JP2021025229A - Floor slab structure and floor slab replacement method - Google Patents

Abstract

To provide a floor slab structure and a floor slab replacement method, enabling reduction in a work time required for replacement of a floor slab from a concrete floor slab to a steel floor slab, where shearing force is securely transmitted in a bridge axial direction between a main girder and the steel floor slab.SOLUTION: A floor slab replacement method is provided, the floor slab replacement method including: removing a reinforced-concrete floor slab laid and supported by a main girder 11 of a bridge; providing a displacement prevention member 50 so as to protrude from a top surface 11c of a main girder upper flange 11b; disposing steel floor slabs 30 so as to cover the displacement prevention member 50 with gaps above and in lateral directions of the main girder upper flange 11b; and filling mortar 47 into a space between a pair of main girder horizontal and vertical ribs 32A, 32A to integrally bury the displacement prevention member 50, on the top surface 11c side of the main girder upper flange 11b.SELECTED DRAWING: Figure 4

Description

The present invention relates to a floor slab structure and a floor slab replacement method.

For bridges used on highways, etc., it may be necessary to replace the slabs of aging roads. Conventionally, when replacing the RC slab (reinforced concrete slab) of a bridge with a new slab, the existing reinforced concrete slab is first removed. Next, after completely smoothing the main girder upper flange of the main girder, re-strike the studs, or when replacing the RC floor slab with a steel slab, make a bolt hole in the main girder upper flange of the main girder. I try to do it.

However, the conventional construction method has the following problems. (1) It takes a lot of labor and time to remove the reinforced concrete floor slab with studs and smooth the flange. (2) When removing the concrete between the studs, noise, vibration and dust problems can occur. (3) When the reinforced concrete slab is removed, the dead load of the bridge is reduced to less than half, so that the deflection of the girder is reduced and various dimensional adjustments are required to maintain the same planned height as the original. (4) If a new floor slab is installed according to the current standards, the weight will increase compared to the original structure. This requires reinforcement of girders, piers and, in some cases, piles (not only thickness but also width).

As an example of a method for replacing a floor slab of a bridge for solving such a problem, for example, the method described in Patent Document 1 is known. In the floor slab replacement method described in Patent Document 1, in order to replace the reinforced concrete floor slab supported and laid by the main girder of the bridge with the steel floor slab, the steel floor slab is arranged at the position where the reinforced concrete floor slab is removed. In the method of replacing the slab of a bridge, a slab support bracket is attached to the main girder at appropriate intervals below the reinforced concrete slab, and the reinforced concrete slab of the portion located on the upper flange of the main girder is attached. The other portion removed is removed to provide a residual portion on the upper flange portion of the main girder, and instead of the removed reinforced concrete slab, the lateral side of the steel slab having a lateral rib arranged so as to avoid the residual portion. The ribs are arranged, and the horizontal ribs are placed and attached to the floor slab support bracket.

Japanese Unexamined Patent Publication No. 2016-194215

However, the floor slab replacement method described in Patent Document 1 described above has the following problems.
Here, many of the bridges whose concrete slabs are damaged to the extent that they need to be replaced are cases of heavy traffic, and it was necessary to limit the traffic volume or stop the traffic when replacing the concrete slabs. Therefore, it is required that the time required for traffic restriction when replacing the concrete floor slab is short, and there is room for improvement in that respect.

Then, in Patent Document 1, a floor slab support bracket is attached to the web of the main girder by welding or the like. Therefore, it takes time and effort to attach the floor slab support bracket, and since the horizontal ribs of the steel floor slab are attached to the floor slab support bracket by welding or the like, it also takes time to attach to the horizontal ribs.
Further, the horizontal ribs of the steel floor slab are mounted on the floor slab support bracket and attached to the floor slab support bracket. Basically, this floor slab support bracket is attached to the main girder as a cantilever. .. Therefore, the floor slab support bracket that supports the weight of the steel floor slab needs to have high strength.

Further, since it is attached to the main girder only via the floor slab support bracket, it is difficult to transmit the shear force in the bridge axial direction between the main girder and the steel floor slab. Therefore, it is difficult to form a bridge having an integrated structure of a steel deck and a main girder, and there is a risk that the strength of the bridge will be insufficient.

The present invention has been made in view of the above-mentioned problems, and it is possible to shorten the work time required for replacing the floor slab from the concrete slab to the steel slab, and between the main girder and the steel slab. It is an object of the present invention to provide a floor slab structure and a floor slab replacement method capable of reliably transmitting shear force in the direction of the bridge axis.

In order to achieve the above object, the floor slab structure according to the present invention is a floor slab structure supported by a main girder of a bridge, and includes a slip stopper member protruding from the upper surface of the main girder upper flange of the main girder and the above. A steel slab arranged above and laterally above and to the side of the main girder upper flange so as to cover the slip stopper is provided, and the steel slab is arranged above the main girder upper flange. The deck plate has a main girder horizontal and vertical ribs arranged in the bridge axis direction on the lower surface side of the deck plate, and the main girder upper flanges of the main girder are arranged adjacent to each other in the bridge width direction. A concrete portion is provided between the pair of horizontal and vertical ribs of the main girder so as to overlap each other with a predetermined thickness on the upper surface of the upper flange of the main girder. It is characterized in that an amorphous material for integrally embedding the slip prevention member is filled between the pair of main girder horizontal and vertical ribs.

Further, the floor slab replacement method according to the present invention is a floor slab replacement method for replacing a part of an existing reinforced concrete floor slab supported by a main girder of a bridge with a steel floor slab, and is the reinforced concrete floor slab. A step of removing the steel plate, a step of providing a slip stopper so as to protrude from the upper surface of the main girder upper flange, and a step of placing the steel deck slab on the slip stopper member at intervals above and to the side of the main girder upper flange. It has a step of arranging it so as to cover it, and a step of filling an amorphous material between a pair of main girder horizontal and vertical ribs arranged in the bridge axis direction on the upper surface side of the main girder upper flange. It is characterized by.

In the present invention, a slip stopper (fixed) provided so as to project from the upper surface of the main girder upper flange of the main girder between the horizontal and vertical ribs of the main girder arranged in the bridge axis direction on the lower surface side of the deck plate in the steel deck slab. An amorphous material is filled so as to integrally bury the member), whereby the steel slab and the upper flange of the main girder are joined, and the integrated rigidity and strength of the bridge can be ensured. As a result, it is possible to reduce the structural weight and the generated stress as compared with the case of using the conventional floor slab support bracket.

Further, in the present invention, most of the concrete on the upper surface of the upper flange of the main girder to which the studs and the like are fixed among the reinforced concrete floor slabs can be rapidly and integrally removed, so that the time and effort required for the concrete removal work can be taken. And time can be reduced.
Further, in the present invention, the main girder and the steel slab can be structurally integrated by reliably transmitting the shear force in the bridge axis direction by the slip prevention member embedded in the irregular material to be filled.

Further, in the present invention, since the amorphous material is filled between the steel deck and the main girder upper flange, the lower surface of the steel deck, the upper surface of the main girder upper flange, etc. arranged on the upper surface of the main girder upper flange, etc. Corrosion can be prevented.
It is not necessary to require a large strength for this amorphous material. In the first place, the concrete part is also concrete that was cast in an era when there was not enough construction technology, and since it was shared for a long time, it is difficult to guarantee the strength enough to enable reliable design. Therefore, it is not necessary to require a large strength for the amorphous material to be filled therein.
In this case, since the reinforced concrete floor slab is integrally removed, noise, vibration, and dust generation can be reduced.

Further, in the floor slab structure according to the present invention, the slip prevention member has a first projecting portion integrally fixed to the upper surface of the main girder upper flange and a first projecting portion installed at the upper end of the first projecting portion. It has two projecting portions, and the first projecting portion is embedded in the concrete portion, and the upper end of the first projecting portion is flush with the upper surface of the concrete portion. May be good.

In this case, it is not necessary to remove all of the concrete part on the upper surface of the main girder upper flange of the reinforced concrete floor slab. For example, the construction is performed by cutting the reinforcing bars and studs buried in the concrete part with a concrete cutter at the same time. This makes it possible to reduce the labor and time required for concrete removal work.
Then, by fixing the second protrusion to the upper end of the stud or the like (first protrusion) remaining on the upper surface of the main girder upper flange by stud welding, the second protrusion is attached to the main girder upper flange. It can be projected upward from the upper surface via the first projecting portion. Since the second projecting portion is embedded in the irregular material to be filled, the main girder and the steel slab can reliably transmit the shearing force in the bridge axis direction. In this case, it is not necessary to remove a small amount of concrete remaining on the main girder or the upper surface of the upper flange of the main girder in order to fix the second projecting portion, so that the concrete breaker or grinder normally used for the removal work is not required. , It is not necessary to use a chipper, etc., and noise, vibration, and dust generation can be significantly reduced.
Further, in this case, since the upper end of the first projecting portion can be exposed on the upper surface of the concrete portion, the cutting work for exposing the upper end of the first projecting portion embedded in the concrete portion can be performed. It becomes unnecessary, and the labor and time required for concrete removal work can be further reduced.

Further, the floor slab structure according to the present invention is provided with a through hole that penetrates the main girder upper flange in the thickness direction, and the slip prevention member is inserted through the through hole to the lower surface side of the main girder upper flange. It may be characterized by being a bar material fixed by a nut.

In this case, a through hole is provided with the concrete part on the upper surface side of the upper flange of the main girder, and the bar material is inserted into the through hole and fixed with a nut. Can be provided. Since the bar material protruding above the concrete portion is embedded in the amorphous material, the main girder and the steel slab can reliably transmit the shearing force in the bridge axis direction.

Further, in the floor slab structure according to the present invention, a height adjusting bolt capable of adjusting the height of the steel slab is screwed onto the steel slab so as to be in contact with the flange on the main girder. Is preferable.

