Construction method for accurate positioning of main pier support installation of large-span steel truss arch bridge

Abstract

This invention discloses a precise positioning construction method for the installation of main pier supports of long-span steel truss arch bridges, comprising the following steps: Step S1: Pouring the support pad stone and reserving a post-cast layer of a predetermined thickness; Step S2: Laying a temporary steel pad plate of a predetermined thickness on the support pad stone; Step S3: Setting up vertical and horizontal adjustment devices on the support pad stone; Step S4: Hoisting the support onto the temporary steel pad plate; Step S5: Adjusting the vertical elevation of the support using the vertical adjustment device, while simultaneously removing the temporary steel pad plate, leaving a gap between the support and the support pad stone; Step S6: Adjusting the horizontal position of the support using the horizontal adjustment device; Step S7: Connecting the support and the support pad stone together with anchor bolts, and then pouring the post-cast layer of the pad stone; Step S8: Lifting the steel beam joint and supporting the support onto the support pad stone, completing the support installation. This invention has advantages such as simple process, reliable quality, time saving, good economy, and good application prospects.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology. More specifically, this invention relates to a precise positioning construction method applicable to the installation of main pier supports for long-span steel truss arch bridges. Background Technology

[0002] Steel truss arch bridges possess outstanding advantages such as magnificent appearance, large span capacity, and high load-bearing capacity. In recent years, many steel truss arch bridges have been built both domestically and internationally, such as the Chaotianmen Yangtze River Bridge, the Zhuhai Hengqin Second Bridge, and the Changtai Yangtze River Bridge Tianxingzhou Dedicated Navigation Channel Bridge. The superstructure load of the arch bridge is transferred to the foundation through the supports. For large-span steel truss arch bridges, the bearing capacity of the supports often exceeds 100,000 kN, making them the lifeline of the arch bridge structure. Their installation and positioning accuracy determines the overall bridge installation accuracy. Currently, the installation method for the main pier supports of large-span steel truss arch bridges is typically as follows: the main pier support pad is poured, a leveling steel plate is installed on the support pad, and then the support is hoisted onto the leveling steel plate. The steel beam is then installed and matched with the main pier support, and the support and steel beam are precisely positioned. Finally, the support is grouted to complete the support installation. This method requires a high degree of flatness in the support pad construction, accurate to 1-2 mm, making the construction difficult. Summary of the Invention

[0003] One objective of this invention is to provide a precise positioning construction method suitable for the installation of main pier supports of long-span steel truss arch bridges, which has the advantages of simple process, reliable quality, time saving, good economy and good application prospects.

[0004] To achieve these objectives and other advantages according to the present invention, a precise positioning construction method suitable for the installation of main pier supports of long-span steel truss arch bridges is provided, comprising the following steps:

[0005] Step S1: Pour the main pier bearing pad stone, and reserve a pad stone post-pouring layer of a set thickness on the bearing pad stone;

[0006] Step S2: Lay a temporary steel pad of a predetermined thickness on the bearing pad stone;

[0007] Step S3: Install vertical adjustment device and horizontal adjustment device on the support pad stone;

[0008] Step S4: The hoisting support is placed on a temporary steel pad, and the steel beam node is matched and connected to the top of the support;

[0009] Step S5: Adjust the vertical elevation of the support and the steel beam node connected to it using the vertical adjustment device to meet the design elevation requirements. At the same time, remove the temporary steel pad, leaving a gap between the support and the support pad.

[0010] Step S6: Adjust the planar position of the support and the steel beam nodes connected to it using the planar adjustment device to meet the design planar position requirements;

[0011] Step S7: Connect the support and the support pad stone together with anchor bolts, and then pour the post-cast layer of the pad stone in place;

[0012] Step S8: After the cast-in-place strength meets the design requirements, lift the steel beam joint and support the support on the support pad stone to complete the support installation.

[0013] Preferably, the thickness of the post-cast layer of the foundation stone is set to 4 to 6 cm.

[0014] Preferably, in step S1, when pouring the bearing pad stone, anchor bolt holes are reserved inside it; in step S7, when pouring the post-cast layer of the pad stone, grout is also injected into the anchor bolt holes.

