JP5653578B2 - Girder bridge that is supported by the fulcrum of the pier and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab, and its installation method - Google Patents

Description

The present invention relates to a girder bridge that is supported by a fulcrum of a bridge pier and that does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab, and a method for installing the girder.

As shown in FIG. 11, divergent vibration called galloping occurs in a girder bridge that is supported by a fulcrum of a bridge pier that has a box-shaped cross section that does not take measures to improve wind resistance stability. Sometimes. If this vibration occurs once, the vibration may develop to an amplitude that will cause the structure (bridge) to break down. Therefore, it is necessary to take measures to prevent such vibration from occurring within the verification wind speed.
Further, as a means for reducing such divergent vibration, for example, a center barrier (central wall body) disclosed in Patent Document 1 is known.
JP 2006-225985 A

However, the girder supported by the fulcrum of the bridge pier having a box-shaped cross section is provided for the center barrier disclosed in Patent Document 1 (the center barrier provided continuously without being spaced along the bridge axis direction). As a result of conducting a wind tunnel test assuming application to a bridge, as shown in FIG. 12, divergent vibration below a certain wind speed and above a certain wind speed could be suppressed, but divergent vibration in a certain wind speed region was suppressed. I couldn't.
Further, since the weight is light when the pavement is not paved on the floor slab, it is expected that such divergent vibration will occur in a wider wind speed region.

The present invention has been made in view of the above circumstances, and is capable of suppressing divergent vibration within the check wind speed, and is supported by the fulcrum of the bridge pier, and penetrates in the center in the width direction of the slab in the vertical direction. It aims at providing the girder bridge which does not have the opening part to perform, and its erection method.

The present invention employs the following means in order to solve the above problems.
The girder bridge according to the present invention, which is supported by the fulcrum of the bridge pier and does not have an opening penetrating in the vertical direction at the center in the width direction of the floor slab, has a plurality of damping walls that perform damping at the time of construction body, in a region where the amplitude due to the vertical deflection of the bending vibration is maximized, intermittently at intervals along the bridge axis direction, and is provided in a central portion in the width direction of the upper surface of the slab, the bridge The length of the damping wall body along the axial direction is the same as the distance .

According to the girder bridge according to the present invention, which is supported by the fulcrum of the bridge pier and does not have an opening penetrating in the vertical direction at the center in the width direction of the floor slab , a plurality of vibration dampings are performed along the bridge axis direction. Since the wall body is provided intermittently at intervals, the work process and work time for installing the damping wall body can be reduced.
In addition, a plurality of damping wall bodies are provided intermittently at intervals along the bridge axis direction, and a wind flow is also formed in the bridge axis direction, so the bridge axis is peeled upward from the floor slab. It is possible to reduce the two-dimensional vortex with the direction as the axis, and to suppress the divergent vibration and vortex excitation, for example, to suppress the divergent vibration within the verification wind speed as shown in FIG. Can do.

Furthermore, according to the girder bridge according to the present invention, which is supported by the fulcrum of the bridge pier and does not have an opening penetrating in the vertical direction at the center in the width direction of the floor slab , for example, a vertical plate or an upper horizontal plate Thus, since it is not necessary to provide each on the side surfaces of the floor slab, the work process and work time for installing the damping wall body can be further reduced.

In a girder bridge that is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction in the center in the width direction of the floor slab , after the installation, the damping means after the installation of the damping wall body It is more preferable to reuse as a central separator, a slant wind wall, or a sound insulation wall.

  According to such a girder bridge supported by the fulcrum of the bridge pier, the damping wall body used at the time of erection is used as damping means after the installation or as a median strip, slant wind wall, sound insulation wall, etc. Therefore, the construction cost can be reduced and the construction period can be shortened.

In the construction method of the girder bridge according to the present invention, which is supported by the pier fulcrum and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab , A plurality of damping wall bodies to be performed are intermittently spaced at intervals along the bridge axis direction in the region where the amplitude due to the bending vibration of the vertical deflection is the largest , and at the center in the width direction of the upper surface of the floor slab, The length of the damping wall body along the bridge axis direction and the distance are set to be the same .

According to the construction method of the girder bridge according to the present invention, which is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction in the center in the width direction of the floor slab , it is supported by the fulcrum of the pier. When a girder bridge is installed, a wind flow is formed in the direction of the bridge axis, so the two-dimensional vortex centering on the bridge axis direction that peels upward from the floor slab at the time of installation can be reduced. Further, divergent vibration and vortex excitation can be suppressed, and divergent vibration during installation can be suppressed.

In the construction method of the girder bridge that is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction in the center in the width direction of the floor slab , when the damping wall body is removed after the construction, Is preferred.