In this case, the height of the steel slab can be adjusted by turning the height adjustment bolt, so that the height of the steel slab is made equal to the target position, for example, the height of the reinforced concrete slab before replacement. be able to. That is, the planned road surface height can be adjusted at the site.

Further, the floor slab structure according to the present invention is provided with a through hole penetrating the main girder upper flange and the concrete portion in the thickness direction, and the slip prevention member is provided from the lower surface of the deck plate of the steel floor slab. It has a vertical plate that is vertically hung downward and extends in the direction of the bridge axis, and a horizontal plate that projects from the lower end of the vertical plate in the direction of the bridge width, and the horizontal plate is in contact with the upper surface of the concrete portion. It is preferable that the concrete is fixed to the main girder upper flange by bolting through the through hole.

In this case, the slip-preventing member is fixed by a simple operation of bringing the joining member provided on the lower surface of the deck plate into contact with the upper surface of a small remaining portion of the concrete portion and fastening the bolt through the through hole. Can be provided. Since the vertical plate protruding above the concrete portion is embedded in the amorphous material, the main girder and the steel slab can reliably transmit the shearing force in the bridge axis direction.

According to the floor slab structure and the floor slab replacement method of the present invention, the work time required for replacing the floor slab from the concrete floor slab to the steel floor slab can be shortened, and between the main girder and the steel floor slab. Shear force can be reliably transmitted in the direction of the bridge axis.

This is for explaining the floor slab replacement method according to the first embodiment of the present invention, and is a perspective view of a bridge before floor slab replacement as viewed from diagonally above. However, only one lane is shown. It is a perspective view which looked at the bridge before the floor slab replacement shown in FIG. 1 from diagonally below. It shows the state where the steel slab is installed, (a) is a perspective view of the bridge viewed from diagonally below, and (b) is a front view of the bridge. It is a vertical cross-sectional view seen from the bridge axis direction which shows the structure of the joint part which joins a steel deck to a main girder. FIG. 4 is an enlarged vertical cross-sectional view of a main part of the joint portion shown in FIG. 4, in which (a) is a view of a state in which a reinforced concrete slab is cut, and (b) is a mortar in a concrete removal area on a concrete slab remaining portion. It is the figure of the filled state. It is a perspective view which shows the structure of the slip prevention member shown in FIG. It is a work flow chart of a floor slab replacement method. It shows a state where the horizontal rib mounting member is mounted on the main girder web, (a) is a perspective view of the bridge viewed from diagonally below, and (b) is a cross-sectional view including the horizontal rib mounting member of the right main girder. .. The horizontal rib mounting member is shown, (a) is a perspective view of the horizontal rib mounting member, and (b) is a view taken along the arrow A in (a). It is sectional drawing of the main part which shows the state which the horizontal rib mounting member is attached to the main girder web. It shows a state where a part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally above. It shows a state where a part of the reinforced concrete floor slab is removed, and is a perspective view of the bridge viewed from diagonally below. It shows the state where the steel deck is installed, (a) is a perspective view of the bridge seen from diagonally above, and (b) is a perspective view of the bridge showing the state where the temporary fixing plate is installed from diagonally above. .. A main part including a concrete floor slab remaining portion is shown, (a) is a cross-sectional view, and (b) is a cross-sectional view showing a state in which an amorphous material is filled. It shows a state in which the lateral ribs are rigidly coupled to the main girder web, (a) is a perspective view seen from diagonally below, and (b) is a side view. It is a perspective view of the main part in FIG. 3 (b). It is a plan sectional view of the main part in FIG. 15A. (A) is a cross-sectional view of a main part showing a steel slab and a reinforced concrete slab adjacent to it, and (b) is a temporary pavement by temporarily installing a temporary fixing plate between the steel slab and the reinforced concrete slab. It is sectional drawing of the main part which shows the state. It is sectional drawing which shows the main part of the structure of the bridge by 1st Embodiment. In the first embodiment, it is for demonstrating the method of installing the next steel slab, and is the perspective view seen from diagonally above which shows the state which provided the removal part. It is a perspective view seen from diagonally below which shows the state which provided the removal part. It is a perspective view seen from diagonally above which shows the state which the next steel slab is installed. It is a perspective view seen from diagonally below which shows the state which the next steel slab is installed. It is a regular cross-sectional view which shows the state which the steel deck adjacent steel slabs are joined in the bridge axis direction by the inter-panel joint. It shows a state in which a part of the reinforced concrete floor slab of the other lane is removed, and is a perspective view of the bridge viewed from diagonally above. It shows a state in which a part of the reinforced concrete floor slab of the other lane is removed, and is a front sectional view of the removed portion. It shows a state in which a steel deck slab is installed on the lane side on the other side, and is a perspective view of the bridge viewed from diagonally above. It shows a state in which a steel slab is installed on the lane side on the other side, and is a front sectional view of the steel slab. It is a front sectional view showing a state in which a temporary fixing plate is temporarily installed between a steel floor slab and a reinforced concrete floor slab and temporarily paved. It is a vertical sectional view seen from the bridge axis direction which shows the structure of the joint part which joins a steel deck slab to a main girder by 2nd Embodiment of this invention. It is a perspective view which shows the state before filling with mortar in the joint part of a steel deck and a main girder shown in FIG. This is for explaining the floor slab replacement method according to the third embodiment of the present invention, and is a perspective view of the bridge before floor slab replacement as viewed from diagonally above. However, only one lane is shown. FIG. 32 is a perspective view of the bridge before the replacement of the floor slab shown in FIG. 32 as viewed from diagonally below. It is a perspective view which shows the structure of the slip prevention member by a modification, and is the figure corresponding to FIG.

Hereinafter, the floor slab structure and the floor slab replacement method according to the embodiment of the present invention will be described with reference to the drawings.

(First Embodiment)
As shown in FIGS. 1 and 2, in the slab structure according to the first embodiment, a part of the reinforced concrete slab 14 supported and laid by the main girder 11 of the bridge 10 is a steel slab 30 (FIG. 3). (A), (b), and FIG. 13 (a), (b)))). That is, in the first embodiment, the distance between the main girders 11 and 11 adjacent to each other in the bridge width direction X is about 3 m, and a part of the reinforced concrete slab 14 is cut in the bridge width direction X to form a new steel slab 30. Applies when replacing with.

1 and 2 show the bridge 10 before the floor slab is replaced (however, only one lane (two lanes on each side in the case of the one shown in the figure)), and FIG. 1 is a perspective view seen from diagonally above, FIG. Is a perspective view seen from diagonally below.
As shown in FIGS. 1 and 2, the bridge (bridge structure) 10 includes a main girder 11, a cross girder 12, an anti-tilt structure 13, and a reinforced concrete slab 14.

The main girder 11 is formed of H-shaped steel or I-shaped steel, and is provided extending in the bridge axis direction (Z direction in FIG. 1). In the case of the one shown in the figure, of the six main girders provided in total for both lanes, only three lanes on one side are shown. These main girders 11 are arranged at predetermined intervals in the bridge width direction (horizontal direction orthogonal to the bridge axis direction Z (so-called bridge axis orthogonal direction; X direction in FIG. 1)). The main girder 11 has a main girder web 11a, a main girder upper flange 11b, and a main girder lower flange 11e. The main girder 11 is erected between a bridge pier and a pier (not shown).

The cross girder 12 is formed of H-section steel or I-section steel, extends in the bridge width direction X, and is erected between adjacent main girders 11 and 11, and the end of the cross girder 12 is welded to the main girder web 11a. It is connected by bolting or bolting. Further, although a plurality of cross girders 12 are arranged at predetermined intervals in the bridge axis direction Z, since a part of the bridge 10 is shown in FIG. 2, two cross girders 12 extend coaxially in the direction orthogonal to the bridge axis. A cross girder 12 is provided.

The anti-tilt structure 13 is for resisting lateral loads such as wind and earthquake, and has a truss structure made of an upper chord member, a lower chord member, a vertical member, an oblique member, and the like. The anti-tilt structure 13 is erected between adjacent main girders 11 and 11 and is connected to the main girder 11 by a gusset or the like. Further, a plurality of anti-tilt structures 13 are arranged at predetermined intervals in the bridge axis direction Z, but since a part of the bridge 10 is shown in FIG. 2, two pairs extending coaxially in the bridge axis orthogonal direction. Tilt structures 13 are provided, and these anti-tilt structures 13 are provided at positions separated from each other in the bridge axis direction Z and sandwiching the cross girder 12.

Reinforced concrete slab 14 has reinforcing bars arranged vertically and horizontally inside the reinforced concrete slab 14, and ridges (haunch portions) 14a protruding from the lower surface extend in the bridge axis direction Z on the lower surface of the reinforced concrete slab 14. In this embodiment, three ridges 14a are formed at predetermined intervals in the bridge width direction X. The three ridges 14a are located directly above the three main girders 11 and are installed and fixed to the main girder upper flange 11b. A plurality of studs (not shown) are erected on the upper surface 11c of the main girder upper flange 11b at predetermined intervals in the bridge width direction X and the bridge axial direction Z, respectively, and these studs are joined to the concrete of the reinforced concrete slab 14. Further, the reinforced concrete slab 14 is provided with ground coverings 14b at both ends in the bridge width direction X, and balustrades 14c are provided at one end. Further, on the upper surface of the reinforced concrete floor slab 14, a pavement portion 15 formed of asphalt or the like is constructed between the ground coverings 14b and 14b.

Next, the configuration of the newly installed steel deck 30 will be specifically described.
As shown in FIGS. 3A and 3B, the steel deck 30 has a deck plate 31, a plurality of vertical ribs 32 joined to the lower surface of the deck plate 31 by welding or the like, and perpendicular to the vertical ribs 32. It is provided with an arranged horizontal rib 33. A pavement portion 34 is previously constructed on the upper surface of the deck plate 31. The outer peripheral edge portion 31a of the deck plate 31 projects outward from the outer peripheral edge portion 34a of the pavement portion 34.

