JP4834197B2 - Construction method of continuous girder bridge, composite floor slab and continuous girder bridge - Google Patents

Description

  The invention which concerns on a claim is related with the construction method of the continuous girder bridge used as a road bridge, a railway bridge, etc., the composite floor slab which can be used for it, and the constructed continuous girder bridge.

  A continuous girder bridge is a girder without discontinuities supported by a plurality of fulcrums and can reduce the number of joints including expansion joints. There is an advantage that there is little generation of vibration and noise. However, as shown in FIG. 4A, in the continuous girder bridge, the girder 40 is located near the intermediate fulcrum 1 based on the weight (dead load) of the girder 40 and the weight (live load) of the traveling vehicle. A large negative bending moment is generated. FIG. 4B shows a distribution of bending moment generated in the girder 40. In places where a negative bending moment occurs, a considerable tensile force acts near the upper surface of the girder 40. Therefore, when a floor slab concrete is constructed on the upper part of the composite girder, the floor slab near the fulcrum 1 is used. Cracks may occur in concrete.

As a publication that proposes to prevent the cracking of concrete by reducing the negative bending moment on the fulcrum in the continuous girder bridge, there is the following Patent Document 1. As shown in FIG. 5, the technique described in Patent Document 1 shows a composite panel 1 ′ including a vertical girder (main girder) 3 ′ with respect to a cross beam 12 ′ on a pier (fulcrum) 18 ′. The content is to be connected. That is, when the concrete 33 ′ is placed between the side face of the floor slab concrete 5 ′ and the lateral beam 12 ′ of the fulcrum and the end of the composite panel 1 ′, the composite panel 1 ′ is attached to the shear member 25 ′ on the fulcrum. Since it is in the state of a simple beam which is a bolt connection (hinge) of the plate 27 ', no negative bending moment is generated at the fulcrum, and no tensile force acts on the floor slab concrete 5', so that no cracks occur (in Patent Document 1). Paragraph 0059, 0063, 0071, etc.).
JP 2004-137686 A

  Depending on the technique described in Patent Document 1, it is not always clear whether or not the negative bending moment is small in the bridge after it has been completed as a continuous girder bridge. While the horizontal beam 12 ′ on the fulcrum and the stringer 3 ′ are connected only by the bolt connection (hinge), it is considered that a negative bending moment does not occur in the composite panel 1 ′. However, after placing the concrete 33 'between the side surface of the transverse beam 12' at the fulcrum and the end of the composite panel 1 'as described above, the fulcrum is caused by the action of the hardened concrete 33', the bearing plate 10 ', and the like. Since the vertical girders 3 'on both sides are rigidly connected in the part, a negative bending moment can be generated in the vicinity of the fulcrum part. Therefore, after the concrete 33 ′ is hardened, for example, if floor slab concrete 5 ′ is placed on the composite panel 1 ′, the dead load caused by the slab acts along with the live load applied later and becomes large near the fulcrum. Generate a negative bending moment. Since Patent Document 1 does not specify the time for placing the concrete 33 ′, the negative bending moment is not always reduced for the above reason.

  Moreover, in the technique of patent document 1, while providing the horizontal beam 12 'on a fulcrum part for the purpose of connecting the vertical beams 3' of the composite panel 1 ', the horizontal beam 12' and the vertical beam 3 'are bolted as described above. (Symbol 31 ′ in FIG. 5). However, the provision of the cross beam 12 'at each fulcrum part causes a considerable cost increase, and the use of a considerable number of bolts and nuts as shown in FIG. Is extremely disadvantageous.

  The claimed invention can reduce the negative bending moment (absolute value) generated in the vicinity of the fulcrum, and the like. It is intended to provide a continuous girder bridge with construction.