According to such a construction method of a girder bridge that is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab, paving is performed on the floor slab. By removing the damping wall body after the weight is increased, a road surface that is flush with the direction orthogonal to the bridge axis direction can be formed, and the layout on the road surface can be freely designed.

According to the girder bridge according to the present invention, which is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab, and its construction method, the divergent vibration within the verification wind speed This produces the effect of being able to control the vibration.

1 to 4 show a first embodiment of a girder bridge according to the present invention that is supported by a fulcrum of a bridge pier and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab . Will be described with reference to FIG.
FIG. 1 is a side view of a girder bridge according to the present embodiment, which is supported by a fulcrum of a bridge pier and does not have an opening penetrating in the vertical direction at the center in the width direction of the floor slab . II-II arrow sectional drawing, FIG. 3 is a girder bridge which does not have the opening part penetrated to the up-down direction in the center part in the width direction of a floor slab supported by the fulcrum of the bridge pier according to this embodiment. FIG. 3 is a schematic view seen from the side, and is a vibration mode of a girder bridge according to the present embodiment, which is supported by a fulcrum of a bridge pier and does not have an opening portion penetrating in the vertical direction at the center in the width direction of the floor slab. 4 is a model of a girder bridge (FIG. 1 and FIG. 2) that is supported by the fulcrum of the bridge pier and does not have an opening that penetrates in the vertical direction at the center in the width direction of the floor slab. 1/50) measurement results measured during the 3D full-bridge model wind tunnel test It is a graph which shows.

1 and 2, reference numeral Br denotes a girder bridge having a box-shaped cross section, which is supported by a fulcrum of a bridge pier and does not have an opening portion penetrating in the vertical direction at the center portion in the width direction of the floor slab. , “Girder Bridge”), 1 is arranged on the lower side of the girder bridge Br, 2 is arranged on the upper side of the lower side 1, and both side surfaces thereof are outside the side surfaces of the lower side 1 ( An upper floor slab configured to project to the left and right sides in the figure, reference numeral 3 denotes a center barrier (center wall body: damping wall body). Moreover, in FIG. 1 and FIG. 3, the code | symbol 4 has shown the pier.

  As shown in FIG. 2, the vibration mode at the center of the upper surface 2a of the upper floor slab 2 (the center in the direction orthogonal to the bridge axis direction) and at the antinode of the vibration mode as shown in FIG. A plurality of (three in this embodiment) center barriers 3 are intermittently provided at intervals S along the bridge axis direction in a region where the maximum is (that is, a region where vibration is most likely to occur). . The center barrier 3 is a plate-like member formed in a box shape by a solid member such as an iron plate or a veneer plate. In the present embodiment, the height H of the center barrier 3 is 1.5 m and the length L is 11.7 m. The thickness T is set to 0.02 m, and the distance S between the center barrier 3 and the center barrier 3 is set to 11.7 m.

Further, these center barriers 3 are constructed at least when the girder bridge Br is constructed (for example, a large block construction method (construction method in which a girder (not shown) is bridged between two adjacent bridge piers 4 while the girder bridge Br is constructed). ), Or the extrusion method (when the girder bridge is erected from one pier 4 toward the adjacent pier 4), it is necessary. You may make it remove from the upper surface 2a of the upper floor slab 2, or leave it attached to the upper surface 2a of the upper floor slab 2 (leave it left), for example, or reuse it as vibration damping means after the main installation, Or you may reuse as a median strip, a wind insulation wall, a sound insulation wall, etc. Thereby, the construction cost can be reduced and the construction period can be shortened.
When installing, even if another vibration control means (vibration control device) different from the above-mentioned vibration control wall is adopted, the bridge shaft is installed at the center of the top surface of the floor slab as a vibration control device after installation. The damping wall body composed of the central wall body provided intermittently at intervals along the direction can also be employed as the damping device.

According to the girder bridge Br according to the present embodiment, a plurality of (three in the present embodiment) center barriers 3 are intermittently provided at intervals S along the bridge axis direction. The work process and work time for installing 3 can be reduced.
In addition, according to the girder bridge Br according to the present embodiment, a plurality of (three in the present embodiment) center barriers 3 are provided intermittently at intervals S along the bridge axis direction, and in the bridge axis direction. Since a wind flow is formed, the flow that peels upward from the upper floor slab 2 can be reduced, and divergent vibration and vortex excitation can be suppressed. As shown in FIG. The divergent vibration within the wind speed can be suppressed.
Furthermore, even when the girder bridge Br according to the present embodiment is installed, a flow of wind is also formed in the bridge axis direction, so that the flow that peels upward from the upper floor slab 2 at the time of installation can be reduced. The divergent vibration and the vortex excitation can be suppressed, and the divergent vibration at the time of installation can be suppressed.