The plurality of vertical ribs 32 extend in the bridge axis direction Z, respectively, and are provided in parallel at predetermined intervals in the bridge width direction X. As shown in FIG. 4, of the plurality of vertical ribs 32, the two vertical ribs 32 arranged so as to sandwich the main girder upper flange 11b in the bridge width direction X project downward from the other vertical ribs 32 and have a lower end portion. Are the main girder horizontal and vertical ribs 32A and 32A that extend sufficiently downward from the lower surface of the main girder upper flange 11b.
In the present embodiment, the main girder horizontal and vertical ribs 32A are provided so as to project sufficiently downward from the other vertical ribs 32, but they do not necessarily have to project with such a length. It may be lower than the upper surface 11c of the main girder upper flange 11b. This is because it can easily serve as a formwork. Further, according to the method of installing the formwork, it may be above the Uwa surface 11c of the main girder upper flange 11b.

As shown in FIG. 4, the lateral ribs 33 are arranged substantially in the bridge width direction X on the lower surface side of the deck plate 31, and at least a part of one end surface or both end surfaces of the bridge width direction X is the nearest main girder. It is provided so as to face the web surface of the main girder web 11a of 11.
Specifically, two lateral ribs 33 (33A, 33B) extending in the bridge width direction X are joined to the lower surface of the deck plate 31 by welding or the like with the main girder 11 interposed therebetween.

Further, the horizontal rib 33A on the right side of the paper surface in the bridge width direction X in the steel deck 30 has a lower end formed in a substantially horizontal direction from the main girder 11 to a certain distance, and is further distant from the main girder 11. It is formed in a plate shape in which the lower end portion is inclined so as to gradually approach the deck plate 31 side as the distance from the main girder 11 increases (see FIGS. 3A and 3B). This is because the required height for the joint to the main girder 11 is larger than the required height for the horizontal rib 33A. Therefore, the height near the joint may be uniform. A part of one end surface (that is, the end surface on the main girder 11 side) of the horizontal rib 33A in the bridge width direction X faces the web surface on the right side of the nearest main girder web 11a (on the right side of the paper). A flange 33b is fixed to the lower end surface of the horizontal rib 33A.
The right side referred to below means the right side when facing the display surface of the present specification. The same applies to the left side.

Such horizontal ribs 33A are arranged at substantially the center of the short side of the deck plate 31 in the length direction (bridge axis direction Z), and the vertical ribs 32 are arranged orthogonally to the horizontal ribs 33A. The intersection is welded. In order to reduce the stress generated at the joint between the panels, it is also an effective means to arrange the deck plate 31 at a portion approximately 1/3 in the length direction. Further, in the main girder horizontal and vertical ribs 32A, the surface opposite to the main girder upper flange 11b faces one end surface of the horizontal ribs 33A, and the extending direction of the main girder horizontal and vertical ribs 32A and the horizontal ribs 33A. It is brought into contact with one end surface of the lateral rib 33A so as to be orthogonal to the extending direction, and then joined to the lateral rib 33A by welding. Further, one end of the main girder horizontal and vertical ribs 32A extends downward from the lower surface of the main girder upper flange 11b, and is in a state of facing the web surface of the main girder web 11a.

As shown in FIGS. 3B and 4, the lateral ribs 33B on the left side of the steel deck 30 in the bridge width direction X are provided at the base formed in a rectangular plate shape and at both ends in the bridge width direction X. It is formed in a plate shape integrally having protruding portions 33c protruding downward from the base portion. The lower end side of the protruding portion 33c is formed in a plate shape that gradually protrudes downward toward both ends in the extending direction of the lateral rib 33B. Therefore, both ends of the lateral rib 33B and its vicinity have a shape in which the length in the vertical direction gradually increases toward both ends in the extending direction due to the protruding portions 33c.

Further, as shown in FIG. 4, both end portions 33d of the lateral rib 33B face each other with the web surface of the nearest main girder web 11a. Such a horizontal rib 33B is arranged at a substantially central portion in the length direction of the short side of the deck plate 31, that is, is arranged on an extension of the horizontal rib 33A, and the vertical rib 32 is arranged orthogonally to the horizontal rib 33B. And their intersections are welded.

Next, in the first embodiment, the floor slab structure for replacing the reinforced concrete floor slab 14 with the steel floor slab 30 will be described with reference to FIGS. 4 to 6.
The floor slab structure has a slip prevention member 50 protruding from the upper surface 11c of the main girder upper flange 11b of the main girder 11 and a part of the slip prevention member 50 embedded in the floor slab structure having a thin thickness on the upper surface 11c of the main girder upper flange 11b. For example, a concrete floor slab remaining portion 21 left at (2 to 3 cm), and a steel floor slab 30 arranged so as to cover the slip prevention member 50 at intervals above and to the side of the main girder upper flange 11b. On the upper surface 11c side of the main girder upper flange 11b, a mortar 47 (amorphous material) that is filled between the pair of main girder horizontal and vertical ribs 32A and 32A and integrally embeds the slip prevention member 50 is provided. There is.

As shown in FIG. 5A, the concrete floor slab remaining portion 21 (concrete portion) has the reinforced concrete of the reinforced concrete floor slab 14 (see FIGS. 13A and 13B) provided on the main girder 11 removed. It is a part that is sometimes left to a nearly constant thickness. In FIG. 6, the area indicated by the alternate long and short dash line is the concrete floor slab remaining portion 21. Specifically, in the concrete floor slab remaining portion 21, for example, the fixing reinforcing bar embedded in the reinforced concrete floor slab 14 was cut up and down along a substantially horizontal direction using a concrete cutter or the like, and the upper reinforced concrete was removed. It was sometimes left behind. Therefore, the fixing reinforcing bar 51 (first projecting portion) remaining after cutting is embedded in the concrete floor slab remaining portion 21.
In this embodiment, the concrete floor slab remaining portion 21 on the upper surface 11c of the main girder upper flange 11b and the steel floor slab 30 (a pair of opposing main girder horizontal and vertical ribs 32A and 32A and a deck plate 31) are used. The enclosed area is defined as the concrete removal area 2A. The inside of the concrete removal area 2A is filled with mortar 47.

The slip prevention member 50 is welded to the fixing reinforcing bar 51 (first protruding portion) integrally fixed to the upper surface 11c of the main girder upper flange 11b so as to project upward to the upper end 51a forming the cut surface of the fixing reinforcing bar 51. It has a welded stud 52 (second projecting portion).
In this embodiment, two slip prevention members 50 are provided at intervals in the bridge width direction X, and a plurality of slip prevention members 50 are arranged at intervals in the bridge axis direction Z as well.
By welding the slip prevention member 50 onto the upper surface 11c of the main girder upper flange 11b in this way, it is not necessary to remove the concrete floor slab remaining portion 21 on the main girder upper flange 11b at all.

The fixing reinforcing bar 51 is provided in a state of being embedded in the concrete floor slab remaining portion 21 and fixed to the upper surface 11c of the main girder upper flange 11b, and the upper end 51a of the fixing reinforcing bar 51 is the upper surface 21a of the concrete floor slab remaining portion 21. It is exposed flush with each other.
The stud 52 has a fixing portion 52a whose diameter is expanded in the radial direction at the upper end. After the stud 52 is constructed by cutting the reinforced concrete floor slab 14 and leaving the concrete floor slab remaining portion 21 as described above, the lower end of the stud 52 is fixed to the upper end 51a of the fixing reinforcing bar 51 by stud welding or butt welding. Is provided integrally with the fixing reinforcing bar 51.

The studs 52 of these slip prevention members 50 are integrally embedded in the mortar 47 filled in the concrete removal region 2A between the main girder horizontal and vertical ribs 32A and 32A. The slip stopper 50 functions as a slip stopper between the steel deck 30 and the main girder 11 via the mortar 47, and has an action of transmitting a shearing force in the bridge axial direction Z.

Here, as shown in FIGS. 4, 5 (a), 5 (b), and 6, the concrete floor slab remaining portion 21 is provided on the inner surfaces 32b of the pair of main girder horizontal and vertical ribs 32A and 32A facing each other. A slip prevention stud 58 is provided in the concrete removing area 2A formed around the concrete. As the slip prevention stud 58, a stud with a head is usually used. Here, the main girder horizontal and vertical ribs 32A and 32A act as the vertical ribs of the steel deck 30 as a mechanical action.

The anti-slip stud 58 is provided so as to project perpendicularly to the opposing inner surfaces 32b of the main girder horizontal and vertical ribs 32A and 32A on both sides of the main girder 11. The slip-prevention stud 58 has a head portion on the protruding tip side, and the base end portion of the shaft portion is fixed by butt welding or the like. A plurality of anti-slip studs 58 are arranged symmetrically at predetermined intervals in the bridge axial direction Z with the main girder 11 interposed therebetween.
These anti-slip studs 58 are integrally embedded in the mortar 47 filled in the concrete removal region 2A. The anti-slip stud 58 also functions as an anti-slip between the steel deck 30 and the main girder 11 and has an action of transmitting a shearing force in the bridge axis direction Z.

In the present embodiment, as shown in FIG. 4, the vertical length L1 of the main girder web 11a between the main girder upper flange 11b and the lateral rib mounting member 16 (described later) is 224 mm or more.
The length L1 is preferably 38 times or less the thickness of the main girder web 11a. This is because the stress generated in the welded portion between the main girder upper flange 11b and the main girder web 11a is sufficiently reduced to a level at which fatigue does not occur.
In addition, webs with a thick cross section are also manufactured. In this case, the minimum length L1 of the rib mounting member is 224 mm when the girder height is 1600 mm and the plate thickness is 9 mm. Set as the separation distance. Therefore, in order to reduce the stress between the main girder upper flange 11b and the main girder web 11a, it can be said that it is appropriate to secure a distance of 224 mm or more as the length L1.
In addition, taking buckling into consideration, as described in the Road Bridge Specification, the maximum level at which there is no reduction in buckling strength when high-strength steel SBHS is used for the main girder web 11a. Setting 38 times the plate thickness as the non-buckling section width is an appropriate upper limit in terms of design.

