A two-way jacking construction method for a bridge with a complex vertical curve on a two-way longitudinal slope

Abstract

The present invention relates to a two-way jacking construction method for a bridge with a complex vertical curve on a two-way longitudinal slope. The specific steps are as follows: The main girder is divided into a left main girder and a right main girder. Erection supports and jacking piers are arranged in the steel structure assembly area, and at the same time, jacking piers in the water are arranged. Walking jacks and steel bearing beams are arranged on the jacking piers and the bridge abutments; The left main girder and the right main girder are assembled, and the assembled left main girder and right main girder are both rotated by a certain angle with the closure end as the rotation point to make the left main girder and the right main girder in a horizontal position, and the guide beam is welded; Jacked to the designated position; After the left main girder and the right main girder are jacked to the jacking piers in the water, the guide beam is removed and the alignment of the main girder is adjusted; The left main girder and the right main girder are closed at the mid-span and the girders are lowered. The present invention transforms the jacking construction of a bridge with a complex vertical curve on a two-way large longitudinal slope into two simple horizontal jacking constructions of the bridge. The jacking process is greatly simplified, the workload of adjusting the pads of each jacking pier is reduced, the operation is simple and safe, the process is concise, and it has remarkable economic benefits.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge incremental launching construction, and particularly relates to a two-way incremental launching construction method for a bridge with a complex vertical curve and a two-way longitudinal slope. Background Art

[0002] In recent years, with the continuous development of China's economy and the increasing improvement of the industrialization level of bridges, the scale of bridge construction in China has been continuously expanding. However, in bridge engineering construction, due to restrictions such as terrain and landform, or for the needs of three-dimensional traffic, drainage, flood discharge, etc., there often appear designs of complex vertical curve bridges with relatively large longitudinal slopes. For the construction of such bridges, in order not to affect the normal use of the drainage, flood discharge under the bridge or the original structures or facilities, the incremental launching method is one of the commonly used methods for the erection of the main girder, and prestressed concrete box girders, steel box girders, steel truss girders, etc. are all suitable for construction by the incremental launching method. However, due to the large longitudinal slope of the bridge and the two-way longitudinal slope, when the incremental launching method is used for construction, it is necessary to continuously adjust the height of the bearing pads at the incremental launching piers to adapt to the curve of the beam bottom during the incremental launching process of the bridge, which brings great inconvenience and risks to the incremental launching construction. Summary of the Invention

[0003] The present invention aims to solve the deficiencies of the prior art and provides a two-way incremental launching construction method for a bridge with a complex vertical curve and a two-way longitudinal slope.

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

[0005] A two-way incremental launching construction method for a bridge with a complex vertical curve and a two-way longitudinal slope, the specific steps are as follows:

[0006] S1. Site preparation: Divide the main girder into a left main girder and a right main girder, set up a steel structure assembly area for assembling the left main girder and the right main girder at the corresponding positions of the main bridge axis on both sides of the bank, and at the same time use this area as the starting area for incremental launching. Arrange assembly brackets and incremental launching piers on the ground at the corresponding positions in the steel structure assembly area, and at the same time arrange incremental launching piers in the water. Arrange walking incremental launching jacks and steel bearing beams on the incremental launching piers and the bridge abutments;

[0007] S2. Assembly of the left main girder and the right main girder: Use hoisting equipment to assemble the left main girder and the right main girder on the assembly brackets in the steel structure assembly area and the incremental launching piers on the ground. After the assembly is completed, conduct a primary alignment review. After the alignment review is correct, rotate the assembled left main girder and right main girder by a certain angle with the closure end as the rotation point to make the left main girder and the right main girder in a horizontal position. At the same time, weld guide beams at the closure ends of the left main girder and the right main girder;

[0008] S3. Start incremental launching: Use the walking incremental launching jacks on the incremental launching piers to conduct incremental launching construction of the left main girder and the right main girder. During the incremental launching process, the walking incremental launching jacks cycle according to the four steps of lifting, horizontal pushing, lowering, and retracting, and push the left main girder and the right main girder to the designated position;

[0009] S4. After the left and right main beams are pushed to the jacking piers in the water, the guide beams are removed, and the walking jacking jacks and steel cushion beams on the abutments are removed. When the left and right main beams are pushed close to each other, the line shape of the main beams is adjusted by adjusting the height of the walking jacking jacks and steel cushion beams on the jacking piers in the water. After the adjustment is completed, the line shape is checked;

[0010] S5. After the main beam line shape is verified, the left and right main beams are joined and welded into a whole in the middle of the span to achieve the bridge line shape;

[0011] S6. Drop the main beam onto the supports of the abutments and permanent piers, re-measure the elevation of the main beam, and after verification, remove the walking jacks and steel pad beams, dismantle the assembly brackets and the jacking piers on the ground, and complete the main beam jacking construction.