[0015] Preferably, both the vertical adjustment device and the horizontal adjustment device are jacks, referred to as a vertical jack and a horizontal jack, respectively.

[0016] Preferably, multiple temporary steel pads are set and stacked sequentially to form a set thickness. In step S2, temporary supports are also symmetrically set on the support pad on both sides opposite to the support. These supports are T-shaped structures. Each temporary support is equipped with a vertical jack, which is located inside the temporary support and acts on the bottom surface of the top plate of the temporary support. Multiple foundation steel pads are inserted between the temporary support and the steel beam node. The specific adjustment process in step S5 is as follows:

[0017] S51: The support is now supported on a temporary steel pad. The temporary support is driven upward by a vertical jack until the steel beam node is lifted. At this time, the support and the temporary steel pad are suspended in the air.

[0018] S52: Then remove all temporary steel pads and drive the temporary supports downwards using vertical jacks to lower the support elevation to the design elevation. At this point, the steel beam nodes and supports are supported on the temporary supports. Then proceed with the next step of adjusting the support plane position.

[0019] Preferably, the temporary steel pad is formed by stacking multiple foundation pads to a predetermined thickness. In step S2, temporary supports are symmetrically arranged on the support pad on both sides opposite the support. These supports are T-shaped structures. Each temporary support is equipped with a vertical jack, which is located inside the temporary support and acts on the bottom surface of the top plate of the temporary support. Multiple foundation steel pads are inserted between the temporary support and the steel beam node, and there is an initial gap between the foundation steel pads and the steel beam node. The specific adjustment process in step S5 is as follows:

[0020] S51: The support is now supported on a temporary steel pad. The temporary support is driven upward by a vertical jack until the steel beam node is lifted. At this time, the support and the temporary steel pad are suspended in the air.

[0021] S52: Remove the temporary steel pad of the set thickness, and drive the temporary support downward through the vertical jack until the support is supported on the temporary steel pad. At this time, the initial interval between the steel beam node and the temporary support becomes smaller.

[0022] S53: Remove the foundation steel pad of a set thickness to increase the gap between the steel beam node and the temporary support;

[0023] S54: Repeat steps S51 to S53 until all temporary steel pads are removed, and adjust the support elevation to the design elevation by using vertical jacks. At this point, the support is suspended and the steel beam node is supported on the temporary support. Then proceed to the next step of adjusting the plane position of the support.

[0024] Preferably, in step S2, temporary support is applied to the sliding plate, which is set on the support pad. The planar jack moves horizontally along the sliding plate, and the planar jack is fixedly supported by temporary reaction seats fixedly set on the main pier and the support pad.

[0025] Preferably, the planar jack acts on the temporary support, and the friction between the temporary support and the sliding plate is less than the friction between the foundation steel pad on the temporary support and the steel beam node. The planar jack pushes the temporary support to achieve horizontal movement of the temporary support, which in turn drives the steel beam node and support on it.

[0026] Preferably, the bottom and top surfaces of the support are respectively provided with a lower support plate and an upper support plate. The upper support plate and the lower support plate together form the main pier support. The upper support plate and the lower support plate are connected by a tie rod. After the plane position of the support is adjusted, the tie rod should be released so that the lower support plate rests on the post-cast layer of the pad stone, and the steel beam node, the upper support plate, and the support together rest on the lower support plate.

[0027] The present invention has at least the following beneficial effects:

[0028] This invention has the advantages of simple process, reliable quality, time saving, good economy and good application prospects.

[0029] Simple process: When installing the support, the support and steel beam are directly connected together. When the side span steel beam is adjusted, the steel beam and support are adjusted together. After the support is adjusted to the correct position, the steel beam is also adjusted. There is no need to grind and level the support pad.

[0030] Reliable quality: This application allows the bearing pad to automatically level itself by reserving a certain thickness of post-cast layer and then grouting.

[0031] Saves construction time: This application saves construction time by adjusting the supports and steel beams together, which is economical.

[0032] Promising application prospects: This application provides a new technology for the installation of bearings for large-span steel truss arch bridges, which can be used for the installation of various types of steel bearings and has promising application prospects.