Next, with reference to the construction flow of FIG. 7, the construction method of replacing a part of the reinforced concrete slab 14 laid supported by the main girder 11 of the bridge 10 having the above-described configuration with the newly installed steel slab 30 This will be described in detail.
First, as a preparatory step (step S1 in FIG. 7), a full suspension scaffold (not shown) is installed under the bridge 10, and the full suspension scaffold interferes with the installation (replacement) of the new steel deck 30. Remove, improve, and finish parts (partially grinder work). If a full-scale scaffold is installed in advance for inspection or the like, the same work can be performed using the scaffold.

Next, as shown in FIGS. 8 (a) and 8 (b) and 9 (a) and 9 (b), the lateral rib mounting member 16 is bolted to the upper portion of the main girder web 11a with high-strength bolts. In this case, the work is performed on the lower surface side of the reinforced concrete floor slab 14, and the lateral rib mounting member 16 is bolted to the main girder web 11a (step S2).
9 (b) is a cross-sectional view of the right main girder 11 in FIG. 9 (a) including the horizontal rib mounting member 16. The right side referred to below means the right side when facing the display surface of the present specification. The same applies to the left side.

As shown in FIGS. 9A and 9B, the lateral rib mounting member 16 is formed in a T-shaped cross section, and is fixed to the rectangular plate-shaped fixing plate 16a and the central portion of the fixing plate 16a in the width direction. It has a rectangular plate-shaped connecting plate 16b projecting from the plate surface of the plate 16a in a direction perpendicular to the plate surface. The lengths of the fixing plate 16a and the connecting plate 16b in the vertical direction are the same, and the protruding length of the connecting plate 16b from the fixing plate 16a is the end surface of the lateral rib 33 of the steel deck 30 described later. The length is set so that the tip surface of the steel can be contacted. The horizontal rib mounting member 16 is a member for making the horizontal rib 33 and the main girder web 11a continuous, and is attached to the main girder web 11a by tension bolt joining, and the horizontal rib 33 of the steel deck 30 is It is connected by frictional joining of two-sided shear.
Further, the fixing plate 16a is provided with a plurality of bolt holes 16c, and the connecting plate 16b is provided with a plurality of bolt holes 16d.

The horizontal rib mounting member 16 is mounted by bringing the fixing plate 16a into contact with the web surface of the main girder web 11a located below the portion where the newly installed steel deck 30 is to be replaced and bolting the fixing plate 16a. In the present embodiment, a part of the reinforced concrete floor slab 14 is replaced with the steel floor slab 30 between the main girder 11 on the right side and the main girder 11 in the central portion in FIG. 8A. Therefore, as shown in FIG. The horizontal rib mounting members 16 are mounted substantially symmetrically on both web surfaces of the main girder web 11a of the main girder 11 on the right side with the central portion in the thickness direction of the main girder web 11a as a boundary, and the main girder 11 in the central portion is attached. The horizontal rib mounting member 16 is attached to the web surface of the main girder web 11a facing the right main girder 11 side.

In FIG. 10, the right side horizontal rib mounting member 16 is longer in the vertical direction than the left side horizontal rib mounting member 16, and the lower end of the right side horizontal rib mounting member 16 is the left side horizontal rib mounting member. It protrudes downward from the lower end of 16. This is because the vertical length of the end of the horizontal rib 33A on the main girder web 11a side is longer than the vertical length of the end of the horizontal rib 33B on the main girder web 11a side, and the lower end of the horizontal rib 33A. Is due to the fact that the lateral rib 33B protrudes downward from the lower end (see FIG. 3B). Therefore, when the vertical length of the end of the horizontal rib 33A on the main girder web 11a side and the vertical length of the end of the horizontal rib 33B on the main girder web 11a side are equal, the right horizontal rib mounting member 16 The vertical length of the left lateral rib mounting member 16 may be equal to the vertical length of the left lateral rib mounting member 16.

Further, when the lateral rib mounting member 16 is connected to the web surface of the main girder web 11a on the right side, the coating on the web surface is peeled off, and then the members are joined by ordinary friction stir welding with high-strength bolts. That is, as shown in FIG. 10, the main girder web 11a is provided with a bolt hole 11f at a position corresponding to the bolt hole 16c, and is brought into contact with both the bolt hole 11f and both web surfaces of the main girder web 11a. A high-strength bolt 18 is inserted into the bolt holes 16c and 16c of the fixing plates 16a of the horizontal rib mounting members 16 and 16, and a nut is screwed into the high-strength bolt 18 to tighten the web surface of the main girder web 11a. The horizontal rib mounting member 16 is connected to.

At this time, the fixing plate 16a of the horizontal rib mounting member 16 is pre-drilled at the factory and provided with bolt holes 16c, while the main girder web 11a is in the stage before the joining work is performed. The bolt hole 11f is not provided. The lateral rib mounting member 16 is temporarily installed at an appropriate position, and the bolt hole 16c is used as a template to drill holes in the main girder web 11a using an instrument such as a portable drilling machine (not shown). At the time of joining work, there is a possibility that misalignment may occur between the members, and it is necessary to adjust the position of the bolt holes 16c. However, by this method, the relative of the bolt holes between the horizontal rib mounting member 16 and the main girder web 11a Position adjustment is possible.

Further, the same applies when the lateral rib mounting member 16 is connected to the web surface of the main girder web 11a in the central portion.
Further, on the web surface on the opposite side (left side main girder 11 side) of the central main girder web 11a, a reinforced concrete floor slab supported by the central main girder 11 and the left main girder 11 is laid. When a part of 14 is replaced with a new steel floor slab 30, the horizontal rib mounting member 16 is mounted in the same manner.
After the horizontal rib mounting member 16 is attached to the main girder 11, as shown in FIG. 11, lane regulation of the upper traffic is performed as necessary (step S3). When lane regulation is performed, temporary guards 17 are erected at predetermined intervals in the bridge axis direction Z at the center of the road surface in the width direction (bridge width direction X). FIG. 11 shows a regulation of one lane on the right side, in which the left side of the temporary guard 17 is the vehicle traffic zone and the right side is the construction zone.

Next, in the construction zone, as shown in FIGS. 4 and 5 (a) and 5 (b), of the part of the reinforced concrete slab 14, the main girder upper flange 11b within a predetermined width in the bridge axial direction Z. By removing the region (concrete removal region 2A) where the portion (concrete floor slab remaining portion 21) provided on the upper surface 11c side is left, the removing portion 20 is formed in a part of the reinforced concrete floor slab 14.
This is, for example, like the M-SR method of Miyaji Engineering Co., Ltd., aiming at the space between the reinforced concrete floor slab 14 and the upper surface 11c of the main girder upper flange 11b, and the wire saw advances horizontally in parallel with the main girder upper flange 11b. The reinforced concrete floor slab 14 is separated from the main girder upper flange 11b. In this construction method, since the wire saw cannot be brought into contact with the main girder upper flange 11b, the concrete floor slab remaining portion 21 is left on the upper surface 11c side of the main girder upper flange 11b in the removing portion 20.

That is, as shown in FIGS. 12 and 13 (a) and 13 (b), the reinforced concrete slab 14 located between the main girder 11 located on the right side in the bridge width direction X and the main girder 11 located in the central portion. A predetermined portion in the bridge axis direction Z of the above is cut and removed by a concrete cutter according to the plan view shape and size (in the case of this embodiment, the plan view substantially rectangular shape) of the steel deck 30 described later (step). S4).
At this time, as described above, a space (concrete removal region 2A) is formed by removing other than the concrete floor slab remaining portion 21 shown in FIG. 5A provided on the upper surface 11c side of the main girder upper flange 11b. In the present embodiment, a concrete floor slab remaining portion 21 having a predetermined thickness is left on the upper surface 11c side of the main girder upper flange 11b of the main girder 11.

At this time, in the concrete removal region 2A, the portion of the reinforced concrete slab 14 adjacent to the removal portion 20 and the bridge width direction X is shown in FIG. 13A on the upper surface 11c side of the main girder upper flange 11b of the main girder 11. , (B), a part of the pavement portion 15 is removed along the bridge axis direction Z to expose the edge portion along the removed portion 20. Further, for the portion of the reinforced concrete slab 14 located between the main girders 11 and 11 and adjacent to the removal portion 20 in the bridge axial direction Z, the pavement portion 15 is removed along the bridge width direction X, and the removal portion 20 is used. Expose a pair of edges along.

In this way, the length of the rectangular removing portion 20 formed by cutting the predetermined portion of the reinforced concrete floor slab 14 into a substantially rectangular shape in a plan view is the length of the bridge axis direction Z in the plan view of the newly installed steel floor to be replaced. It is set slightly longer than the length of the bridge axis direction Z in the plan view of the plate 30. Further, as shown in FIG. 11, when a predetermined portion of the reinforced concrete floor slab 14 is cut into a substantially rectangular shape in a plan view, the ground cover 14b and the balustrade 14c on the right side are also cut, so that the bridge width direction X of the removing portion 20 is cut. The outside (right side) is open.

Next, as shown in FIGS. 4 and 5 (b), the studs 52 are joined by stud welding or the like so as to protrude from the upper end 51a of the fixing reinforcing bar 51 left on the upper surface 11c of the main girder upper flange 11b. It is projected upward (step S5).

Next, as shown in FIG. 14A, the newly installed steel slab 30 is arranged on the removal portion 20 so as to cover the concrete slab remaining portion 21, and is temporarily placed. That is, the steel deck slab 30 is arranged so as to cover the stud 52 of the slip prevention member 50 at intervals above and to the side of the main girder upper flange 11b. In this case, the steel slab 30 is temporarily placed by arranging the concrete slab remaining portion 21 between the main girder horizontal and vertical ribs 32A and 32A so as to be sandwiched in the bridge width direction X (step S6).