[0012] In step S1, in order to ensure that the deformation and local stress of the main beam during the assembly and jacking process are within the allowable range, the spacing and number of the assembly brackets, the ground and the jacking piers in the water are determined by calculation.

[0013] In step S1, the assembled support includes a support steel pipe pile, and a steel support leg is provided on the top of the support steel pipe pile. The support steel pipe pile is inserted into the soil and the depth of the soil is determined by calculation to bear the dead weight of the left main beam and the right main beam.

[0014] In step S1, the jacking pier includes four supporting steel pipe piles, the tops of which are provided with jacking platforms, the four supporting steel pipe piles are fixedly connected by channel steels, the four supporting steel pipe piles are inserted into the soil as bearing structures, and the depth of the four supporting steel pipe piles is determined by calculation.

[0015] In step S1, there are two types of heights of steel pad beams. The heights of the jacking piers on the ground and the steel pad beams on the abutments are adapted to the heights of the walking-type jacking jacks after they are retracted, and are used for the early horizontal jacking construction of the left and right main beams; the heights of the steel pad beams on the jacking piers in the water are adapted to the vertical lifting stroke of the walking-type jacking jacks, and are used for the later vertical linear adjustment construction of the main beams.

[0016] In step S2, the rotation angle of the left main beam and the right main beam is determined by the angle between the line connecting the lower edge of the main beam end and the lower edge of the main beam mid-span and the horizontal line; after the left main beam and the right main beam are rotated, their linear shape and the coordinate position of each component are changed accordingly. This change should be considered during the jointing process to ensure the accuracy of the main beam position and linear shape after the bridge is completed.

[0017] In step S4, the vertical linear adjustment of the main beam is mainly achieved by lowering the elevation of the jacking equipment on the jacking pier in the water.

[0018] In step S4, when adjusting the vertical curve by using the jacking equipment of the jacking pier under the main girder, due to the existence of the longitudinal slope of the main girder, wedge-shaped steel plates adapted to the longitudinal slope of the beam bottom need to be installed above the steel cushion beam and the walking jacking jack to ensure that the steel cushion beam and the walking jacking jack are completely attached to the bottom surface of the main girder, avoiding stress concentration at the bottom of the main girder.

[0019] In step S5, the closure is carried out at night or when the daily temperature is relatively low and the temperature change range is small, minimizing the influence of temperature on the main girder.

[0020] The beneficial effects of the present invention are as follows: The present invention transforms the jacking construction of a two-way large longitudinal slope complex vertical curve bridge into two simple horizontal jacking constructions of bridges, avoiding the complex gasket adjustment work in the traditional jacking construction of large longitudinal slope bridges. The jacking process is greatly simplified, reducing the amount of cushion adjustment work for each jacking pier, and transforming a large amount of gasket adjustment work into several jacking operations. It is simple and safe to operate, the process is concise, and it has significant economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

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

[0022] Figure 2 It is a schematic diagram of step S2 in the present invention;

[0023] Figure 3 It is a schematic diagram of step S3 in the present invention;

[0024] Figure 4 It is a schematic diagram of step S4 in the present invention;

[0025] Figure 5 It is a schematic diagram of step S5 in the present invention;

[0026] Figure 6 It is a schematic diagram of step S6 in the present invention;

[0027] Figure 7 It is a schematic diagram of the rotation of the left main girder and the right main girder in step S1 of the present invention;

[0028] Figure 8 It is a schematic diagram of the structure of the jacking pier;

[0029] Figure 9 It is a schematic diagram of the structure of the assembly bracket;

[0030] In the figure: 1 - main girder; 2 - jacking pier; 3 - assembly bracket; 4 - abutment; 5 - permanent pier; 6 - walking jacking jack; 7 - steel cushion beam; 8 - guide beam; 9 - riverbed;

[0031] 11 - left main girder; 12 - right main girder;

[0032] 21 - Supporting steel pipe piles; 22 - Jacking platform; 23 - Channel steel;

[0033] 31 - Bracket steel pipe piles; 32 - Section steel legs;

[0034] The following will describe in detail with reference to the accompanying drawings in conjunction with the embodiments of the present invention. Specific embodiments

[0035] The following describes the principles and features of the present invention with reference to the accompanying drawings. The examples given are only for explaining 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. According to the following description, the advantages and features of the present invention will be clearer. It should be noted that the accompanying drawings are all in a very simplified form and use non-precise scales, only for the purpose of facilitating and clearly assisting in explaining the objectives of the embodiments of the present invention.

