the overall construction principle of the present invention;

[0031] Figure 11 Schematic diagram of the structure of the assembly jig;

[0032] Figure 12 Schematic diagram of the structure of the temporary ground pier;

[0033] Figure 13 Schematic diagram of the structure of the abutment;

[0034] Figure 14 Schematic diagram of the structure of the temporary pier in water;

[0035] In the figure: 1 - main beam; 2 - temporary rigid connection; 3 - permanent rigid connection; 4 - assembly jig; 5 - temporary ground pier; 6 - abutment; 7 - steel cushion beam; 8 - walking type jacking jack; 9 - guide beam; 10 - temporary pier in water; 11 - permanent pier; 12 - riverbed;

[0036] 41 - assembly jig foundation; 42 - steel section leg;

[0037] 51 - temporary ground pier foundation; 52 - steel mesh;

[0038] 101 - pile top cross beam; 102 - pile top longitudinal beam; 103 - steel pipe pile; 104 - channel steel;

[0039] The following will be described in detail with reference to the embodiments of the present invention and the accompanying drawings. Detailed implementation mode

[0040] The principles and features of the present invention will be described below in conjunction with the accompanying drawings. The examples given are only used to explain the present invention and are not intended to limit the scope of the present invention. In the following paragraphs, the present invention will be described more specifically by way of example with reference to the accompanying drawings. The advantages and features of the present invention will be clearer according to the following description. It should be noted that the accompanying drawings are all in a very simplified form and use non-precise scales, and are only used to conveniently and clearly assist in explaining the purpose of the embodiments of the present invention.

[0041] It should be noted that when a component is referred to as "fixed to" another component, it can be directly on the other component or there can also be an intermediate component. When a component is considered to be "connected" to another component, it can be directly connected to the other component or there may be an intermediate component at the same time. When a component is considered to be "disposed on" another component, it can be directly disposed on the other component or there may be an intermediate component at the same time. The terms "vertical", "horizontal", "left", "right" and similar expressions used herein are only for the purpose of illustration.

[0042] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by those skilled in the technical field to which the present invention belongs. The terms used herein in the specification of the present invention are only for the purpose of describing specific embodiments and are not intended to limit the present invention. The term "and / or" used herein includes any and all combinations of one or more of the related listed items.

[0043] The present invention will be further described below in conjunction with the accompanying drawings and embodiments:

[0044] The present invention provides a jacking construction method for a long-span two-way longitudinal slope bridge. When jacking, the main girder 1 does not need to be assembled according to the completed bridge alignment. Instead, it is disconnected at the mid-span of the main girder 1 and rotated by a certain angle, and then a temporary rigid connection 2 is used to transform the main girder 1 into a main girder 1 to reduce the height difference between the lowest point and the highest point of the beam bottom elevation. The principle of the construction is shown in Figure 10 as shown, and the support height of the gasket during the jacking process of the main girder 1 is reduced. The specific steps are as follows:

[0045] S1, as Figure 1As shown in the figure, a steel structure assembly area for assembling the main girder 1 is set on the shore on one side of the main bridge and the riverbed 12, and a number of assembly jigs 4 and a number of temporary ground piers 5 for jacking are respectively set in the steel structure assembly area. The assembly jigs 4 and the temporary ground piers 5 are arranged alternately. The spacing and quantity of the assembly jigs 4 and the temporary ground piers 5 are determined by calculation to ensure that the deformation and local stress of the main girder 1 during assembly and jacking are controlled within the allowable range. For example, in this embodiment, the number of the assembly jigs 4 is seven, and the number of the temporary ground piers 5 is six; a steel cushion beam 7 and a walking jack 8 are arranged on the temporary ground piers 5 and the abutment 6, as Figure 12 , 13 shown;

[0046] The assembly jig 4, as Figure 11 shown, includes an assembly jig foundation 41, and a steel section leg 42 is fixedly arranged on the top of the assembly jig foundation 41;

[0047] The temporary ground pier 5, as Figure 12 shown, includes a temporary ground pier foundation 51, and a steel bar mesh 52 is arranged in the temporary ground pier foundation 51;