The construction method of the continuous girder bridge according to the claim is:
i) After installing girders between fulcrum (piers) so as to form a simple girder bridge and constructing floor slab concrete between the fulcrum (simple girder constituting simple girder bridge),
ii) It is characterized in that the above-mentioned girders on the fulcrum are connected (that is, adjacent girders) are joined (a so-called rigid connection structure capable of resisting a bending moment).
That is, for example, after laying a girder so as to form a simple girder bridge as shown in FIG. 1 (1) (a) and also providing floor slab concrete, the above on the fulcrum as shown in FIG. 1 (2) (a). Are combined to form a partial continuous girder bridge. When joining the girders on the fulcrum, some or all of the girders are not lifted by a hoist or the like. In addition, it is arbitrary which of the girder construction and the floor slab concrete construction is performed first.

When a girder is built between fulcrums to form a simple girder bridge, and the girder on the fulcrum is joined, unlike the case where a pre-joined continuous girder is built, negative weight generated near the fulcrum due to the weight of the girder itself. The bending moment is zero (that is, the same as the state of FIGS. 1 (1) and (b)). After that, when the weight of the girder increases between the fulcrums or when a live load of a vehicle or the like using a bridge is applied, a negative bending moment having a magnitude corresponding to them is generated in the vicinity of the fulcrum (that is, FIG. 1 (2)). (It becomes like (b)).
In this construction method according to the claim, since the girder on the fulcrum is connected after the floor slab concrete is provided between the fulcrum, negative bending near the fulcrum is performed based on the weight of the floor slab concrete. There is no moment. Therefore, most of the bridge's own weight (dead load) does not cause a negative bending moment. For example, the weight of finished pavement materials, roadbeds, railway tracks, vehicles, etc. added after joining the girders on the fulcrum generates a negative bending moment near the fulcrum, but the weight of the floor slab concrete is removed. Its size is sufficiently suppressed. Therefore, in the partial continuous girder bridge constructed by this construction method, the positive bending moment between the fulcrum is smaller than that of the simple girder bridge, and the negative bending moment (absolute value) near the fulcrum is normal. It is smaller than that in the continuous girder bridge (see Fig. 4). Since the negative bending moment is small, cracks are effectively prevented from occurring in the floor slab concrete provided on the upper part of the girder.

Regarding the above construction method,
・ As a girder between fulcrums, a synthetic floor slab including a bottom steel plate that also serves as a formwork for floor slab concrete and a steel frame extending in the direction of the bridge axis is installed,
-It is preferable to bond between the synthetic slabs on the fulcrum (floor slabs) after placing the slab concrete on the bottom steel plate.

Synthetic floor slabs exhibit desirable strength when the concrete that is strong against compression and the steel plate and steel frame that are strong against tension are integrated. Since the floor slab concrete in the composite floor slab is constructed at an upper part close to the road surface, it is particularly advantageous when employed in the construction method of the present invention. In the partial continuous girder bridge constructed by the construction method of the invention, since the positive bending moment generated between the fulcrum is larger than that of the normal continuous girder bridge, the compressive force generated in the upper part between the fulcrum is slightly higher. This is because floor slab concrete tends to resist such compressive forces.
In addition, since the composite floor slab is provided with the bottom steel plate as described above, the formwork required for placing the slab concrete is extremely small (or unnecessary). Therefore, if the composite floor slab is used as described above, the number of parts required at the construction site can be reduced, the work at the site can be simplified, and the construction period can be shortened. .
In addition, it is possible to reduce the girder height by using a synthetic floor slab. When the number of the above steel frames (steel girders) is increased and arranged side by side in the direction of the bridge axis, the girder height becomes particularly small. Therefore, if a composite floor slab is installed as described above, it is extremely advantageous for construction of bridges and the like that are three-dimensionally crossed.