[0036] 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.

[0037] 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 in the description of the present invention herein 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.

[0038] The following further illustrates the present invention with reference to the accompanying drawings and embodiments:

[0039] The present invention provides a two-way longitudinal slope complex vertical curve bridge two-way jacking construction method. This method divides the main bridge into two parts at the highest point of the vertical curve, namely the left main girder 11 and the right main girder 12. Assembly areas are set on both sides of the bridge, and assembly, two-way jacking, and mid-span closure are carried out on both sides. Rotate the left main girder 11 and the right main girder 12 by a certain angle so that the lower edge of the beam end of the main girder 1 is at the same horizontal plane as the lower edge of the mid-span of the main girder 1, converting the jacking construction of the two-way longitudinal slope complex vertical curve bridge into an easily controllable straight-line jacking construction, thereby solving the problem of difficult pad adjustment during the jacking process of the two-way longitudinal slope complex vertical curve bridge. The specific steps are as follows:

[0040] S1. As Figure 1As shown in the figure, for site preparation, the main beam 1 is divided into a left main beam 11 and a right main beam 12. Steel structure assembly areas for assembling the left main beam 11 and the right main beam 12 are set at corresponding positions on the main bridge axis on both sides of the bank. At the same time, this area is used as the starting area for incremental launching. Assembly brackets 3 and incremental launching piers 2 on the ground are arranged at corresponding positions in the steel structure assembly area. Meanwhile, incremental launching piers 2 in the water are arranged. To ensure that the deformation and local stress of the main beam 1 during assembly and incremental launching are within the allowable range, the spacing and quantity of the assembly brackets 3, the incremental launching piers 2 on the ground and in the water are determined by calculation. Walk-behind incremental launching jacks 6 and steel cushion beams 7 are arranged on the incremental launching piers 2 and abutments 4;

[0041] The assembly bracket 3, as Figure 9 shown, is composed of a single support steel pipe pile 31 and a section steel leg 32; the support steel pipe pile 31 is inserted into the soil, and its penetration depth is determined by calculation to bear the self-weight of the left main beam 11 and the right main beam 12;

[0042] The incremental launching pier 2, as Figure 8 shown, is composed of four support steel pipe piles 21, an incremental launching platform 22 and channel steels 23; the four support steel pipe piles 21 are inserted into the soil and used as the bearing structure, and its penetration depth is determined by calculation; the four support steel pipe piles 21 are connected into a whole through the channel steels 23 to increase the lateral stiffness of the incremental launching pier 2 to resist the horizontal force generated during incremental launching;

[0043] The height of the steel cushion beam 7 has two types. The height of the steel cushion beam 7 on the incremental launching piers 2 on the ground and the abutments 4 is adapted to the height after the walk-behind incremental launching jack 6 retracts the top, which is used for the horizontal incremental launching construction of the left main beam 11 and the right main beam 12 in the early stage; the height of the steel cushion beam 7 on the incremental launching piers 2 in the water is adapted to the vertical lifting stroke of the walk-behind incremental launching jack 6, which is used for the construction of the vertical alignment adjustment of the main beam 1 in the later stage.

[0044] S2. As Figure 2 shown, for the assembly of the left main beam 11 and the right main beam 12, using a hoisting and lifting device, the left main beam 11 and the right main beam 12 are assembled on the assembly brackets 3 and the incremental launching piers 2 on the ground in the steel structure assembly area. After the assembly is completed, a linearity review is carried out. After the linearity review is correct, the assembled left main beam 11 and right main beam 12 are both rotated by a certain angle with the closure end as the rotation point, as Figure 7 shown, to make the left main beam 11 and the right main beam 12 in a horizontal position. At the same time, a guide beam 8 is welded at the closure ends of the left main beam 11 and the right main beam 12;

[0045] The rotation angle of the left main beam 11 and the right main beam 12 is determined by the included angle between the connection line of the lower edge of the beam end of the main beam 1 and the lower edge of the mid-span of the main beam 1 and the horizontal line; after the left main beam 11 and the right main beam 12 are rotated, their linearity and the coordinate positions of each component change accordingly. This change should be considered during the closure process to ensure the accuracy of the position and linearity of the main beam 1 after the bridge is completed;