  In the above-described embodiment, a plurality of center barriers 3 are arranged in the bridge axis direction in the central portion of the upper surface 2a of the upper floor slab 2 and the region where the vibration mode is the largest in the antinode portion of the vibration mode. A description has been given of what is provided intermittently with an interval S along. However, the present invention is not limited to this, and instead of the plurality of center barriers 3, for example, a vertical plate (vibration control means) 21 as shown in FIG. 5 and as shown in FIG. Upper horizontal plate (damping means) 31, lower horizontal plate (damping means) 41 as shown in FIG. 7, flap (damping means) 51 and upper horizontal plate (damping means) 52 as shown in FIG. A horizontal plate (vibration means) 61 as shown in FIG. 9 and a wire mesh (vibration means) 71 as shown in FIG. You may make it provide intermittently the space | interval S in the area | region which becomes large, along the bridge axis direction.

The vertical plate 21 shown in FIG. 5, the upper horizontal plate 31 shown in FIG. 6, and the upper horizontal plate 52 shown in FIG. 8 are attached to each side surface (also referred to as “ear stringer”) of the upper floor slab 2. The lower horizontal plate 41 shown in FIG. 7 is attached to both side surfaces of the lower end portion of the lower side portion 1.
Further, the flap 51 shown in FIG. 8 and the horizontal plate 61 shown in FIG. 9 are attached to the rails 81 provided on both sides of the upper floor slab 2, and the wire mesh 71 shown in FIG. Attached to both side edges.

  In addition, this invention is not applied only to the girder bridge which has the box-shaped cross section demonstrated by the above-mentioned embodiment, It can apply also to the girder bridge which has another cross-sectional shape.

It is a side view of the girder bridge concerning a 1st embodiment of the present invention. It is II-II arrow sectional drawing of FIG. It is the schematic which looked at the girder bridge concerning 1st Embodiment of this invention from the side, Comprising: It is a figure which shows the vibration mode of the girder bridge concerning this embodiment. It is a graph which shows the measurement result measured at the time of the three-dimensional full-bridge model wind tunnel test performed using the girder bridge model (scale 1/50) shown in FIG. 1 and FIG. It is a figure which shows the girder bridge concerning 2nd Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a figure which shows the girder bridge concerning 3rd Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a figure which shows the girder bridge concerning 4th Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a figure which shows the girder bridge concerning 5th Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a figure which shows the girder bridge concerning 6th Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a figure which shows the girder bridge concerning 7th Embodiment of this invention, Comprising: It is a figure similar to FIG. It is a graph which shows the measurement result measured at the time of the three-dimensional full-bridge model wind tunnel test performed using the girder bridge model (scale 1/50) without a center barrier. Measurement results measured during the 3D full-bridge model wind tunnel test using a girder bridge model (scale 1/50) with a center barrier provided continuously without any gap along the bridge axis direction It is a graph to show.

2 Upper floor slab (floor slab)
2a Upper surface 3 Center barrier (central wall: damping wall)
21 Vertical plate (damping means)
31 Upper horizontal plate (damping means)
41 Lower horizontal plate (damping means)
51 flaps (vibration control means)
52 Upper horizontal plate (damping means)
61 Horizontal plate (damping means)
71 Wire mesh (damping means)
Br Girder Bridge

Claims (4)

The width of the upper surface of the floor slab is intermittently spaced at intervals along the bridge axis in the region where the amplitude due to the bending vibration of the vertical deflection is maximized. In the center in the direction ,
The length of the damping wall body along the bridge axis direction is the same as the interval, and is supported by the fulcrum of the bridge pier, and is opened through the center portion in the vertical direction. Do not have girder bridge. After erection, whether to reuse said damping wall as damping means after the installation, or a median strip, Hasufukabe, according to claim 1, wherein the reused as a sound insulation wall, piers A girder bridge which is supported by a fulcrum and does not have an opening penetrating in the vertical direction in the central portion . At the time of erection, a plurality of damping walls that dampen during erection are intermittently spaced at intervals along the bridge axis direction in the region where the amplitude due to bending vibration of vertical deflection becomes the largest . Supported by a pier fulcrum, characterized in that the length of the damping wall body along the bridge axis direction and the distance are the same at the center in the width direction of the upper surface A girder bridge erection method that does not have an opening penetrating in the vertical direction in the central portion . The girder which is supported by the fulcrum of the bridge pier and which does not have an opening portion penetrating vertically in the center portion according to claim 3 , wherein the damping wall body is removed after erection. How to build a bridge.

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