JP7124794B2 - Bridge replacement method - Google Patents

Description

Article 30, Paragraph 2 of the Patent Act applies Location of explanation: JFE/MMB/Kawada/Miyaji/PS Mitsubishi Specified Construction Joint Venture Construction Office (2-13-30 Ishibashi, Ikeda City, Osaka Prefecture) Explanation Date: May 28, 2019

The present invention relates to a construction method for replacing an existing superstructure of a bridge with a new superstructure, and more particularly to a construction method using the new superstructure as scaffolding.

When replacing a road bridge in service, scaffolding installed as temporary equipment (hereinafter referred to as temporary scaffolding) will be installed after traffic is closed, removing existing floor slabs, removing temporary scaffolding, removing existing girders, erecting new girders, It is common to proceed with construction in the order of installing temporary scaffolding, installing new floor slabs, and removing the temporary scaffolding. For this reason, in the conventional general replacement method, temporary scaffolding is installed and removed when the existing superstructure is removed, and temporary scaffolding is installed and removed again when constructing the new superstructure. In addition, the installation and removal of temporary scaffolding for removing the existing superstructure is one of the causes of the lengthening of the construction period of road bridge replacement work and the length of time that vehicles cannot pass.

On the other hand, in Patent Document 1, in the bridge removal and construction method of removing the old bridge and constructing the new bridge, the new bridge constituent members unloaded on the old bridge and near the old bridge are collected by crane or trolley as a whole or for each block. After the old bridge is supported by the new bridge and cut into blocks and carried out, the new bridge is lowered to the construction position and erected, thereby shortening the construction period. Techniques that make it possible to shorten the time have been proposed.

Japanese Patent Application Laid-Open No. 2001-241012

However, even in the technique described in Patent Document 1, it is necessary to splice temporary materials that constitute scaffolding etc. over almost the entire area of the span to be replaced, and it cannot be said that the construction period is sufficiently shortened. .

The present invention has been made in view of this point, and is a bridge replacement that reduces the construction period required for bridge replacement by reducing the area and period for providing temporary scaffolding when replacing a bridge. The task is to provide a construction method.

The present invention solves the above problems by the following bridge replacement construction method.

That is, the bridge replacement method according to the present invention is a bridge replacement method for replacing an existing bridge superstructure with a new superstructure, the new superstructure having a new girder body and a new floor slab main body. A first jack-up step of jacking up the main body to a first position below the existing superstructure, and a rebuilding using the new superstructure main body jacked up in the first jack-up step as a scaffold. An existing superstructure dismantling and removing step of dismantling and removing the existing superstructure of interest; A second jack-up step of further jacking up the superstructure main body to a height position for use higher than the first position, and the new construction jacked up to a height position for use in the second jack-up step. and an end girder connecting step of connecting end girder connecting to the substructure to both ends of the new girder main body of the superstructure main body in the bridge axis direction. .

Here, in the present application, the “body portion” of the new girder, new floor slab, and new superstructure means a portion that does not overlap with the substructure when viewed from above, and both ends of the portion in the bridge axis direction are lower. It is a part located near the bridge, and the part occupies most of the area of the span to be replaced.

Further, in the present application, "connected to the substructure" means that at least a vertically downward load can be transmitted to the substructure.

The new superstructure may be fabricated below the existing superstructure.

The bridge may be a steel bridge.

The new floor slab main body may be a steel floor slab.

According to the bridge replacement method according to the present invention, there is provided a bridge replacement method that reduces the construction period required for bridge replacement by reducing the area and period for which temporary scaffolding is provided when replacing the bridge. can do.

FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. FIG. 1 is a side view schematically showing one step of a bridge replacement construction method according to an embodiment of the present invention. The side view which shows typically one process which raises the height of the lifting equipment 16. The side view which shows typically one process which raises the height of the lifting equipment 16. The side view which shows typically one process which raises the height of the lifting equipment 16. The side view which shows typically one process which raises the height of the lifting equipment 16. A side view schematically showing a process of increasing the height of the lifting equipment 16. A side view schematically showing how the existing girder 82 is supported when the existing girder 82 is dismantled and removed in the conventional construction method.

Hereinafter, a bridge replacement construction method according to an embodiment of the present invention will be described in detail with reference to the drawings.

1 to 8 are side views (side views of the span to be replaced as seen from the side (perpendicular to the bridge axis)) schematically showing each step of the bridge replacement method according to the embodiment of the present invention. .

Each step (steps S1 to S8) of the bridge replacement construction method according to the present embodiment will be described with reference to FIGS. 1 to 8. FIG.

In the following description, it is assumed that the existing superstructure 80 to be replaced, which is constructed between the substructures 86 and 88, is replaced with the new superstructure 10. FIG. The bridge to be replaced is a steel bridge, the existing girder 82 is a steel girder, and the new girder 12 is also a steel girder. However, the bridges to which the present invention is applied are not limited to steel bridges.

The substructures 86 and 88 may be piers or abutments, and the bridge replacement construction method according to this embodiment can be applied regardless of the type of substructure.