Then, when arranging the newly installed steel floor slab 30 so as to cover the concrete floor slab remaining portion 21 on the rectangular removing portion 20 in a plan view, as shown in FIGS. 14 (a) and 14 (b), The main girder horizontal and vertical ribs 32A and 32A are arranged so as to sandwich the main girder upper flange 11b of the main girder 11 in the bridge width direction X.
Since there is a gap between the end of the main girder upper flange 11b in the bridge width direction X and the surface of the main girder horizontal and vertical ribs 32A and 32A facing the end in the bridge width direction X, there is a gap. The sealing material 36 is fitted into this gap. Further, from the surface of the main girder horizontal and vertical ribs 32A, 32A facing the main girder upper flange 11b, to the lower surface of the sealing material 36 and the lower surface of the main girder upper flange 11b, a concrete formwork, waterproofing, and titanium foil for corrosion resistance. Paste 37.

Further, as shown in FIGS. 14A and 14B, the steel deck 30 has a height adjusting bolt 40 capable of adjusting the height of the steel deck 30 on the upper surface 21a of the concrete floor slab remaining portion 21. It is screwed so that it can be contacted. That is, a screw hole 41 is provided in a portion of the deck plate 31 located above the concrete floor slab remaining portion 21 on the main girder upper flange 11b of the main girder 11 on the right side, and the height of the screw hole 41 is provided. The adjusting bolt 40 is screwed in, and the tip end portion (lower end portion) of the height adjusting bolt 40 is in contact with the upper surface 21a of the concrete floor slab remaining portion 21. A plurality of such height adjusting bolts 40 are provided at the edge of the deck plate 31 in the bridge axis direction Z and above the main girder 11. Then, after the steel deck slab arrangement step, the height adjusting bolt 40 is appropriately turned in the forward and reverse directions to raise and lower the steel deck 30 to adjust the height. That is, the height of the steel slab 30 is adjusted so that the upper surface of the pavement portion 34 of the steel slab 30 and the upper surface of the pavement portion 15 of the reinforced concrete slab 14 are substantially flush with each other (step S7).

Next, the lateral rib 33 of the steel deck 30 is rigidly coupled to the main girder web 11a closest to the end at the end of the lateral rib 33 in the bridge width direction X. As shown in FIGS. 15 (a), 15 (b), and 16, the lateral ribs 33A and 33B are formed, and one end surface of the end portion of the lateral ribs 33A and 33B in the bridge width direction X is used as the web of the main girder web 11a. The ends 33e, 33e of the lateral ribs 33A, 33B in the bridge width direction X are rigidly coupled to the nearest main girder webs 11a, 11a in a state of facing the surface. Thereby, the stress generated due to the traffic load due to the slab action of the steel slab 30 can be reduced. That is, even with the horizontal ribs 33 having the same height, the stress generated in the steel deck 30 is reduced by rigidly coupling to the main girder webs 11a and 11a, and it is possible to sufficiently secure the fatigue life.

Specifically, in the present embodiment, with respect to the lateral rib 33B, as shown in FIG. 17, in a state where one end 33d of the end portion 33e in the bridge width direction X faces the web surface of the main girder web 11a. After abutting the tip surface of the connecting plate 16b of the lateral rib mounting member 16 fixed to the main girder web 11a of the main girder 11 in the central portion, the end portion 33e and the connecting plate 16b are splice plates from both sides thereof. It is sandwiched between 42 and 42 and frictionally joined by a high-strength bolt 45 and a nut 45a. As a result, the lateral rib 33B is rigidly coupled to the main girder web 11a closest to the end 33e at the left end 33e of the lateral rib 33B in the bridge width direction X.

Similarly, the right end 33e of the horizontal rib 33B in the bridge width direction X is spliced to the tip of the connecting plate 16b of the horizontal rib mounting member 16 fixed to the main girder web 11a of the right main girder 11. The plates 42, 42 and the high-strength bolt 45 are rigidly connected using the nut 45a.

As shown in FIGS. 9A and 9B, a plurality of bolt holes 16d are formed in advance in the connecting plate 16b at a factory or the like, and the splice plate 42 is also formed in advance as shown in FIGS. 16 and 17. A plurality of bolt holes 42c are formed in a factory or the like.
Then, after inserting the high-strength bolts 45 into the bolt holes 42c, 16d, 42c and the bolt holes 42c, 33g, 42c arranged coaxially, respectively, the nut 45a is screwed into the high-strength bolts 45 and tightened. The lateral rib 33B is rigidly coupled to the nearest main girder web 11a at the end 33e of the lateral rib 33B in the bridge width direction X by friction welding. In FIG. 16, the high-strength bolt 45 is not shown.

Similarly, as shown in FIGS. 15A and 15B, for the lateral rib 33A, one end 33d of one end 33e in the bridge width direction X is made to face the web surface of the main girder web 11a. In the state, after contacting the tip surface of the connecting plate 16b of the lateral rib mounting member 16 fixed to the main girder web 11a of the main girder 11 on the right side, the end 33e and the connecting plate 16b are spliced from both sides thereof. By sandwiching it between 42 and 42 and fastening it with a high-strength bolt 45, the lateral rib 33B is rigidly coupled to the main girder web 11a closest to the end 33e at the end 33e of the lateral rib 33A.

Further, even in such a friction joining structure using high-strength bolts, the surface of the splice plate 42 to which the surface of the end portion 33e of the lateral rib 33A in the bridge width direction X is joined and the surface of the connecting plate 16b are joined to the splice plate. The surface of 42 is subjected to friction surface treatment by spraying a metal such as aluminum by a factory or the like.

Next, as shown in FIG. 5B, mortar 47 is filled between the steel slab 30, the main girder upper flange 11b, and the concrete slab remaining portion 21. At this time, the height adjusting bolt 40 is not removed from the screw hole 41, but the main girder upper flange 11b and the concrete floor slab remaining portion 21 are housed from the filling hole (not shown) provided in advance in the deck plate 31. The space between the girder horizontal and vertical ribs 32A and 32A is filled with the mortar 47 (step S8). The height adjusting bolt 40 and the mortar 47 may be sufficiently cured before being removed, or may be buried in the mortar 47 and left behind.

As described above, the main girder horizontal and vertical ribs 32A and 32A are arranged so as to sandwich the main girder upper flange 11b in the bridge width direction X, and the gap between the main girder upper flange 11b and the main girder horizontal and vertical ribs 32A and 32A. Since the sealing material 36 (see FIGS. 14A and 14B) is fitted into the mortar 47, the mortar 47 filled from the screw holes 41 includes the deck plate 31 of the steel deck 30 and the main girder upper flange 11b. , The space (concrete removal area 2A) surrounded by the sealing material 36 and the main girder horizontal and vertical ribs 32A and 32A is spread without a gap to fill the gap. This makes it possible to prevent corrosion of the upper reinforcing bars of the concrete floor slab remaining portion 21, the lower surface of the deck plate 31, and the upper surface 11c of the main girder upper flange 11b.

In this embodiment, mortar 47 is used as the amorphous material, but other than mortar 47, non-shrinkable resin, rubber latex, or other material having rapid curability and fluidity can be used.
The filling operation of the mortar 47 may be performed after the steel deck joining step described later. Further, in order to improve the overall work efficiency, the steel deck slabs 30 for several panels may be filled together after construction. This is because the dead load and live load (traffic load) acting on the steel deck 30 are, by design, transmitted to the main girder web 11a through the lateral rib 33.

In the present embodiment, as shown in FIG. 4, the main girder 11 and the steel deck 30 are connected to each other by a slip-preventing member 50 that transmits a shearing force in the bridge axis direction Z to steel from the main girder 11. Shear force in the bridge axis direction Z can be transmitted toward the floor slab 30.

Next, as shown in FIGS. 13 (b) and 18 (a) and 18 (b), the steel slab 30 and the reinforced concrete slab adjacent to the steel slab 30 in the bridge width direction X and the bridge axial direction Z are adjacent to each other. A temporary fixing plate 55 is bridged between the temporary fixing plate 55 and the temporary fixing plate 55, and a temporary pavement portion 56 is provided on the upper surface of the steel floor slab 30 in advance on the pavement portion 34 and the reinforced concrete floor slab 14. It is constructed almost flush with the pavement portion 15 (step S9). The temporary fixing plate 55 temporarily connects between the reinforced concrete slab 14 and the steel slab 30, or between adjacent steel slabs, thereby suppressing the depressed state of the road and enabling the passage of vehicles. It has a function.

That is, in the peripheral portion of the reinforced concrete pavement 14 surrounding the removing portion 20 on which the steel slab 30 is arranged by the above-mentioned reinforced concrete pavement removing step, the portion adjacent to the bridge width direction X is the main girder 11. A part of the pavement portion 15 is removed on the upper surface side of the main girder upper flange 11b, and the edge portion adjacent to the removed portion 20 is exposed in the bridge width direction X of the reinforced concrete slab 14. Further, in the reinforced concrete slab 14 located between the main girders 11 and 11 and adjacent to the bridge axis direction Z, a part of the pavement portion 15 is removed along the bridge width direction X, and the reinforced concrete slab 14 The edge portion adjacent to the removal portion 20 is exposed in the bridge axis direction Z.

On the other hand, the outer peripheral edge portion 31a of the deck plate 31 of the steel deck 30 projects outward from the outer peripheral edge portion of the pavement portion 34, and a plurality of bolt holes 31b are provided in the protruding outer peripheral edge portion 31a.
Further, in the bridge width direction X and the bridge axial direction Z, between the outer peripheral edge portion 31a of the steel deck 30 and the edge portion (outer peripheral edge portion 32a) along the bridge axial direction Z and the bridge width direction X of the reinforced concrete slab 14. Is provided with a gap S.