[0033] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the overall steel beam structure of the present invention;

[0035] Figure 2 This is an elevation view of the support of the present invention;

[0036] Figure 3 This is a side view of the support of the present invention.

[0037] Explanation of reference numerals in the attached figures:

[0038] 1-Main pier; 2-Side pier; 3-Steel beam; 4-Girder erection crane; 5-Steel beam node; 6-Solid pad; 7-Support; 8-Vertical jack; 9-Plane jack; 10-Anchor bolt; 11-Temporary steel pad; 12-Post-cast layer of pad; 13-Temporary support; 14-Temporary reaction seat; 15-Lower seat plate; 16-Upper seat plate; 17-Connecting rod between upper and lower seat plates; 18-Foundation steel pad; 19-Slide plate. Detailed Implementation

[0039] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0040] It should be noted that, unless otherwise specified, the experimental methods described in the following embodiments are all conventional methods, and the reagents and materials described are all commercially available unless otherwise specified. In the description of this invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0041] The principle of this application is to pre-leave a 5cm post-cast layer on the pad stone 6 below the support 7, install the side span steel beam and support 7 together, adjust the position of the side span steel beam, and adjust the support 7 together with it until the precise position is achieved. Then, grout is poured into the pad stone post-cast layer 12 and the anchor bolt holes 10 together to complete the installation of support 7. This method does not require grinding and leveling of the support pad stone 6; the grouting process allows the support 7 to become naturally flat. Using this technology to install support 7 can improve efficiency, ensure the installation quality of support 7, and achieve good economic benefits. Figure 1 As shown, support 7 is installed on main pier 1, and steel beam 3 is installed on side pier 2 and main pier 1. Steel beam 3 has a beam erecting crane 4 on it.

[0042] like Figures 1 to 3 As shown, the present invention provides a precise positioning construction method suitable for the installation of main pier supports of long-span steel truss arch bridges, comprising the following steps:

[0043] Step 1: The bearing pad stone 6 on the main pier 1 is poured, and 10 holes for anchor bolts are reserved in it. A post-cast layer 12 of pad stone with a set thickness is reserved, which is generally about 5cm thick, and is set to 4-6cm.

[0044] Step 2: Place a temporary steel pad 11 of a certain thickness on the support pad 6, and place a temporary support 13 on the support. The temporary support 13 is set to support the slide plate 19, and the slide plate 19 is set on the pad 6. The horizontal jack is set to move along the slide plate 19.

[0045] Multiple temporary steel pads 11 are stacked sequentially to form a predetermined thickness. These temporary steel pads 11 are laid in an array at intervals within a plane, which is more convenient for construction than a single, solid steel pad. The sliding plate 19 facilitates the lifting and sliding of the horizontal jacks and allows the temporary supports 13 to fall intermittently to protect the support stone 6. T-shaped temporary supports 13 are symmetrically arranged on the support stone 6 on opposite sides of the support 7. Each temporary support 13 is equipped with a corresponding vertical jack 8. Multiple foundation steel pads 18 are placed between the temporary supports 13 and the steel beam node 5, with an initial gap between the foundation steel pads 18 and the steel beam node 5. The foundation steel pads 18 shorten the gap between the temporary supports 13 and the steel beam node 5, thus protecting the stroke of the vertical jacks 8, and also assist the vertical jacks 8 in adjusting the elevation of the support 7.

[0046] Step 3: Install the vertical adjustment device and the horizontal adjustment device on the support pad 6, namely the vertical jack 8 and the horizontal jack 9; use the vertical jack 8 to adjust the elevation of the support 7, and use the horizontal jack 9 to adjust the horizontal position of the support 7.

[0047] The vertical jack 8 is located within the temporary support 13 and acts on the bottom surface of the top plate of the temporary support 13. The planar jack 9 is fixedly supported by the temporary reaction seat 14, which is fixedly installed on the main pier and the support pad stone 6.

[0048] Step 4: Hoist the support 7, which includes the lower support plate 15, the upper support plate 16 and the middle support block, and support it on the temporary steel pad 11.