In the construction method of the invention,
-As the composite floor slab, a) a steel frame having a horizontal flange (which may be substantially horizontal) including a plurality of through-holes in the upper part (the uppermost part or a part close thereto) is fixed on the bottom steel plate. And b) using other parts on the bottom steel plate in which a lightweight resin member (made of foamed urethane, polystyrene foam, etc.) is placed to a position lower than the horizontal flange of the steel frame,
-The above-mentioned floor slab concrete placement is preferably performed by filling the light-weight resin member with concrete up to a portion higher than the flange.

By doing so, there are the following advantages. That is,
-Since the lightweight resin member is disposed on the bottom steel plate, it is possible to suppress the weight increase of the composite slab and improve the water tightness and soundproofing of the bridge.
・ Since a horizontal flange including a plurality of through holes is provided on the upper part of the steel frame fixed on the bottom steel plate, the floor slab concrete is smoothly and reliably filled into the space between the lightweight resin member and the horizontal flange. be able to. In addition, the above-mentioned through-holes act as a stopper for the concrete filled up to the part higher than the flange on the lightweight resin member, so that the stud bolts and the like can be prevented from slipping between the concrete and the steel frame. No means are required.

In the construction method of the invention,
・ As the above composite floor slab, a) having end steel plates provided at both ends in the bridge axis direction following the bottom steel plate so as to become a part of the formwork for floor slab concrete, and b) from the end steel plate Use the ones with protruding members (various dowels and studs suitable for bonding with concrete) protruding outward,
・ Placing concrete on the outside of the end steel plate on the fulcrum (that is, between adjacent synthetic slabs on the fulcrum) so that the coupling member is embedded in the connection between the composite slabs on the fulcrum. It's better to do it.

  In this way, the construction of the partial continuous girder bridge described above becomes particularly simple. For each composite floor slab erected between fulcrums, floor slab concrete is cast without using formwork (or by reducing the number of uses) by using bottom steel plates and end steel plates, and then on the fulcrum This is because, if concrete is placed on the outside of the end steel plate, the composite slabs can be joined. In that case, floor slab concrete can be placed easily by using bottom steel plates and end steel plates, and it is not necessary to weld steel frames or fasten them with bolts for joining between composite slabs (or welding). Therefore, the construction of continuous girder bridges is greatly simplified.

The composite floor slab according to the claim is:
・ In order to be installed between two adjacent fulcrums, the floor slab concrete, the bottom steel plate that doubles as its formwork, and the steel frame extending in the direction of the bridge axis are integrated.
・ The bottom steel plate is attached with side steel plates (side plates) provided on both sides in the bridge width direction and end steel plates (end plates) provided on both ends in the bridge axis direction. In addition, it is characterized by the provision of a connecting means for other adjacent composite slabs. As a coupling means, in addition to a member for coupling with concrete such as a gibber or a stud, a joint or the like for coupling by welding or bolt fastening can be employed.

This composite floor slab is constructed between the fulcrum and first forms each simple girder of the simple girder bridge, but the side steel plate and the end steel plate are attached to the bottom steel plate. It is very easy to place floor slab concrete on each of them before it is installed between them. Then, after the construction between the fulcrums and the placement of the floor slab concrete on each composite floor slab, the connecting means provided on the outside of the end steel plates are used to connect the adjacent composite slabs on the fulcrum. Can be combined. That is, when this composite floor slab is used, the construction method for the continuous girder bridge (the one described in claims 1 and 2 ) can be smoothly implemented.

For the above synthetic floor slab,
-As the steel frame, fixing a horizontal (which may be substantially horizontal) flange including a plurality of through holes in the upper part on the bottom steel plate,
-Place a lightweight resin member (made of foamed urethane, foamed polystyrene, etc.) in a lower part than the flange of the steel frame in other parts on the bottom steel plate,
It is preferable that the floor slab concrete is filled up to a portion higher than the flange so as to cover the lightweight resin member.