[0046] S3, such as Figure 3 As shown, the jacking starts, and the walking jacking jack 6 on the jacking pier 2 is used to carry out the jacking construction of the left main beam 11 and the right main beam 12. During the jacking process, the walking jacking jack 6 performs four steps of lifting, horizontal pushing, descending, and retracting in a cycle to push the left main beam 11 and the right main beam 12 to the specified position;

[0047] S4, such as Figure 4 As shown, after the left main beam 11 and the right main beam 12 are pushed onto the pushing pier 2 in the water, the guide beam 8 is removed, and the walking-type pushing jack 6 and the steel cushion beam 7 on the abutment 4 are removed. After the left main beam 11 and the right main beam 12 are pushed close to each other, the linear shape of the main beam 1 is adjusted by adjusting the height of the walking-type pushing jack 6 and the steel cushion beam 7 on the pushing pier 2 in the water. After the adjustment is completed, the linear shape is checked;

[0048] The vertical linear adjustment of the main beam 1 is mainly achieved by lowering the elevation of the jacking equipment on the jacking pier 2 in the water. When the vertical curve is adjusted by using the jacking equipment of the jacking pier 2 below the main beam 1, due to the existence of the longitudinal slope of the main beam 1, a wedge-shaped steel plate adapted to the longitudinal slope of the beam bottom needs to be installed above the steel cushion beam 7 and the walking jacking jack 6 to ensure that the steel cushion beam 7 and the walking jacking jack 6 are completely in contact with the bottom surface of the main beam 1 to avoid stress concentration at the bottom of the main beam 1.

[0049] S5, such as Figure 5 As shown in the figure, after the linear shape of the main beam 1 is verified to be correct, the left main beam 11 and the right main beam 12 are joined in the middle of the span and welded into a whole to achieve the linear shape of the completed bridge; the joining is carried out at night or when the temperature is low during the day and the temperature variation is small, so as to minimize the influence of temperature on the main beam 1;

[0050] S6, such as Figure 6 As shown, the main beam 1 is dropped onto the supports of the abutment 4 and the permanent pier 5, and the elevation of the main beam 1 is remeasured. After verification, the walking jack 6 and the steel cushion beam 7 are removed, and the assembly bracket 3 and the jacking pier 2 on the ground are removed to complete the jacking construction of the main beam 1.

[0051] The present invention converts the jacking construction of a bidirectional large longitudinal slope complex vertical curve bridge into two-stage simple horizontal jacking construction of the bridge, avoiding the complicated gasket adjustment work in the traditional jacking construction process of the large longitudinal slope bridge, greatly simplifying the jacking process, reducing the workload of gasket adjustment of each jacking pier 2, and converting a large amount of gasket adjustment work into several jacking operations. The operation is simple and safe, the process is concise, and it has significant economic benefits.

[0052] The present invention has been described exemplarily in conjunction with the accompanying drawings. Obviously, the specific implementation of the present invention is not limited by the above-mentioned manner. As long as various improvements are made by adopting the method concept and technical solution of the present invention, or directly applied to other occasions without improvement, they are all within the protection scope of the present invention.