Then, as shown in FIG. 18B, the temporary fixing plate is provided so as to straddle the gap S between the outer peripheral edge portion 31a of the deck plate 31 and the outer peripheral edge portion 32a along the bridge axis direction Z of the reinforced concrete floor slab 14. Over 55. The temporary fixing plate 55 is provided with a bolt hole 55b, and the temporary fixing plate 55 is bridged so that the bolt hole 55b is coaxial with the bolt hole 31b. Then, after inserting the bolts 57 into the bolt holes 55b and 31b and tightening them with the nuts 57a, the temporary fixing plate 55 is fixed, and then the temporary pavement portion 56 is attached to the steel floor slab 30 on the upper surface side of the temporary fixing plate 55. It is constructed substantially flush with the pavement portion 34 provided in advance on the upper surface of the above surface and the pavement portion 15 on the reinforced concrete slab 14.

As shown in FIG. 20, the floor slab structure constructed in this manner includes at least a part of the reinforced concrete floor slab 14 other than the portion provided on the upper surface side of the main girder upper flange 11b of the main girder 11. Concrete floor slab remaining portion 21 that has been removed and left behind, and at least a part of the reinforced concrete floor slab 14 have been removed from the concrete floor slab remaining portion 21 in an exposed state to the removing portion 20 (see FIG. 4). It is provided with a steel floor slab 30 arranged so as to cover the floor slab remaining portion 21.

Further, as shown in FIG. 4, the steel deck slab 30 is arranged in the bridge width direction X on the lower surface side of the deck plate 31, and at least a part of one end surface or both end surfaces of the bridge width direction X is the nearest main girder. The main girder web 11 has horizontal ribs 33 (33A, 33B) facing the web surface of the main girder web 11a, and the horizontal rib 33 is the main girder web closest to the end 33e at the end 33e of the horizontal rib 33. It is rigidly connected to 11a by a horizontal rib mounting member 16.
Further, the main girder 11 and the steel deck slab 30 are connected via a slip stopper 50 and a mortar 47 that transmit a shear force in the bridge axial direction Z.

Further, mortar 47 is filled between the steel floor slab 30, the main girder upper flange 11b, and the concrete floor slab remaining portion 21. Further, as shown in FIG. 18B, a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and the upper surface side of the temporary fixing plate 55 side. In addition, the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 of the steel slab 30 and the pavement portion 15 on the reinforced concrete slab 14.

In this way, after the replacement of one steel deck slab 30 is completed, the temporary traffic regulation is lifted so that the construction zone can pass through (step S10).
When replacing the second steel slab 30, it is basically performed by sequentially repeating the above-mentioned steps. However, detailed description of each step will be omitted.
First, as shown in FIGS. 20 and 21, of the part of the steel slab 30 that was replaced (newly installed) and the reinforced concrete slab 14 that is adjacent in the bridge axial direction Z in the construction zone, the bridge axial direction Z By removing the portion other than the portion provided on the upper surface side of the main girder upper flange 11b within the predetermined width of the above, the removing portion 20 is provided on a part of the reinforced concrete floor slab 14, and the removing portion 20 is on the main girder. The concrete floor slab remaining portion 21 is left on the upper surface side of the flange 11b. Further, the horizontal rib mounting member 16 is bolted to the upper part of the main girder web 11a with high-strength bolts.

Next, as shown in FIGS. 22 and 23, the following steel slab 30 is arranged on the removal portion 20 so as to cover the concrete slab remaining portion 21 (see FIG. 5), and the height adjusting bolt 40 The height of the steel deck 30 is adjusted according to (see FIGS. 14A and 14B).
Next, the lateral rib 33 of the steel deck 30 is rigidly coupled to the main girder web 11a closest to the end of the lateral rib 33 by the lateral rib mounting member 16.
Further, at this stage, as shown in FIG. 24, adjacent steel deck slabs 30 and 30 are joined by a high-strength bolt 46 using an inter-panel joint 35. The inter-panel joint 35 integrates adjacent steel slabs 30 and 30 by two-sided shear bolt friction welding. By this inter-panel joint 35, the bridge axis direction Z (see FIG. 24) and the bridge axis perpendicular direction of the deck plate 31 of the steel deck 30, the vertical rib 32, and the main girder horizontal vertical rib 32A (see FIG. 24) are respectively. It is joined by two-sided shear bolt friction joint. When the inter-panel joint 35 is provided, if the temporary fixing plate 55 that already exists is present, the temporary fixing plate 55 is removed.

Further, as shown in FIG. 24, the inter-panel joint 35 for joining the steel slabs 30 and 30 adjacent to each other in the bridge axis direction Z (the direction orthogonal to the paper surface in FIG. 24) is provided on the upper surface side of the deck plate 31. The joint plate 35a extending in the long side direction (bridge axis orthogonal direction) of the steel deck plate 30 and the vertical ribs 32, 32 between the vertical ribs 32, 32 and the vertical ribs 32 adjacent to each other in the bridge axis orthogonal direction on the lower surface side of the deck plate 31. A plurality of joint plates 35b, which are shorter than the joint plate 35a, are provided between the main girder and the horizontal and vertical ribs 32A, respectively. Then, the deck plates 31 and 31 of the adjacent steel slabs 30 and 30 are sandwiched between the joint plate 35a and the joint plate 35b, and the steel slabs 30 and 30 are joined to each other by fastening with high-strength bolts 46. Has been done.

Further, the inter-panel joint 35 for joining the vertical ribs 32, 32 of the steel decks 30 and 30 adjacent to each other in the bridge axis direction Z and the main girder horizontal and vertical ribs 32A, 32A has two joint plates 35c, 35c. I have. The joint plate 35c is arranged so as to straddle the joint portions of the steel deck slabs 30 and 30 adjacent to each other in the bridge axis direction Z. Then, the vertical ribs 32, 32 and the main girder horizontal vertical ribs 32A, 32A of the steel slabs 30, 30 adjacent to each other in the bridge axis direction Z are sandwiched by the joint plates 35c, 35c, respectively, and fastened by the high-strength bolts 46. As a result, the steel slabs 30 and 30 are joined to each other.

Further, the inter-panel joint 35 for joining the steel slabs 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis includes two joint plates (not shown). This joint plate is arranged so as to straddle the joints of the steel deck slabs 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis, and extends along the short side direction of the steel deck slab 30. Then, the deck plates 31 and 31 of the steel slabs 30 and 30 adjacent to each other in the bridge axis orthogonal method are sandwiched by the joint plates, and the steel slabs 30 and 30 are joined by fastening with the high-strength bolts 46. Has been done.

Finally, a temporary fixing plate 55 is bridged between the steel slab 30 replaced this time and the reinforced concrete slab 14 adjacent to the steel slab 30 in the bridge width direction X and the bridge axial direction Z, and this temporary fixing plate On the upper surface side of the 55, the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 previously provided on the upper surface of the steel deck 30 and the pavement portion 15 on the reinforced concrete floor slab 14 (see FIG. 18).

After replacing the next (second) steel slab 30 in this way, the required number of steel slabs 30 are replaced one after another in the same manner, so that the reinforced concrete slab is replaced by a desired distance in the bridge axial direction Z. A new steel deck 30 will be newly installed in place of 14. As described above, a new steel slab 30 is newly installed for a desired distance in the bridge axis direction Z for one lane of the two lanes on each side.

Further, after a new steel slab 30 is newly installed in place of the reinforced concrete slab 14 for a desired distance in the bridge axis direction Z for one lane, as shown in FIG. 25, the other side of the two lanes on one side Similarly, for the lane (the lane on the left side in FIG. 25), a new steel slab 30 is newly installed in place of the existing reinforced concrete slab 14.
In FIG. 25, two steel slabs 30 that have been replaced in one lane are shown, but in reality, a predetermined number of steel slabs 30 are continuously constructed (newly installed) in the bridge axial direction Z.
When the steel deck 30 is newly installed in the other lane, the steel deck 30 is newly installed in the same lane as when the steel deck 30 is newly installed. Therefore, the method is simplified below. Explain to.

When a new steel slab 30 is newly installed in place of the reinforced concrete slab 14 in the other lane of the two lanes on one side, as a preparatory process, the entire scaffolding is installed and the interfering members are removed, and then the reinforced concrete is installed. On the lower surface side of the floor slab 14, the horizontal rib mounting member 16 is bolted to the upper part of the main girder web 11a of the predetermined main girder 11 with high-strength bolts.
Then, after restricting the upper traffic (not shown) for the other lane, as shown in FIGS. 25 and 26, the main girder 11 of at least a part of the reinforced concrete slab 14 in the other lane is used. By removing the portion other than the portion provided on the upper surface side of the girder upper flange 11b, the removing portion 20 is provided on at least a part of the reinforced concrete floor slab 14, and the removing portion 20 is provided on the upper surface side of the main girder upper flange 11b. The concrete floor slab remaining portion 21 is left (reinforced concrete floor slab removing step).

Next, as shown in FIGS. 27 and 28, the steel slab 30 is arranged on the removal portion 20 so as to cover the concrete slab remaining portion 21. Next, the lateral ribs 33 are rigidly coupled to the main girder web 11a closest to both ends of the lateral ribs 33 at both ends in the bridge width direction X by the lateral rib mounting members 16. The horizontal rib mounting member 16 is bolted to the main girder web 11a in advance. When the horizontal rib 33 is bolted to the horizontal rib mounting member 16, the horizontal rib mounting member 16 and the end of the horizontal rib 33 are sandwiched by the splice plate 42 and fastened with high-strength bolts.
Next, the main girder 11 and the steel deck 30 are joined by the mortar 47 via the fixing reinforcing bar 51 and the stud 52 of the slip stopper 50 that transmits the shear force in the bridge axial direction Z.