[0049] The support 7 has a lower support plate 15 and an upper support plate 16 on its bottom and top surfaces, respectively. The upper support plate 16 and the lower support plate 15 are located on the upper and lower surfaces of the support 7, respectively, and together they form the main pier support. The upper support plate 16 and the lower support plate 15 are connected by upper and lower support plate connecting rods 17, which are detachable connections, such as bolt connections. After the plane position of the support is adjusted, the connecting rods should be released so that the lower support plate falls on the post-cast layer of the pad stone, and the steel beam node, the upper support plate, and the support together fall on the lower support plate.

[0050] Step 5: Simultaneously install the side span steel beam 3, the main pier steel beam node 5, and the upper support plate 16 for matching connection.

[0051] Step 6: Install the upper and lower seat plate connecting rods 17 to connect the three parts of the support 7 into one unit.

[0052] Step 7: Lift the vertical jack 8 of the jacking steel beam, adjust the elevation of the steel beam and support 7 so that the elevation of support 7 meets the design requirements, support the steel beam node 5 on the temporary support 13, and simultaneously remove the temporary steel pad 11. Through the coordination of the temporary support 13, the foundation steel pad 18, the vertical jack 8, the temporary steel pad 11, and the support 7, the temporary steel pad is gradually removed, and the steel beam is gradually lowered. By repeating the process of lowering and removing the steel plate, the elevation and support are adjusted to protect the heavier box girder.

[0053] The first construction method: S51: The support is supported on the temporary steel pad 11 at this time. The temporary support 13 is driven upward by the vertical jack 8 until the steel beam node 5 is lifted. At this time, the support and the temporary steel pad 11 are suspended in the air.

[0054] S52: Then remove all temporary steel pads 11, and drive the temporary support 13 downwards using the vertical jack 8 to lower the support elevation to the design elevation. At this time, the steel beam node 5 and the support are supported on the temporary support 13. Then proceed to the next step of adjusting the plane position of the support.

[0055] The second construction method: S51: The support is supported on a temporary steel plate at this time. The temporary support is driven upward by a vertical jack until the steel beam node is lifted. At this time, the support and the temporary steel plate are suspended in the air.

[0056] S52: Remove the temporary steel pad of the set thickness, and drive the temporary support downward through the vertical jack until the support is supported on the temporary steel pad. At this time, the initial interval between the steel beam node and the temporary support becomes smaller.

[0057] S53: Remove the foundation steel pad of a set thickness to increase the gap between the steel beam node and the temporary support;

[0058] S54: Repeat steps S51 to S53 until all temporary steel pads are removed, and adjust the support elevation to the design elevation by using vertical jacks. At this point, the support is suspended and the steel beam node is supported on the temporary support. Then proceed to the next step of adjusting the plane position of the support.

[0059] For heavier box girders, the first direct adjustment method may damage the structure of the box girder and support 7, so the second adjustment method can be used.

[0060] Step 8: Push and move the plane jack 9 to adjust the plane position of the steel node and support so that the plane position of the support meets the design requirements.

[0061] The planar jack 9 acts on the temporary support 13. The friction between the temporary support 13 and the sliding plate 19 is less than the friction between the base steel pad 18 on the temporary support 13 and the steel beam node 5. The planar jack 9 pushes the temporary support 13 to drive the steel beam node 5 and the support on it to move horizontally.

[0062] Step 9: Install anchor bolts 10 and grout the post-cast layer 12 of the pad stone and the holes of anchor bolts 10.

[0063] Step 10: After the grouting layer strength meets the design requirements, lift the steel beam node 5, support the support on the pad stone 6, release the tie rod 17 connecting the upper and lower seat plates, and complete the support installation.