Claims

1. A two-way top-down construction method for a complex vertical curve bridge with a two-way longitudinal slope, characterized in that, The specific steps are as follows: S1. Site preparation: Divide the main girder (1) into the left main girder (11) and the right main girder (12). Set up a steel structure assembly area for assembling the left main girder (11) and the right main girder (12) at the corresponding positions of the main bridge axis on both sides of the bank. At the same time, use this area as the starting area for incremental launching. Arrange assembly brackets (3) and incremental launching piers on the ground at the corresponding positions in the steel structure assembly area, and also arrange incremental launching piers in the water. Arrange walking type incremental launching jacks (6) and steel cushion beams (7) on the incremental launching piers and abutments (4). The height of the steel cushion beam (7) has two types. The height of the steel cushion beam (7) on the incremental launching piers on the ground and the abutment (4) is adapted to the height after the walking type incremental launching jack (6) retracts the top, which is used for the horizontal incremental launching construction of the left main girder (11) and the right main girder (12) in the early stage. The height of the steel cushion beam (7) on the incremental launching piers in the water is adapted to the vertical lifting stroke of the walking type incremental launching jack (6), which is used for the vertical alignment adjustment construction of the main girder (1) in the later stage. S2. Assembly of the left main girder (11) and the right main girder (12): Use hoisting equipment to assemble the left main girder (11) and the right main girder (12) on the assembly brackets (3) in the steel structure assembly area and the incremental launching piers on the ground. After the assembly is completed, conduct a linearity review. After the linearity review is correct, rotate the assembled left main girder (11) and right main girder (12) by a certain angle with the closure end as the rotation point, so that the left main girder (11) and the right main girder (12) are in a horizontal position. At the same time, weld guide beams (8) at the closure ends of the left main girder (11) and the right main girder (12). The rotation angle of the left main girder (11) and the right main girder (12) is determined by the angle between the line connecting the lower edge of the beam end of the main girder (1) and the lower edge of the mid-span of the main girder (1) and the horizontal line. After the left main girder (11) and the right main girder (12) are rotated, their linearity and the coordinate positions of each component change accordingly. This change should be considered during the closure process to ensure the accuracy of the position and linearity of the main girder (1) after the bridge is completed. S3. Start incremental launching: Use the walking type incremental launching jacks (6) on the incremental launching piers to conduct incremental launching construction of the left main girder (11) and the right main girder (12). During the incremental launching process, the walking type incremental launching jacks (6) cycle through four steps: lifting, horizontal pushing, lowering, and retracting, and push the left main girder (11) and the right main girder (12) to the designated position. S4. After the left main girder (11) and the right main girder (12) are pushed to the incremental launching piers in the water, remove the guide beam (8), remove the walking type incremental launching jacks (6) and steel cushion beams (7) on the abutment (4). After the left main girder (11) and the right main girder (12) are pushed close, adjust the linearity of the main girder (1) by adjusting the height of the walking type incremental launching jacks (6) and steel cushion beams (7) on the incremental launching piers in the water. After the adjustment is completed, review the linearity. S5. After the linearity of the main girder (1) is reviewed and found to be correct, close and weld the mid-spans of the left main girder (11) and the right main girder (12) into a whole to achieve the linearity of the completed bridge. S6, drop the beam, drop the main beam (1) onto the supports of the abutment (4) and the permanent pier (5), re-measure the elevation of the main beam (1), and after verification, remove the walking jack (6) and the steel cushion beam (7), dismantle the assembly support (3) and the jacking pier on the ground, and complete the jacking construction of the main beam (1).

2. The two-way jacking construction method for a two-way longitudinal slope complex vertical curve bridge according to claim 1, characterized in that In step S1, in order to ensure that the deformation and local stress of the main beam (1) during the assembly and jacking process are within the allowable range, the spacing and number of the assembly bracket (3), the ground and the jacking piers in the water are determined by calculation.

3. A two-way jacking construction method for a complex vertical curve bridge with two-way longitudinal slopes according to claim 2, characterized in that, In step S1, the assembled support (3) includes a support steel pipe pile (31), the top of the support steel pipe pile (31) is provided with a steel support leg (32), and the support steel pipe pile (31) is inserted into the soil and the depth of the soil is determined by calculation to bear the dead weight of the left main beam (11) and the right main beam (12).

4. A two-way jacking construction method for a complex vertical curve bridge with two-way longitudinal slopes according to claim 3, characterized in that, In step S1, the jacking pier comprises four supporting steel pipe piles (21), the tops of the four supporting steel pipe piles (21) are provided with a jacking platform (22), the four supporting steel pipe piles (21) are fixedly connected by channel steels (23), and the four supporting steel pipe piles (21) are inserted into the soil as a bearing structure and the depth of the jacking is determined by calculation.

5. A two-way jacking construction method for a complex vertical curve bridge with a two-way longitudinal slope according to claim 4, characterized in that, In step S4, the vertical linear adjustment of the main beam (1) is mainly achieved by lowering the elevation of the jacking equipment on the jacking pier in the water.

6. A two-way jacking construction method for a complex vertical curve bridge with a two-way longitudinal slope according to claim 5, characterized in that, In step S4, when the vertical curve is adjusted using the jacking equipment of the jacking pier below the main beam (1), due to the existence of the longitudinal slope of the main beam (1), a wedge-shaped steel plate corresponding to the longitudinal slope of the bottom of the beam needs to be installed above the steel cushion beam (7) and the walking jacking jack (6) to ensure that the steel cushion beam (7) and the walking jacking jack (6) are completely in contact with the bottom surface of the main beam (1) to avoid stress concentration at the bottom of the main beam (1).

7. A two-way jacking construction method for a complex vertical curve bridge with two-way longitudinal slopes according to claim 6, characterized in that, In step S5, the closure is performed at night or during the day when the temperature is low and the temperature variation is small, so as to minimize the influence of temperature on the main beam (1).

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