According to such a composite floor slab, the lightweight resin member disposed on the bottom steel plate reduces the weight and improves the watertightness and soundproofing of the bridge. In addition, since a horizontal flange including a plurality of through holes is provided on the upper part of the steel frame, the floor slab concrete is smoothly and reliably filled between the lightweight resin member and the horizontal flange, and the through holes are provided in the floor slab concrete. There is an advantage of fulfilling the function of preventing slippage. That is, such a composite floor slab is suitable for carrying out the construction method of the continuous girder bridge described above.

  The synthetic floor slab may be further provided with a member for bonding with concrete (such as various types of gibber or stud) projecting outward from the end steel plate as the coupling means.

  If it does in this way, it will become easy to couple | bond together the composite floor slab constructed as a simple girder on a fulcrum first. If concrete is placed between the end steel plates of the adjacent composite floor slabs (portion on the fulcrum), the composite floor slabs are joined by the connection between the concrete and the above-mentioned connecting members, and the steel of the composite floor slabs This is because it is not necessary to weld each other or fasten them with bolts (or to reduce the number of welding points or bolts). In order to increase the strength of the coupling, it is desirable that the coupling member is directly coupled to the steel frame extending in the bridge axis direction.

The continuous girder bridge according to the claims is constructed by one of the construction methods described above.
Since it is constructed by the construction method described above, this continuous girder bridge has the advantage that cracks are unlikely to occur in the floor slab concrete because the negative bending moment near the fulcrum is small. In addition, the strength between the fulcrums is also advantageous, the work on the construction site such as the placement of floor slab concrete can be simplified, the girder height can be reduced, the watertightness and soundproofing can be improved, the floor It is also possible to add advantages such as facilitating the placement of slab concrete and easy joining of composite floor slabs.

In the continuous girder bridge described in the claims, it is also preferable that the above-mentioned composite floor slab is constructed between the fulcrums and connected to each other on the fulcrum.
This is because such a continuous girder bridge (partial continuous girder bridge) can be configured as a low-cost bridge that is easily constructed.

  According to the construction method of the continuous girder bridge according to the claim, the negative bending moment (absolute value) generated in the vicinity of the fulcrum of the continuous girder bridge to be constructed becomes small, and the floor slab concrete provided on the girder is cracked. Occurrence is effectively prevented. By adopting a composite floor slab as a girder installed between fulcrums, it is possible to obtain strength advantages, shorten the construction period, and reduce the girder height. It is possible to improve the watertightness and soundproofing of the bridge, smooth the filling of the floor slab concrete, or facilitate the joining of the composite floor slabs by using a specific structure as the composite floor slab. .

  According to the composite floor slab according to the claims, the floor slab concrete can be placed easily, or the composite floor slab can be easily joined on the fulcrum. Therefore, the construction method of the continuous girder bridge according to the claims can be smoothly implemented.

  The continuous girder bridge according to the claims has an advantage that cracks are hardly generated in the floor slab concrete because the negative bending moment near the fulcrum is small. Those using synthetic floor slabs have the advantage of being constructed in a short period of time and low in cost.

  1 to 3 show an embodiment relating to an embodiment of the invention. FIG. 1 is a schematic diagram showing a construction procedure of a continuous girder bridge constituted by using a composite floor slab 10. FIG. 1 (1) shows a first stage of construction, and (2) shows a second stage of construction. Show. FIG. 2 is a view showing the structure of a continuous girder bridge constituted by the composite floor slab 20, wherein FIG. 2 (a) is an overall side view, FIG. 2 (b) is a sectional view taken along line bb in FIG. (C) is the perspective view which shows the detail of the c part in the same (b), (d) is sectional drawing which shows the detail of the d part in the same (a). FIGS. 3A and 3B are views showing examples other than those shown in FIGS. 1 and 2 for members for joining between composite slabs.

