JP4627383B2 - Replaced steel deck bridge - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a rehabilitated steel deck slab bridge in which a concrete deck of an RC floor slab steel girder bridge that is supported by a steel main girder is replaced with a steel deck.
[0002]
[Prior art]
RC floor slab steel girder bridges, in which reinforced concrete floor slabs (hereinafter referred to as RC floor slabs) are supported by steel main girders extending in the direction of the bridge axis, are often used as bridges for viaducts.
[0003]
RC floor slab steel girder bridge is constructed on the top flange of steel main girder by placing concrete with steel bars in the formwork on site, as shown in Fig. 8 (A) The RC floor slab 81 and the steel main girder 1 are integrally coupled so that a gibber 1A implanted on the upper surface of the upper flange of the steel main girder 1 is buried in the RC floor slab 81 so that a shearing force can be transmitted.
[0004]
Recently, the number of bridges that need to be replaced is increasing due to the deterioration of the RC floor slabs of such RC floor slab steel girder bridges.
[0005]
The RC floor slab is generally replaced by chopping and removing the existing RC floor slab 81 and reconstructing the same RC floor slab as before on the steel main girder 1. In particular, the dismantling and removal of the connecting portion 81A with the steel main girder 1 is extremely troublesome, and the construction of a new RC floor slab after the removal of the old floor slab is also provided with a rebar inside with a formwork as in the case of new production. It takes a long time to lay concrete in the building, and the traffic regulation period that must be done during the bridge slab replacement is long.
[0006]
For this reason, it has been proposed that after the RC floor slab is removed, a steel floor slab 82 that requires a shorter construction period on the steel main girder 1 is jointly installed as shown in FIG. 8 (B). The steel slab 82 is formed by welding and integrating a plurality of vertical ribs 82B and horizontal ribs 82C on the lower surface of a steel plate deck plate 82A, and is assembled into a unit block of an appropriate size after being assembled at a manufacturing plant. It can be constructed by the so-called prefabricated method that is transported to the construction site and installed on the pier, which can be constructed lighter than the RC floor slab, and can reduce the number of man-hours at the construction site and shorten the construction period.
[0007]
[Problems to be solved by the invention]
However, since the conventional steel slab as described above is formed integrally by welding a plurality of vertical ribs 82B and transverse ribs 82C orthogonal to the lower surface of the steel plate deck plate 82A, production is troublesome. There is a problem that the cost is high.
[0008]
In addition, the steel slab must be connected to the steel main girder so that the force in the horizontal direction of the bridge axis can be transmitted.To that end, the upper surface of the upper flange of the steel main girder must be formed smoothly. There was a problem that the top surface treatment was extremely difficult.
[0009]
The present invention has been made in view of the above problems, and an object of the present invention is to provide a steel slab bridge that can be manufactured at a low cost with a simple configuration and can be easily replaced.
[0010]
[Means for Solving the Problems]
The rehabilitated steel deck slab bridge of the present invention that achieves the above object is characterized in that a steel plate member that forms a road bed is disposed on the upper side of the concrete slab joint remaining on the upper part of the steel main girder,
On the back surface of the steel plate member, vertical rib members extending in the bridge axis direction excluding a portion corresponding to the steel main girder are arranged at predetermined intervals,
Among these vertical rib members, the vertical rib members on both sides closest to the steel main girder and the steel main girder are connected to each other, and the vertical flange of the horizontal force transmission coupling member formed by orthogonally intersecting the vertical flange and the horizontal flange is the steel. While tightening and fixing to the main girder, the horizontal flange is fastened and fixed to the vertical rib members on both sides on the nearest side and configured to transmit the force in the horizontal bridge axis direction,
A lateral structural member extending in a direction orthogonal to the vertical rib member in a non-contact state below the vertical rib member is disposed at a predetermined interval, and both ends are fastened and fixed to a steel main girder.
Of the vertical rib members, the vertical rib members excluding the vertical rib members on both sides closest to the steel main girder and the horizontal structural member are combined with a bonding material , and the weight including the road bed is determined as the vertical rib member, the bonding material, and The steel main girder is configured so as to be able to carry a load via a lateral structural member.
[0012]
DETAILED DESCRIPTION OF THE INVENTION
Embodiments of the present invention will be described below with reference to the accompanying drawings.
[0013]
FIG. 1 is a cross-sectional view orthogonal to the bridge axis of a bridge which is an example of the construction of a steel plate slab bridge according to the present invention, FIG. 2 is a cross-sectional view taken along the line AA in FIG. 4 is a cross-sectional view taken along the line CC of FIG. 2, and FIG. 5 is a perspective view from the lower side of the floor slab. 1 and 4 show a substantially left half, and the right side edge in the figure is omitted.
[0014]
The illustrated bridge is configured by supporting a steel deck 10 by a steel main girder 1, and a pavement 11 having a predetermined thickness is constructed on the upper side of the steel deck 10 by asphalt or the like.