Next, as shown in FIG. 29, a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and temporarily fixed plate 55 is placed on the upper surface side of the temporary fixing plate 55. The pavement portion 56 is constructed substantially flush with the pavement portion 34 on the upper surface side of the steel deck 30 and the pavement portion on the reinforced concrete floor slab 14. Further, a panel-to-panel joint is attached between the steel slab (steel slab in the other lane) 30 and the steel slab 30 installed in the lane on one side to join the panels to each other. On the upper surface side of the joint, the temporary pavement portion 56 is constructed substantially flush with the pavement portion 34 on the upper surface side of the steel deck 30 adjacent to the bridge width direction X.
Then, when the replacement of the steel slab 30 is completed in the planned section of the bridge, the entire construction is completed.

In the lane on the other side as well, in the reinforced concrete slab removing step, the overlaid concrete 22 above the concrete slab remaining portion 21 is removed.
Further, a height adjusting bolt 40 capable of adjusting the height of the steel deck 30 is screwed onto the steel deck 30 so as to be in contact with the concrete floor slab remaining portion 21, and after the steel deck slab disposing step, The height of the steel deck 30 is adjusted by turning the height adjusting bolt 40.
Further, after the steel slab arrangement step, mortar 47 is filled between the steel slab 30, the main girder upper flange 11b, and the concrete slab remaining portion 21.

According to the floor slab structure and the floor slab replacement method described above, as shown in FIGS. 4 to 6, the main girders horizontally and vertically arranged in the bridge axis direction Z on the lower surface side of the deck plate 31 in the steel deck plate 30. The mortar 47 is filled between the ribs 32A and 32A so as to integrally embed the slip prevention member 50 provided so as to project from the upper surface 11c of the main girder upper flange 11b of the main girder 11, thereby forming the steel deck 30 and the steel deck 30. The main girder upper flange 11b is joined, and the integrated rigidity and strength of the bridge 10 can be ensured. As a result, it is possible to reduce the structural weight and the generated stress as compared with the case of using the conventional floor slab support bracket.

Further, in the present embodiment, it is possible to rapidly and integrally remove most of the concrete on the upper surface 11c of the main girder upper flange 11b to which the fixing reinforcing bars 51 such as studs are fixed in the reinforced concrete floor slab 14. Therefore, it is possible to reduce the labor and time required for the concrete removal work.
Further, in the present embodiment, the main girder 11 and the steel slab 30 are reliably transmitted in the bridge axial direction Z by the slip-preventing member 50 embedded in the filled mortar 47, and are structurally integrated. be able to.

Further, in the present embodiment, since the mortar 47 is filled between the steel deck 30 and the main girder upper flange 11b, the lower surface of the deck plate 31 of the steel deck 30 arranged on the upper surface 11c of the main girder upper flange 11b. , Corrosion of the upper surface 11c of the main girder upper flange 11b can be prevented.

It is not necessary to require a large strength from the mortar 47. In the first place, the concrete slab remaining part 21 of the reinforced concrete slab 14 is also concrete that was cast in an era when there was not sufficient construction technology, and since it was shared for a long time, it is only possible to make a reliable design. Since it is difficult to guarantee the strength, it is not necessary to require a large strength from the amorphous material to be filled therein.
In this case, since the reinforced concrete floor slab 14 is integrally removed, noise, vibration, and dust generation can be reduced.

Further, in the present embodiment, it is not necessary to remove all of the reinforced concrete on the upper surface 11c of the main girder upper flange 11b of the reinforced concrete floor slab 14, and for example, the reinforcing bars and studs embedded in the reinforced concrete by a concrete cutter (this embodiment). In the form, the fixing reinforcing bar 51) can be cut at the same time for construction, and the labor and time required for the concrete removal work can be reduced.

Then, by fixing the stud 52 to the upper end 51a of the fixing reinforcing bar 51 remaining on the upper surface of the main girder upper flange by stud welding, the stud 52 is upward from the upper surface 11c of the main girder upper flange 11b via the fixing reinforcing bar 51. Can be projected toward. Since the stud 52 is embedded in the mortar 47 to be filled, the main girder 11 and the steel slab 30 can reliably transmit the shearing force in the bridge axial direction Z.

In this case, since it is not necessary to remove all of the concrete floor slab remaining portion 21 remaining on the main girder 11 and the upper surface of the upper flange of the main girder in order to fix the stud 52, the concrete normally used for the removal work. There is no need to use breakers, grinders, chippers, etc., and noise, vibration, and dust generation can be significantly reduced.
Further, in this case, since the upper end 51a of the fixing reinforcing bar 51 can be provided on the upper surface of the concrete floor slab remaining portion 21 in a state of being exposed, the upper end of the fixing reinforcing bar 51 embedded in the concrete floor slab remaining portion 21 can be provided. The cutting work that exposes the 51a becomes unnecessary, and the labor and time required for the concrete removal work can be further reduced.

Furthermore, in the present embodiment, the height of the steel slab 30 can be adjusted by turning the height adjusting bolt 40, so that the height of the steel slab 30 can be set at the target position, for example, the reinforced concrete floor before replacement. It can be equal to the height of the plate 14. That is, the planned road surface height can be adjusted at the site.

Further, a temporary fixing plate 55 is bridged between the steel floor slab 30 and the reinforced concrete floor slab 14 adjacent to the steel floor slab 30, and a temporary pavement portion 56 is provided on the upper surface side of the temporary fixing plate 55. Since it is constructed almost flush with the pavement portion 34 of the slab 30 and the pavement portion 15 on the existing reinforced concrete slab 14, the steel floor has been updated (replaced) with the pavement portion 15 of the existing reinforced concrete slab 14. The pavement portion 34 of the plate 30 can be made continuous. Therefore, it is possible to temporarily drive the vehicle by canceling the lane regulation that was performed when replacing the floor slab.

As described above, in the floor slab structure and the floor slab replacement method according to the present embodiment, the work time required for replacing the floor slab from the reinforced concrete floor slab 14 to the steel floor slab 30 can be shortened, and the main girder 11 and steel can be shortened. Shear force can be reliably transmitted to and from the floor slab 30 in the bridge axial direction Z.

Next, another embodiment of the floor slab structure and the floor slab replacement method of the present invention will be described with reference to the accompanying drawings, but the same members and parts as those in the above-described first embodiment are designated by the same reference numerals. The description will be omitted, and a configuration different from that of the first embodiment will be described.

(Second Embodiment)
As shown in FIGS. 30 and 31, in the floor slab structure according to the second embodiment, the main girder 11 is mainly connected via the concrete floor slab remaining portion 21 (concrete portion) by bolting the connecting member 50A (slip prevention member). It has a structure fixed to the girder flange 11b. Also in this embodiment, the concrete floor slab remaining portion 21 is left so as to overlap the upper surface 11c of the main girder upper flange 11b with a predetermined thickness as in the first embodiment.
A plurality of through holes 11d and 21c penetrating in the thickness direction are formed in the main girder upper flange 11b and the concrete floor slab remaining portion 21 of the main girder 11, respectively. The through holes 11d and 21c are provided coaxially, are provided on both sides of the main girder upper flange 11b with the center in the width direction interposed therebetween, and a plurality of through holes 11d and 21c are arranged along the bridge axis direction Z.

The connecting member 50A is a vertical plate 53 that is vertically hung downward from the lower surface 31c of the deck plate 31 of the steel deck 30 and extends in the bridge axial direction Z, and a substantially horizontal direction from the lower end 53a of the vertical plate 53 to both sides in the bridge width direction X. It has a horizontal plate 54 overhanging the surface. The connecting member 50A is formed in a T-shape that is upside down when viewed from the bridge axis direction Z.
The vertical plate 53 is provided at a position coaxial with the main girder web 11a of the main girder 11 at the installation position where the main girder horizontal and vertical ribs 32A and 32A of the steel deck 30 are placed so as to cover the main girder 11. The horizontal plate 54 is fixed to the main girder upper flange 11b by bolting using bolts 54A and nuts 54B via through holes 11d and 21c in a state where the lower surface 54a is in contact with the upper surface 21a of the concrete floor slab remaining portion 21. Has been done.

Then, concrete is removed so that the vertical plate 53 and the horizontal plate 54 of the connecting member 50A are integrally embedded between the pair of main girder horizontal vertical ribs 32A and 32A on the upper surface 11c side of the main girder upper flange 11b. Region 2A is filled with mortar 47 (amorphous material). The vertical plate 53 may be partially formed with an opening. By forming the opening in the vertical plate 53 in this way, the mortar 47 to be filled in the concrete removal region 2A can be circulated on both sides of the vertical plate 53, and the filling work can be efficiently performed.

In the second embodiment, the horizontal plate 54 of the connecting member 50A provided on the lower surface 31c of the deck plate 31 of the steel floor slab 30 is brought into contact with the upper surface 21a of the slightly remaining portion of the concrete floor slab remaining portion 21 to make a through hole. The connecting member 50A can be provided by a simple operation of fixing by bolting through 11d and 21c.
Then, in the second embodiment, since the vertical plate 53 projecting upward from the concrete floor slab remaining portion 21 is embedded in the mortar 47, the strength of the concrete floor slab remaining portion 21 is lowered due to a long-term load or the like. Even if it does, a stable structure can be maintained without causing harmful deformation.

(Third Embodiment)
As shown in FIGS. 32 and 33, in the floor slab structure according to the third embodiment, the horizontal rib 330 provided on the steel floor slab 30 is provided on the main girder upper flange 11b, the deck plate 31 of the steel floor slab 30, and a pair of mains. It is a structure that is arranged in a joint region surrounded by the girder horizontal and vertical ribs 32A and 32A to function as a slip prevention member.