The construction procedure of the continuous girder bridge will be described with reference to FIG.
First, as shown in FIGS. 1A and 1A, the composite floor slab 10 is installed so as to form a simple girder bridge. That is, the composite floor slab 10 is bridged between two adjacent points among a plurality of fulcrums (bridge piers) 1 set up at intervals. As shown in FIGS. 1 (1) and 1 (c), the composite floor slab 10 is one in which floor slab concrete 11 is integrally provided on the upper part of a bottom steel plate 12 including a steel frame (not shown in FIG. 1). Are placed on a support 2 provided on a fulcrum 1. The floor slab concrete 11 may be placed at the construction site after the composite floor slab 10 is installed. However, before the construction, the floor slab concrete 11 may be installed in a factory for manufacturing the bottom steel plate 12 or the like.

  Bending moments (only positive bending moments) as shown in FIGS. 1 (1) and 1 (b) are generated in each composite floor slab 10 after erection and placement of floor slab concrete 11 is finished. At the end of each composite floor slab 10 placed on the fulcrum 1, as shown in FIGS. 1 (1) and 1 (c), a connecting member 17 (for example, a steel plate for slip prevention provided with a plurality of through holes as shown in the figure). In this stage, the composite floor slabs 10 are not connected to each other.

  Next, as shown in FIGS. 1 (2) and (a), the composite floor slabs 10 are joined together on the fulcrum 1. As shown in FIGS. 1 (2) and (c), the bonding is performed in concrete (filled concrete) 4 in a space where the outer surfaces of end steel plates (end plates) 12 b provided at the ends of each composite floor slab 10 face each other. Is performed by filling. Since the concrete member 4 is embedded with the above-described connecting member 17 and is prevented from being displaced from the concrete by the action of the member 17, the composite floor slabs 10 can be connected to each other without being welded or bolted. It is possible to complete a continuous girder bridge. However, since continuous girder is not provided from the beginning, it becomes a partial continuous girder bridge. A finished concrete 5 is applied to the upper part of the filled concrete 4 so as to connect the floor slab concrete 11 on both sides.

  After the bridge is completed, a live load is applied due to vehicles passing on the upper surface, so that some negative bending moment is generated on the fulcrum 1 as shown in FIGS. 1 (2) and (b). Since the negative bending moment due to the dead load of the slab concrete 11 or the like (dead load generated until the composite floor slabs 10 are joined together) is not added, the value is not large. Therefore, it can be said that the possibility that the floor slab concrete 11 is cracked is extremely small.

  The detailed structure of the continuous girder bridge by the composite floor slab can be described based on FIG. The continuous girder bridge illustrated in FIG. 2A is also constructed as a simple girder bridge (that is, similarly to FIG. 1A and FIG. The composite floor slabs 20 are connected to form a partial continuous girder bridge.

  The composite floor slab 20 used for the continuous girder bridge in FIG. 2 has a length constructed between adjacent fulcrums 1 and is configured as follows. That is, as shown in FIG. 2 (b), on the upper surface of the bottom steel plate 22 having a width extending over the entire width of the bridge, a plurality of steel frames 23 having a shape obtained by dividing the H-section steel in half and extending in the bridge axis direction are provided. Weld them in parallel and fill them with floor slab concrete 21. Side steel plates (side plates) 22 a are integrally provided on both sides of the bottom steel plate 22 so as to facilitate filling of the floor slab concrete 21 and to easily form the wall rail 26. Further, for the purpose of reducing the weight of the synthetic floor slab 20 and improving water tightness and soundproofing, foamed urethane is injected as a lightweight resin member 24 into the vicinity of the bottom portion of the inside of the bottom steel plate 22 to be blocked. . In addition, rubber latex mortar is sprayed on the upper surface of the bottom steel plate 22 for rust prevention, and rubber latex mortar is also sprayed on the surfaces of the floor slab concrete 21 and the wall rail 26 for the purpose of improving waterproof performance.