[0015]
The steel main girder 1 is a steel girder having an I-shaped cross section provided with flanges (upper flange 1U, lower flange 1L) having predetermined widths at upper and lower edges of the web 1W having a predetermined height, and extends in the direction of the bridge axis. The lower flange 1L is placed on a pier (not shown) via a support. At the upper portion of the upper flange 1U, the joint portion 2 that is a part of the concrete floor slab before being replaced remains. This is because the concrete slab before re-installation is firmly connected to the steel main girder 1 and the bridge axis direction horizontal force by the gibber 1A planted on the upper flange 1U, and it is difficult to remove and requires time. The surface pavement is removed as it is.
[0016]
The steel deck 10 includes a roadbed portion 20, a horizontal rib 30 as a lateral component, a coupling bracket 40 that connects the horizontal rib 30 and the steel main girder 1, a roadbed portion 20 and a horizontal rib 30. And a horizontal force bracket 60 as a horizontal force transmission connecting member for connecting the road bed 20 and the steel main girder 1. The lateral rib 30 is a connecting bracket. 40, the horizontal rib 30 and the road bed 20 are connected to each other through a large number of connecting members 50, and the road bed 20 is further connected to the horizontal force bracket 60 through the horizontal force bracket 60. Are connected to the steel main girder 1.
[0017]
The roadbed portion 20 has a vertical rib 22 as a vertical rib member extending in the bridge axis direction excluding a portion corresponding to the steel main girder 1 on a lower surface of a deck plate 21 as a steel plate member forming the roadbed, and orthogonal to the bridge axis. It is arranged at predetermined intervals in the direction.
[0018]
Vertical ribs 22 are formed on the cross-sectional shape L-shape having a flange 22 F on the lower edge by the steel of a predetermined thickness, the predetermined direction orthogonal fixed by welding to the lower surface of the deck plate 21 in the bridge axis at its upper edge A plurality of strips are arranged at intervals.
[0019]
The lateral ribs 30 are formed in a plate shape having a predetermined width by a steel plate having a predetermined plate thickness, and are provided with flanges having a predetermined width extending on the upper edge and the lower edge in the same direction. L-shaped coupling bracket 40 is fastened and fixed to the main girder of the webs 1 W through is bridged between the steel main beam 1 are arranged at predetermined intervals in the bridge axis direction. The cross-sectional shape can be changed as appropriate as long as the binding material 50 can be fastened.
[0020]
The binding material 50 is a steel material having an L-shaped cross section, and is fastened to the plate surface of the lateral rib 30 on one end side (lower side) by a high-tensile bolt and nut, and the other end side (upper side) is a roadbed. Fastened to the vertical ribs 22 of the portion 20 by high tension bolts and nuts, and the horizontal ribs 30 and the vertical ribs 22 are loaded with the weight of the roadbed portion 20 by the horizontal ribs 30 (the weight of the roadbed portion 20 is reduced). Are transmitted to the lateral rib 30).
[0021]
The horizontal force bracket 60 is L-shaped with a cross-sectional shape in which the vertical flange and the horizontal flange are orthogonal to each other, and the vertical flange is fastened and fixed to the belly plate 1 W of the steel main girder 1 by high tension bolts and nuts. The horizontal flange is fastened to the flange 22F of the vertical rib 22 immediately adjacent to the roadbed 20 by high-tensile bolts and nuts, thereby causing the roadbed 20 and the steel main girder 1 to act on the roadbed 20. The directional force is coupled so as to be transmitted to the steel main beam 1.
[0022]
And the steel deck 10 is positioned above the connecting part 2 remaining on the upper flange 1U of the steel main girder 1 with the deck plate 21 of the road bed part 20 interposed between the steel main girder 1 via the connecting bracket 40. The steel main girder 1 is provided through a lateral rib 30 and a horizontal force bracket 60 that are erected. The roadbed portion 20 and the lateral rib 30 are coupled to each other via a large number of bonding materials 50, and therefore the roadbed portion 20 is supported by the lateral ribs 30 via the bonding material 50.
[0023]
In the bridge configured as described above, the vertical force including the weight of the roadbed portion 20 is carried by the lateral ribs 30 via the bonding material 50 and transmitted to the steel main girder 1 and also to the roadbed portion 20. The acting force in the horizontal bridge axis direction is transmitted to the steel main beam 1 via the horizontal force bracket 60. That is, the transmission path for the force in the vertical direction and the force in the direction of the horizontal bridge axis is independent of each other.
[0024]
As described above, the configuration in which the force in the horizontal bridge axial direction is transmitted to the steel main girder 1 via the horizontal force bracket 60 can simplify the configuration and replace the bridge of the concrete deck with the steel deck. In this case, it is not necessary to remove the strong joint part (joint part 2) with the steel main girder 1 of the concrete floor slab and to process the upper surface of the steel main girder 1 (upper flange 1U). it can. For the construction, after arranging the horizontal ribs 30 between the steel main girders 1, the concrete floor slab is removed, and the roadbed 20 manufactured to an appropriate size at the factory is lifted with a crane and joined to the horizontal ribs 30. Can be done. At this time, the binding material 50 may be fixed in advance to either the lateral rib 30 or the road bed portion 20.