[0064] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A precise positioning construction method applicable to the installation of main pier supports for long-span steel truss arch bridges, characterized in that, Includes the following steps: Step S1: Pour the main pier bearing pad stone, and reserve a pad stone post-pouring layer of a set thickness on the bearing pad stone; Step S2: Lay a temporary steel pad of a predetermined thickness on the bearing pad stone; Step S3: Install a vertical adjustment device and a horizontal adjustment device on the support pad stone; Step S4: The hoisting support is placed on a temporary steel pad, and the steel beam node is matched and connected to the top of the support; Step S5: Adjust the vertical elevation of the support and the steel beam node connected to it using the vertical adjustment device to meet the design elevation requirements. At the same time, remove the temporary steel pad, leaving a gap between the support and the support pad. Step S6: Adjust the planar position of the support and the steel beam nodes connected to it using the planar adjustment device to meet the design planar position requirements; Step S7: Connect the support and the support pad stone together with anchor bolts, and then pour the post-cast layer of the pad stone in place; Step S8: After the cast-in-place strength meets the design requirements, lift the steel beam joint, support the support on the support pad stone, and complete the support installation; Temporary supports are symmetrically arranged on the support pad stone on both sides opposite to the support. They are T-shaped structures. Each temporary support is equipped with a vertical adjustment device, which is located inside the temporary support and acts on the bottom surface of the top plate of the temporary support. Multiple foundation steel pads are inserted between the temporary support and the steel beam node. The temporary support acts on the sliding plate, which is set on the support pad. The plane adjustment device moves horizontally along the sliding plate. The plane adjustment device is fixedly supported by the temporary reaction seats fixed on the main pier and the support pad. The plane adjustment device acts on the temporary support. The friction between the temporary support and the sliding plate is less than the friction between the foundation steel pad on the temporary support and the steel beam node. The plane adjustment device pushes the temporary support to make the temporary support drive the steel beam node and the support on it to move horizontally.

2. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 1, characterized in that, The thickness of the post-cast layer of the foundation stone is set to 4~6cm.

3. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 1, characterized in that, In step S1, when pouring the bearing pad stone, anchor bolt holes are reserved inside it; in step S7, when pouring the post-cast layer of the pad stone, grout is also injected into the anchor bolt holes.

4. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 1, characterized in that, Both the vertical adjustment device and the horizontal adjustment device are jacks, referred to as vertical jacks and horizontal jacks, respectively.

5. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 4, characterized in that, Multiple temporary steel pads are set up and stacked sequentially to form a set thickness. The specific adjustment process in step S5 is as follows: S51: The support is now supported on a temporary steel pad. The temporary support is driven upward by a vertical jack until the steel beam node is lifted. At this time, the support and the temporary steel pad are suspended in the air. S52: Then remove all temporary steel pads and drive the temporary supports downwards using vertical jacks to lower the support elevation to the design elevation. At this point, the steel beam nodes and supports are supported on the temporary supports. Then proceed with the next step of adjusting the plane position of the supports.

6. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 4, characterized in that, The temporary steel pad is formed by stacking multiple foundation pads to a predetermined thickness. There is an initial gap between the foundation steel pad and the steel beam node. The specific adjustment process in step S5 is as follows: S51: The support is now supported on a temporary steel pad. The temporary support is driven upward by a vertical jack until the steel beam node is lifted. At this time, the support and the temporary steel pad are suspended in the air. S52: Remove the temporary steel pad of the set thickness, and drive the temporary support downward through the vertical jack until the support is supported on the temporary steel pad. At this time, the initial interval between the steel beam node and the temporary support becomes smaller. S53: Remove the foundation steel pad of a set thickness to increase the gap between the steel beam node and the temporary support; S54: Repeat steps S51 to S53 until all temporary steel pads are removed, and adjust the support elevation to the design elevation by using vertical jacks. At this point, the support is suspended and the steel beam node is supported on the temporary support. Then proceed to the next step of adjusting the plane position of the support.

7. The precise positioning construction method for installing main pier supports of long-span steel truss arch bridges as described in claim 1, characterized in that, The bottom and top surfaces of the support are respectively provided with a lower support plate and an upper support plate. The upper and lower support plates are located on the upper and lower surfaces of the support and together form the main pier support. The upper and lower support plates are connected by a tie rod. After the plane position of the support is adjusted, the tie rod should be released so that the lower support plate falls on the post-cast layer of the pad stone. The steel beam node, the upper support plate, and the support then fall together on the lower support plate.

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