  A horizontal flange 23a is integrated with the upper end portion of the steel frame 23. The flange 23a has a number of through holes 23c as shown in FIG. When the member 24 is provided, the flange 23a protrudes on them. A similar flange 23b is also welded to the inside of the side steel plate 22a, and a through hole is similarly provided and positioned on the lightweight resin member 24. After that, when the floor slab concrete 21 is filled in the composite floor slab 20, the floor slab concrete 21 is also interposed between the flange 23 a (and 23 b) and the lightweight resin member 24 because the concrete and air pass through the through holes 23 c. Can be filled smoothly and reliably. Moreover, since the through-hole 23c prevents the floor slab concrete 21 and the flange 23a after construction from slipping, even if there is no other slip prevention means, the concrete floor and the concrete floor exhibit a preferable strength. The advantages of the plate 20 can be extracted. In this example, the integration of the bottom steel plate 22 and each steel frame 23 and the spraying of the rubber latex mortar onto the bottom steel plate 22 are performed in the factory, and the subsequent work is light weight on the bottom steel plate 22. The injection of the resin member 24 and the placement of the floor slab concrete 21 are performed in a state where the synthetic floor slab 20 is erected on the fulcrum 1 at the construction site of the bridge.

  As shown in FIG. 2 (d), an end steel plate (end plate) 22 b extending in the width direction and the vertical direction is provided at the end of each composite floor slab 20 so as to be connected to the bottom steel plate 22. When the floor slab concrete 21 is constructed, the end steel plate 22b is used as a formwork, and concrete is filled after a reinforcing bar 21a is disposed on the upper portion as shown in the figure. The reinforcing bars 21a are provided in the bridge axis direction and the bridge width direction, and are arranged in two upper and lower stages in the bridge axis direction, and the lower ones are preferably arranged through the end steel plates 22b (holes provided therein). .

  A plurality of steel plate dowels 27 are welded and attached to the outside of the end steel plates 22b in each composite floor slab 20, as shown in the figure. The steel plate gibber 27 is provided on an extension line of the steel frame 23 (web), and has a plurality of through holes 27a so as to be coupled to the concrete 4 described later.

  The two adjacent composite floor slabs 20 adjacent to each other on the fulcrum 1 are joined in the following manner after the placement of the floor slab concrete 21 on each composite floor slab 20 is finished. That is, as shown in FIG. 2 (d), in the state of forming a simple girder bridge, first, the support 2b is installed between the two composite floor slabs 20 respectively installed on the temporary support 2a on the fulcrum 1 and then the top. A steel plate embedded form 3 is attached and connected to each bottom steel plate 22. The reinforcing bars 4a are arranged in a space between the two composite floor slabs 20, and a part of the reinforcing bars 4a are also passed through the through holes 27a of the steel plate gibber 27 described above. At the both ends in the width direction of the composite floor slab 20, another mold (not shown) is arranged so as to be connected to the width direction end of the embedded mold 3, and in the space between the two composite floor slabs 20. Concrete (filled concrete) 4 is filled. When the concrete 4 is hardened, the two composite floor slabs 20 are bonded (rigidly connected) through the concrete 4 by the action of the steel plate gibber 27.

  Instead of the coupling member 17 shown in FIG. 1 or the steel plate gibber 27 shown in FIG. 2, it is possible to employ, for example, the coupling members shown in FIGS. 3 (a) and 3 (b). 3 (a) is the same as that of FIG. 2 (d) in that it is a steel plate diver 37a having a through-hole 37b, but the steel plate gibel 37a provided on each end steel plate of the adjacent composite floor slab is mutually connected. It is characterized in that it is provided so that the positions in the bridge axis direction overlap. The thing of FIG.3 (b) attaches not only a steel plate but the some stud (rod-shaped body which has a thick head at the front-end | tip part) 37c to the end steel plate of a synthetic floor slab by welding.