[0025]
In addition, the structure of the roadbed part 20 and the connection structure of the roadbed part 20 and the lateral rib 30 are not limited to the above-described configuration example but can be changed as appropriate. For example, as shown in a cross-sectional view in FIG. 6, a vertical rib 22 'disposed on the lower surface of the deck plate 21 is formed into an inverted T-shaped cross section having a flange 22F' protruding left and right at the lower edge. The flange 22F ′ may be configured to be fastened directly to the upper flange 30F of the lateral rib 30 in a mounted state. However, as shown in this configuration example, the vertical ribs 22 and the horizontal ribs 30 are non-contacted by being bonded via the bonding material 50, so that the alignment of the road bed 20 and the horizontal ribs 30 becomes unnecessary. Accuracy control and construction become easy.
[0026]
Further, as shown in the cross-sectional view of FIG. 7, the lateral rib 30 'may be constructed between the horizontal force brackets 60'.
[0027]
Further, in the above configuration example, the steel main girder 1 and the coupling bracket 40, the coupling bracket 40 and the lateral rib 30, the lateral rib 30 and the coupling material 50, the coupling material 50 and the road bed 20, the steel main girder 1 and the horizontal force bracket 60. , The horizontal force bracket 60 and the road bed 20 are coupled by bolts and nuts, but may be coupled by field welding.
[0028]
【The invention's effect】
As described above, according to the upholstered steel slab bridge according to the present invention, the steel plate member forming the road bed is supported and supported by the lateral structural member laid between the steel main girders. The steel plate member and the steel main girder are arranged on the upper side of the concrete floor slab joint remaining on the upper part, and are configured so that the force in the horizontal bridge axis direction can be transmitted via the horizontal force transmission joint member. This makes it possible to simplify the structure by making the transmission path for the vertical force and the horizontal bridge axis independent, and to remove the strong joints of the concrete slab when replacing the concrete slab bridge. In addition, the processing of the upper surface of the steel main girder is unnecessary, and it can be replaced at a low cost with a short construction period.
[0029]
In addition, a longitudinal rib member extends in the bridge axis direction on the back surface of the steel plate member, and the longitudinal rib member and the lateral structural member are coupled via a coupling member, whereby the longitudinal rib member By making the member and the lateral structural member non-contact, the alignment of the steel plate member and the lateral structural member is not required, and the accuracy control and construction of each component member becomes easier.
[Brief description of the drawings]
FIG. 1 is a cross-sectional view orthogonal to a bridge axis of a bridge which is an example of a configuration of a rehabilitated steel floor slab bridge according to the present invention.
FIG. 2 is a cross-sectional view taken along the line AA of FIG.
3 is a cross-sectional view taken along the line BB in FIG.
4 is a cross-sectional view taken along the line CC of FIG.
FIG. 5 is a perspective view from the underside of the floor slab.
FIG. 6 is a cross section of a bridge showing another configuration example.
FIG. 7 is a cross section of a bridge showing another configuration example.
8A and 8B show a conventional example, in which FIG. 8A is a transverse cross-sectional view of a concrete floor slab steel girder bridge, and FIG.
[Explanation of symbols]
1 Steel main girder 2 Joint (concrete floor slab joint)
10 Steel deck 20 Roadbed 21 Deck plate (steel plate member)
22 Vertical rib 30 Horizontal rib (transverse component)
50 Binder (Bonding member)
60 Horizontal force bracket (horizontal force transmission coupling member)

Claims (1)

The steel plate member that forms the road bed is disposed on the upper side of the concrete slab joint remaining on the upper part of the steel main girder,
On the back surface of the steel plate member, vertical rib members extending in the bridge axis direction excluding a portion corresponding to the steel main girder are arranged at a predetermined interval,
Of these vertical rib members, the vertical rib members on both sides closest to the steel main girder and the steel main girder are connected to each other, and the vertical flange of the horizontal force transmission coupling member formed by orthogonally intersecting the vertical flange and the horizontal flange is the steel. While fastening and fixing to the main girder, the horizontal flange is fastened and fixed to the vertical rib members on both sides on the nearest side and configured to transmit the force in the horizontal bridge axis direction,
A lateral structural member extending in a direction orthogonal to the vertical rib member in a non-contact state below the vertical rib member is disposed at a predetermined interval, and both ends are fastened and fixed to a steel main girder, and installed.
The vertical rib member excluding the vertical rib members on both sides closest to the steel main girder and the lateral structural member are combined with a bonding material , and the weight including the road bed is determined as the vertical rib member, the bonding material, and A rehabilitated steel deck slab bridge that is configured to be able to carry a load on a steel main girder via a lateral structural member.

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