The lateral rib 330 according to the third embodiment connects the upper ends of the lateral lateral ribs 330A and 330B arranged on both sides of the main girder web 11a of the main girder 11 and extends in the bridge width direction X. It has a rib 331 (slip prevention member). That is, the lateral ribs 330 are integrally provided with a pair of lateral lateral ribs 330A and 330B and the passing lateral ribs 331, and are formed in a U-shape that opens downward when viewed from the front. The through lateral ribs 331 are arranged on the lower surface side of the deck plate 31 in the bridge width direction X.
The horizontal ribs 330 are continuously provided so as to penetrate the pair of main girder horizontal and vertical ribs 32A and 32A in the bridge width direction X. In the through horizontal rib 331, a portion interposed between the pair of main girder horizontal and vertical ribs 32A and 32A serves as a slip prevention member.

In the third embodiment, the through horizontal ribs 331 of the horizontal ribs 330 in the steel deck 30 are provided so as to be interposed in the joint region between the pair of main girder horizontal and vertical ribs 32A and 32A. A through horizontal rib 331 located between the pair of main girder horizontal and vertical ribs 32A and 32A can be provided as a slip prevention member. Then, since the pair of main girder horizontal and vertical ribs 32A and the through horizontal ribs 331 between 32A are embedded in the mortar 47 to be filled, the shearing force in the bridge axial direction Z from the main girder 11 toward the steel deck 30 is ensured. Can be communicated to.
Further, in the present embodiment, since the through lateral rib 331 is fixed by the mortar 47, there is no possibility of buckling even if there is no stiffener.
Further, in the present embodiment, since the through horizontal ribs 331 are continuous between the horizontal ribs on the left and right of the main girder 11, the stress generated by the horizontal girder and the deck plate 31 can be reduced.

Further, in the present embodiment, the through lateral ribs 331 are continuously integrated with the pair of lateral lateral ribs 330A and 330B, and the shearing force borne by the through lateral ribs 331 can be dispersed over the entire lateral ribs 330. Therefore, the height dimensions of the lateral lateral ribs 330A and 330B can be kept small.

Although the embodiment of the floor slab structure and the floor slab replacement method according to the present invention has been described above, the present invention is not limited to the above embodiment and can be appropriately changed without departing from the spirit of the present invention.

For example, in the first embodiment, the displacement prevention member 50 has a structure in which the stud 52 is fixed to the upper end 51a of the fixing reinforcing bar 51 remaining in the concrete floor slab remaining portion 21, but other members may be adopted for each. It is possible. For example, instead of the stud 52, a long bolt may be fixed to the upper end 51a of the fixing reinforcing bar 51 with the head side facing up.

Further, it is not limited to the slip prevention member 50 using the fixing reinforcing bar 51 (first projecting portion) left in the concrete floor slab remaining portion 21.
For example, a through hole that penetrates the main girder upper flange 11b in the thickness direction is provided, and a bar material that is inserted through the through hole and fixed by a nut from the lower surface side of the main girder upper flange 11b is used as a slip stopper. There may be. In this case, a through hole is provided in the main girder upper flange 11b together with the concrete floor slab remaining portion 21 on the upper surface side, and the bar material is inserted through the through hole and fixed with a nut. Can be provided as a slip prevention member. Then, since the bar material protruding above the concrete slab remaining portion 21 is embedded in the mortar 47 (amorphous material), the main girder 11 and the steel slab 30 ensure a shearing force in the bridge axial direction Z. Can be communicated.

Further, as the slip prevention member, for example, the configuration of the modified example shown in FIG. 34 can be adopted. In the modified example, the stud in which the base end portion 50b is directly welded to the upper surface 11c of the main girder upper flange 11b of the main girder 11 with the fixing portion 50a facing upward is used as the slip prevention member 50B. The slip prevention member 50B can be appropriately arranged at a position that does not interfere with the fixing reinforcing bar 51 left in the concrete floor slab remaining portion 21. In this case, only the concrete on the upper surface 11c of the main girder upper flange 11b where the fixing reinforcing bar 51 is not arranged (the part where the slip prevention member 50B is welded) is removed, and the upper surface of the main girder upper flange 11b is used with a grinder or the like. It is constructed by welding the slip prevention member 50B after exposing 11c. Therefore, the concrete removal area is only the portion where the slip prevention member 50B is welded, and the amount of concrete removed can be reduced, and the work time required for replacing the slab from the reinforced concrete slab 14 to the steel slab 30 can be shortened. Can be planned.

In addition, it is possible to replace the components in the above-described embodiment with well-known components as appropriate without departing from the spirit of the present invention.

2A Concrete removal area 10 Bridge (Bridge structure)
11 Main girder 11a Main girder web 11b Main girder upper flange 11c Top surface 11d Through hole 14 Reinforced concrete floor slab 15 Pavement part 16 Horizontal rib mounting member 18 High-strength bolt 20 Removal part 21 Concrete floor slab remaining part (concrete part)
21a Top surface 21c Through hole 22 Overlaid concrete 30 Steel deck plate 31 Deck plate 32 Vertical rib 32A Main girder Horizontal vertical rib 33 (33A, 33B) Horizontal rib 34 Pavement 40 Height adjustment bolt 41 Screw hole 47 Mortar (irregular material)
50, 50B Anti-slip member 50A Connection member (Anti-slip member)
50a Fixing part 50b Base end part 51 Fixing reinforcing bar (first protruding part)
51a Upper end 52 studs (second protruding part)
52a Fixing part 53 Vertical plate 54 Horizontal plate 330 Horizontal rib 331 Through horizontal rib (slip prevention member)

In order to achieve the above object, the floor slab structure according to the present invention is a floor slab structure supported by a main girder of a bridge, and includes a slip stopper member protruding from the upper surface of the main girder upper flange of the main girder and the above. The steel slab is provided above and laterally above and laterally above the main girder upper flange so as to cover the slip stopper, and the steel slab is arranged above the main girder upper flange. The deck plate has a main girder horizontal and vertical ribs arranged in the bridge axis direction on the lower surface side of the deck plate, and the main girder upper flanges of the main girder are arranged adjacent to each other in the bridge width direction. A concrete portion is provided between the pair of horizontal and vertical ribs of the main girder, and the concrete portion of the reinforced concrete floor slab is partially left on the upper surface of the upper flange of the main girder so as to overlap with each other to a predetermined thickness. A slip stopper is provided on the inner surfaces of the pair of the main girder horizontal and vertical ribs facing each other, and the slip stopper member is provided between the pair of main girder horizontal and vertical ribs on the upper surface side of the main girder upper flange. It is characterized in that it is filled with an amorphous material that integrally embeds.

Further, the floor slab replacement method according to the present invention is a floor slab replacement method for replacing a part of an existing reinforced concrete floor slab supported by a main girder of a bridge with a steel floor slab, and is the reinforced concrete floor slab. To provide a concrete portion where the concrete of the reinforced concrete floor slab is partially left so as to overlap the upper surface of the upper flange of the main girder with a predetermined thickness, and to protrude from the upper surface of the upper flange of the main girder. A step of providing a stopper member, a step of arranging the steel deck slab so as to cover the slip stopper member at intervals above and to the side of the main girder upper flange, and a pair arranged in the bridge axis direction. a step of projecting a stopper displaced in mutually opposing inner surfaces of the main beam horizontal longitudinal ribs, the upper surface side of the main beam on the flange, filling the amorphous material between the adjacent pair of said Shuketayokotate rib It is characterized by having a process.

Claims (6)

It is a floor slab structure supported by the main girder of the bridge.
A slip-preventing member protruding from the upper surface of the main girder upper flange of the main girder,
A steel deck slab arranged above and to the side of the upper flange of the main girder so as to cover the slip stopper.
With
The steel deck has a deck plate arranged above the upper flange of the main girder and horizontal and vertical ribs of the main girder arranged in the bridge axis direction on the lower surface side of the deck plate.
The main girder upper flange of the main girder is arranged between a pair of the main girder horizontal and vertical ribs arranged adjacent to each other in the bridge width direction.
A concrete portion is provided on the upper surface of the upper flange of the main girder so as to overlap with a predetermined thickness.
A floor slab structure characterized in that, on the upper surface side of the main girder upper flange, an amorphous material for integrally embedding the slip prevention member is filled between the pair of main girder horizontal and vertical ribs. The slip prevention member has a first projecting portion integrally fixed to the upper surface of the main girder upper flange, and a second projecting portion installed at the upper end of the first projecting portion.
The floor slab structure according to claim 1, wherein the first protruding portion is embedded in the concrete portion, and the upper end of the first protruding portion is flush with the upper surface of the concrete portion. .. A through hole is provided to penetrate the upper flange of the main girder in the thickness direction.
The floor slab structure according to claim 1, wherein the slip-preventing member is a bar member inserted into the through hole and fixed by a nut from the lower surface side of the main girder upper flange. Any of claims 1 to 3, wherein a height adjusting bolt capable of adjusting the height of the steel deck is screwed onto the steel deck so as to be in contact with the flange on the main girder. The floor slab structure according to item 1. Through holes are provided to penetrate the upper flange of the main girder and the concrete portion in the thickness direction.
The slip-preventing member includes a vertical plate that is vertically hung downward from the lower surface of the deck plate of the steel deck plate and extends in the bridge axis direction, and a horizontal plate that projects from the lower end of the vertical plate in the bridge width direction. ,
The floor slab structure according to claim 1, wherein the horizontal plate is fixed to the main girder upper flange by bolting through the through hole in a state of being in contact with the upper surface of the concrete portion. .. It is a floor slab replacement method that replaces a part of the existing reinforced concrete slab that is supported and laid by the main girder of the bridge with a steel slab.
The process of removing the reinforced concrete floor slab and
The process of providing a slip stopper so that it protrudes from the upper surface of the upper flange of the main girder,
A step of arranging the steel deck slab so as to cover the slip-preventing member at intervals above and to the side of the main girder upper flange.
A step of filling an amorphous material between a pair of main girder horizontal and vertical ribs arranged in the bridge axis direction on the upper surface side of the main girder upper flange.
A floor slab replacement method characterized by having.

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