It is a schematic diagram which shows the construction procedure of the continuous girder bridge comprised using the composite floor slab 10 as embodiment of invention, FIG. 1 (1) is the 1st step of construction, (2) is the 2nd of construction. Shows the stage. In each of FIGS. 1 (1) and (2), (a) is an overall side view, (b) is a distribution diagram of bending moment, and (c) is a state of an end of the composite floor slab 10 (1c or 2c). It is a side view which shows the detail of a part. It is a figure which shows the structure of the continuous girder bridge comprised by the composite floor slab 20 as embodiment of invention, Comprising: FIG. 2 (a) is a whole side view, The same (b) is bb sectional drawing in the same (a), (C) is the perspective view which shows the detail of c part in the same (b), and (d) is sectional drawing which shows the detail of d part in the same (a). FIGS. 3 (a) and 3 (b) show examples other than those shown in FIGS. 1 and 2 for the connecting members between the composite floor slabs. FIG. 3 (a) is a side view and FIG. 3 (b) It is a side view about another example. 4A and 4B are diagrams showing a general continuous girder bridge, in which FIG. 4A is an overall side view and FIG. 4B is a distribution diagram of a bending moment. It is a side view which shows the connection part on the fulcrum in the conventional continuous girder bridge described in patent document 1. FIG.

Explanation of symbols

1 fulcrum (pier)
4 Concrete (filled concrete)
10.20 Composite floor slab 11.21 Floor slab concrete 12.22 Bottom steel plate 22a Side steel plate 22b Edge steel plate 23 Steel frame 23a Horizontal flange 24 Lightweight resin member 17.27 Member for connection

Claims (7)

Bridged digits between so as to form a simple girder bridge fulcrum, after applying a slab concrete girder between fulcrums, it is coupled between the digit on the fulcrum,
As a girder between fulcrums, a synthetic floor slab including a bottom steel plate that also serves as a formwork for the floor slab concrete and a steel frame extending in the direction of the bridge axis is constructed, and after placing the slab concrete on the bottom steel plate, Connecting the composite floor slabs on the fulcrum,
And as said synthetic floor slab, it has end steel plates at both ends in the bridge axis direction following the bottom steel plate so as to become a part of a formwork for floor slab concrete, and a connecting member outwardly from the end steel plate Is used by connecting concrete floor slabs on the fulcrum by placing concrete on the outside of the end steel plate on the fulcrum so that the connecting member is embedded. How to construct a continuous girder bridge. As the above composite floor slab, a steel frame having a horizontal flange including a plurality of through holes at an upper portion is fixed on the bottom steel plate, and in other parts on the bottom steel plate than the horizontal flange of the steel frame Use the one where the resin member is arranged to the low part,
2. The method for constructing a continuous girder bridge according to claim 1 , wherein the placement of the above-mentioned floor slab concrete is performed by filling the resin member with concrete up to a portion higher than the flange. A composite floor slab used in the construction method of the continuous girder bridge according to claim 1 or 2,
The floor slab concrete, the bottom steel plate that doubles as its formwork, and the steel frame that extends in the direction of the bridge axis are united and installed between two adjacent fulcrums ;
And, the bottom steel plate is attached with side steel plates provided on both sides in the bridge width direction and end steel plates provided at both ends in the bridge axis direction. A composite floor slab characterized in that it is provided with means for joining to the stencil. As the steel frame, the one having a horizontal flange including a plurality of through holes in the upper part is fixed on the bottom steel plate, and the resin is applied to other parts on the bottom steel plate to a part lower than the flange of the steel frame. The member is arrange | positioned and the floor slab concrete is filled to the site | part higher than the said flange covering the said resin , The synthetic floor slab of Claim 3 characterized by the above-mentioned. The composite floor slab according to claim 3 or 4 , wherein a member for joining with concrete projects outward from the end steel plate as the joining means. A continuous girder bridge constructed by the method for constructing a continuous girder bridge according to claim 1 or 2 . A continuous girder bridge, wherein the composite floor slab according to any one of claims 3 to 5 is constructed between fulcrums and joined to each other on the fulcrums.

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