[0048] S2. As Figure 2 shown, the components of the main girder 1 are assembled on the assembly jigs 4 and the temporary ground piers 5 in the steel structure assembly area. During assembly, the main girder 1 is disconnected at the mid-span. The two parts after the main girder 1 is disconnected are rotated by a certain angle from the mid-span position so that the two parts are in a horizontal position. The principle is as Figure 9 shown. The rotation angle of the main girder 1 after being disconnected at the mid-span is determined by the included angle between the connection line of the lowest point and the highest point of the bottom elevation of the main girder 1 and the horizontal line. After the main girder 1 is rotated, its alignment and the coordinate positions of each component change accordingly. This change should be considered during the assembly process to ensure the accuracy of the position and alignment of the main girder 1 after the bridge is completed; after adjusting the angle, the disconnected position at the mid-span of the main girder 1 is connected by a temporary rigid connection 2, and at the same time, the guide beam 9 is welded;

[0049] S3. As Figure 3 shown, the temporary pier 10 in the water is constructed. The temporary pier 10 in the water, as Figure 14 shown, includes a jacking platform, and the jacking platform is composed of a pile top cross beam 101 and a pile top longitudinal beam 102. Four steel pipe piles 103 are arranged at the bottom of the jacking platform. The four steel pipe piles 103 are inserted into the riverbed as a bearing structure, and the four steel pipe piles 103 are connected by channel steels 104 to form a lattice column to increase the lateral stiffness of the temporary pier 10 in the water; a steel cushion beam 7 and a walking jack 8 are arranged on the temporary pier 10 in the water. The quantity and distance of the temporary piers 10 in the water are determined according to the span, stiffness and self-weight of the main girder 1;

[0050] S4. As Figure 4As shown, the jacking starts, and the walking jacking jack 8 cycles through four steps: lifting, pushing, descending, and retracting;

[0051] S5, such as Figure 5 As shown, continue pushing until the plane position of the main beam 1 is pushed into place;

[0052] S6, such as Figure 6 As shown, after the plane position of the main beam 1 is pushed into place, the assembly frame 4, the temporary pier 5 on the ground and the guide beam 9 are removed, the steel cushion beam 7 and the walking-type pushing jack 8 on the abutment 6 are removed, the temporary rigid connection 2 in the span of the main beam 1 is disconnected, and the vertical curve of the main beam 1 is adjusted to the designed line shape by the walking-type pushing jack 8 on the temporary pier 10 in the water below the main beam 1; when adjusting the line shape of the main beam 1, due to the existence of the longitudinal slope of the main beam 1, a wedge-shaped steel plate and a rubber pad need to be installed above the steel cushion beam 7 and the walking-type pushing jack 8 to ensure that the steel cushion beam 7 and the walking-type pushing jack 8 are completely in contact with the bottom surface of the main beam 1;

[0053] S7, such as Figure 7 As shown, after the alignment is adjusted, the mid-span position of the main beam 1 is connected by permanent rigid connection 3 to achieve the alignment of the completed bridge;

[0054] S8, such as Figure 8 As shown, the main beam 1 is dropped onto the abutment 6 and the permanent pier 11, the steel cushion beam 7 and the walking type jacking jack 8 on the temporary pier 10 in the water are removed, the temporary pier 10 in the water is dismantled, and the main beam jacking construction is completed.

[0055] The present invention transforms the jacking construction of a large-span bidirectional longitudinal slope bridge from a complex jacking construction of a vertical curved bridge to a simple jacking construction of a nearly straight bridge, greatly reducing the workload of adjusting the gaskets of each temporary pier during the jacking process, and simplifies the fragmentary and cumbersome gasket adjustment work to a simple several times of jacking work after the main beam 1 is horizontally jacked into place, significantly reducing the safety risks during the jacking construction process, improving the construction efficiency, saving costs, and having significant economic benefits.

[0056] The present invention is described above by way of example in conjunction with the accompanying drawings. It is obvious that the specific implementation of the present invention is not limited to the above-mentioned method. As long as various improvements are made using the method concept and technical solution of the present invention, or are directly applied to other occasions without improvement, they are all within the protection scope of the present invention.