<Step S1>
A steel plate (not shown) is laid on the ground below the existing superstructure 80 to be replaced, and the sandals 50 are placed on the steel plate at appropriate intervals in the bridge axis direction. Then, the new steel girder members are placed on the sandals 50, and the new steel girder members adjacent to each other in the longitudinal direction are connected using splicing steel plates and high-strength bolts (not shown) to form the new girder main body. Assemble 12A.

After assembling the new girder main body 12A, the new floor slab main body 14A is installed on the new girder main body 12A to complete the new superstructure main body 10A. The type of floor slab that can be used as the new floor slab main body 14A to be installed is not particularly limited, and steel floor slabs, RC floor slabs, PC floor slabs, composite floor slabs, etc. can be used as the new floor slab main body 14A. However, from the viewpoint that it is lighter than other types of floor slabs and that the installation work on the new girder main body 12A can be performed quickly, a steel floor slab is used as the floor slab for the new floor slab main body 14A. is preferably used. In addition, when using any floor slab, the timing of pavement is after jacking up to the height for use, and before jacking up to the height for use, it is unnecessary to pave.

Also, the new girder body 12A does not have to be assembled on the ground below the existing superstructure 80 to be replaced. You can bring it in below.

<Step S2>
Raising facilities 16 are arranged below both ends of the newly installed girder main body 12A. The lifting equipment 16 consists of a hydraulic jack 16A, which is a telescopic part, and a sandal 16B. It is also possible to use a screw jack for the telescopic portion of the hoisting equipment 16 instead of the hydraulic jack 16A.

<Step S3>
By increasing the height of the lifting equipment 16, the new superstructure main body part 10A is lifted up to a height required as a scaffolding for dismantling and removing the existing superstructure 80.例文帳に追加However, the stroke of the hydraulic jack 16A to be used does not necessarily have to be large. can continue.

A process for increasing the height of the lifting equipment 16 will be described with reference to FIGS. 9 to 13. FIG.

FIG. 9 shows a state in which a hydraulic jack 16A and a sandal 16B are arranged below the end of the new girder main body 12A. From this state, the extendable rod 16A1 of the hydraulic jack 16A is extended to create a space above the sandal 16B as shown in FIG. Then, as shown in FIG. 11, a new sandal 16B1 is inserted into the space created above the sandal 16B to increase the height of the entire sandal 16B. Next, as shown in FIG. 12, the extensible rod 16A1 of the hydraulic jack 16A is contracted once to transfer the load to the raised sandal 16B and create a space above the hydraulic jack 16A. Then, the hydraulic jack 16A is lifted, and as shown in FIG. 13, the sandal 16B2 is inserted below the hydraulic jack 16A to raise the position of the hydraulic jack 16A. By repeating the operations of FIGS. 9 to 13, the height of the lifting equipment 16 can be increased, so the stroke of the hydraulic jack 16A to be used does not necessarily have to be large.

Of course, if the length of one stroke of the hydraulic jack 16A can lift the new superstructure main body 10A to the required height (up to near the bottom of the existing superstructure 80), the work of FIGS. is not required.

Also, at the stage of FIG. 13, instead of inserting the sandals 16B2 below the hydraulic jacks 16A, a second hydraulic jack may be inserted to stack the hydraulic jacks in two stages.

<Step S4>
In step S3, after lifting the new superstructure main body 10A to a height required as a scaffold for dismantling and removing the existing superstructure 80 (height near the bottom of the existing superstructure 80), as shown in FIG. Between the lower surface of the existing girder 82 of the existing superstructure 80 and the upper surface of the new girder main body 12A of the new superstructure main body 10A, sandals 18 are arranged at appropriate intervals in the bridge axis direction. The existing superstructure 80 is supported by the new superstructure main body 10A via the sandals 18 so that the load of the existing superstructure 80 is transmitted to the new superstructure main body 10A.

<Step S5>
In step S4, after the existing superstructure 80 is supported by the new superstructure main body 10A via the sandals 18, the existing floor slabs 84 of the existing superstructure 80 are removed, and after the existing floor slabs 84 are removed, the existing girders 82 are to remove. FIG. 5 shows the state after removing the existing superstructure 80 (the existing girder 82 and the existing floor slab 84).

As a method for removing the existing superstructure 80, a conventionally commonly used method can be used. Specifically, for example, the existing floor slab 84 can be cut lengthwise and crosswise into appropriate sizes using a wall saw or the like and lifted by a crane for removal. Either remove the high-strength bolts that are attached to it, or cut it to an appropriate length with a gas cutter, wire saw, wall saw, etc., lift it up with a crane, and remove it.

Here, in the bridge replacement construction method according to the present embodiment, since the new superstructure main body 10A is used as a scaffold, it is unnecessary to provide a temporary scaffold for removing the existing superstructure 80. Therefore, The construction period and vehicle traffic closure period can be shortened.

When cutting the existing girder 82 in the direction perpendicular to the bridge axis, the cutting position is above the sandals 18 so that the cut part of the existing girder 82 does not drop. Since the sandals 18 are arranged on the upper surface of the new girder main body 12A of the new superstructure main body 10A, it is easy to change the arrangement position of the sandals 18. It is also easy to change the cutting position when cutting the girder 82 in the direction perpendicular to the bridge axis according to the site conditions. On the other hand, in the conventional construction method, as shown in FIG. In order to change the position of the vent 90, it is necessary to move the position of the vent 90 or provide a new vent 90, which requires a great deal of labor.