Claims

1. A construction method for incremental launching of a long-span two-way longitudinal slope bridge, characterized in that, The specific steps are as follows: S1. Set up a steel structure assembly area for assembling the main beam (1) on one side of the shore of the main bridge, and respectively set several assembly jigs (4) and several temporary ground piers (5) for incremental launching in the steel structure assembly area. The assembly jigs (4) and the temporary ground piers (5) are arranged alternately. The spacing and quantity of the assembly jigs (4) and the temporary ground piers (5) are determined by calculation. Arrange steel cushion beams (7) and walking type incremental launching jacks (8) on the temporary ground piers (5) and the abutments (6); S2. Assemble the components of the main beam (1) on the assembly jigs (4) and the temporary ground piers (5) in the steel structure assembly area. When assembling, the main beam (1) is disconnected at the mid-span. The two parts after the main beam (1) is disconnected rotate a certain angle from the mid-span position so that the two parts are in a horizontal position. The rotation angle after the main beam (1) is disconnected at the mid-span is determined by the included angle between the line connecting the lowest point and the highest point of the bottom elevation of the main beam (1) and the horizontal line; After adjusting the angle, connect the disconnected position at the mid-span of the main beam (1) through a temporary rigid connection (2), and at the same time weld the lead girder (9); S3. Construct the temporary piers in the water (10), and arrange steel cushion beams (7) and walking type incremental launching jacks (8) on the temporary piers in the water (10). The quantity and distance of the temporary piers in the water (10) are determined according to the span, stiffness and self-weight of the main beam (1); S4. Start incremental launching. The walking type incremental launching jack (8) cycles according to four steps: lifting, horizontal pushing, lowering, and retracting; S5. Continuously carry out incremental launching until the horizontal position of the main beam (1) is pushed in place; S6. When the horizontal position of the main beam (1) is pushed in place, remove the assembly jigs (4), the temporary ground piers (5) and the lead girder (9), remove the steel cushion beams (7) and the walking type incremental launching jacks (8) on the abutment (6), disconnect the temporary rigid connection (2) at the mid-span of the main beam (1), and adjust the vertical curve of the main beam (1) to the designed alignment through the walking type incremental launching jack (8) on the temporary piers in the water (10) under the main beam (1); S7. After the alignment adjustment is completed, connect the mid-span position of the main beam (1) through a permanent rigid connection (3) to achieve the completed bridge alignment; S8. Lower the beam, place the main beam (1) on the bearings of the abutment (6) and the permanent piers (11), remove the steel cushion beams (7) and the walking type incremental launching jacks (8) on the temporary piers in the water (10), and remove the temporary piers in the water (10) to complete the incremental launching construction of the main beam.

2. The incremental launching construction method for a long-span two-way longitudinal slope bridge according to claim 1, wherein, In step S1, the assembly jig (4) includes an assembly jig foundation (41), and a section steel leg (42) is fixedly arranged on the top of the assembly jig foundation (41).

3. A jacking construction method for a long-span two-way longitudinal slope bridge according to claim 2, characterized in that In step S1, the temporary ground pier (5) includes a temporary ground pier foundation (51), and a steel mesh (52) is arranged in the temporary ground pier foundation (51).

4. A jacking construction method for a long-span two-way longitudinal slope bridge according to claim 3, characterized in that, In step S1, the quantity of the assembly jigs (4) is seven, and the quantity of the temporary ground piers (5) is six.

5. A jacking construction method for a long-span two-way longitudinal slope bridge according to claim 4, characterized in that In step S3, the temporary pier in the water (10) includes an incremental launching platform, and the incremental launching platform is composed of a pile top cross beam (101) and a pile top longitudinal beam (102). Four steel pipe piles (103) are arranged at the bottom of the incremental launching platform, and the four steel pipe piles (103) are connected into a lattice column through channel steels (104).

6. The incremental launching construction method for a long-span two-way longitudinal slope bridge according to claim 5, characterized in that, In step S6, when adjusting the alignment of the main girder (1), due to the existence of the longitudinal slope of the main girder (1), wedge-shaped steel plates and rubber cushion blocks need to be installed above the steel cushion beam (7) and the walking jack (8) to ensure that the steel cushion beam (7) and the walking jack (8) are in complete contact with the bottom surface of the main girder (1).

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