In addition, in the bridge replacement construction method according to the present embodiment, as shown in FIG. 4, the existing girder 82 can be easily supported by the sandals 18 at a large number of locations. is also easy. Therefore, it is possible to reduce the time required to remove the existing girders 82 by using a large number of workers to simultaneously cut the existing girders 82 at a plurality of locations, thereby shortening the construction period of the rebuilding work and preventing vehicle traffic. period can be shortened.

In addition, in the bridge replacement construction method according to the present embodiment, since the new superstructure main body 10A is used as a scaffolding, the scaffolding is very strong, and the safety of the work on the scaffolding can be improved. In addition, even if a part of the members of the existing superstructure 80 should fall, it can be received, and the safety is high from this point as well.

<Step S6>
After removing the existing superstructure 80 (existing girder 82 and existing floor slab 84) in step S5, as shown in FIG. The floor slab main body 14A) is raised to the height position for use.

<Step S7>
The end girders 12B for connecting the new girder main body 12A of the new superstructure main body 10A to the substructures 86 and 88 are arranged at predetermined positions on the substructures 86 and 88, respectively, to complete the new superstructure main body. The end girder 12B is connected to each of the axial direction both ends of the new girder main body part 12A of 10A. Both the new girder body 12A and the end girder 12B are steel girders, which are connected by high-strength bolt friction joints using spliced steel plates and high-strength bolts to complete the new girder 12, and then the end girder 12B. A new floor slab 14 is completed by installing an end floor slab 14B to be attached to the new superstructure 10.例文帳に追加

Here, in the bridge replacement construction method according to the present embodiment, since the new superstructure main body 10A has already been completed at the stage of step S1, there is no need to install a temporary scaffold for assembling the new superstructure main body 10A. is. Therefore, the necessary temporary scaffolding is only temporary scaffolding for connecting the end girder 12B and the new girder body 12A and installing the end floor slab 14B. It suffices to provide only in a very limited range in the vicinity. Moreover, in setting up this temporary scaffolding, the sandals 16B of the hoisting equipment 16 can be utilized, and the temporary scaffolding can be easily set up.

A crane is used to place the end girders 12B at predetermined positions on the substructures 86 and 88, but in the case of a normal bridge, the length of the end girders 12B is as short as about 3 m. Therefore, a crane with a lifting capacity of about 50 to 80 tons (a crane that can travel on public roads without special permission) can be used, and installation work using a crane is easy.

<Step S8>
After the new superstructure 10 is completed, pavement or the like is provided on the upper surface of the new superstructure 10, the lifting equipment 16 is removed, and the replacement of the existing superstructure 80 with the new superstructure 10 is completed. FIG. 8 shows the state in which the replacement is completed.

10 New superstructure 10A New superstructure body 12 New girder 12A New girder main body 12B End girder 14 New floor slab 14A New floor slab main body 14B End floor slab 16 Lifting equipment 16A...Hydraulic jack 16A1...Extendable rod 16B, 16B1, 16B2, 18, 50...Sandle 80...Existing superstructure 82...Existing girder 84...Existing floor slab 86, 88...Substructure 90...Bent

Claims (5)

A bridge replacement method for replacing an existing bridge superstructure with a new superstructure,
A new superstructure main body having a new girder main body and a new floor slab main body is used as a scaffold in the vicinity of the lower part of the existing superstructure when dismantling and removing the existing superstructure to be replaced. a first jack-up step of jacking up to a first height required to utilize the new superstructure main body ;
an existing superstructure dismantling and removing step of dismantling and removing the existing superstructure to be replaced, using the new superstructure main body jacked up in the first jack-up step as a scaffold;
After the existing superstructure is dismantled and removed in the existing superstructure dismantling and removing step, the new superstructure main body used as a scaffold in the existing superstructure dismantling and removing step is moved to a height higher than the first height during service. a second jack-up step of further jacking up to the lower position;
Ends that connect the end girders that connect to the substructure to both ends in the bridge axis direction of the new girder main body of the new superstructure that has been jacked up to the height position for use in the second jack-up step. a girder connecting step;
A bridge replacement method characterized by having After the first jack-up step, a plurality of sandals are arranged at predetermined intervals in the bridge axis direction between the upper surface of the new girder body of the new superstructure main body and the lower surface of the existing girder of the existing superstructure. 2. The bridge replacement method according to claim 1, wherein said existing superstructure dismantling and removing step includes a step of cutting said existing superstructure in a direction perpendicular to the bridge axis at a position above said sandwich. 3. The bridge replacement construction method according to claim 1, wherein the new superstructure is constructed below the existing superstructure. The bridge replacement construction method according to any one of claims 1 to 3, wherein the bridge is a steel bridge. The bridge replacement construction method according to any one of claims 1 to 4 , wherein the new deck slab body is a steel deck slab.

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