TW202041749A - Structure for bridges and method for replacing floor slab - Google Patents

Abstract

The structure for bridges includes a remaining reinforced concrete (21) which is left behind except for a portion of the reinforced concrete floor slab (14) provided on the upper surface side of a main girder upper flange (11b), a removal portion (20) formed by removing the portion other than the portion provided on the upper surface side of the main girder upper flange (11b), and a steel floor slab (30) arranged to cover the remaining reinforced concrete (21) in the removal portion (20). The steel floor slab (30) has transverse ribs (33). The end of the transverse rib (33) is rigidly connected to the nearest main girder web (11a). The main girder (11) and the steel floor slab (30) are connected by a shear force transmission member (50).

Description

Bridge structure and floor replacement method

Invention field The invention relates to a bridge structure and a floor replacement method. This application claims priority based on Japanese Patent Application No. 2019-087851, which was filed in Japan on May 7, 2019, and its content is cited here.

Background of the invention In bridges used on highways, etc., it may be necessary to replace the floor of the aging road. In the past, when replacing the RC floor (reinforced concrete floor) of the bridge with a new floor, the existing reinforced concrete floor was first removed. Next, after the upper flange of the main girder of the main girder is completely smoothed, the bolts are reinstalled. In the case of replacing the RC floor with the steel floor, bolt holes are opened in the upper flange of the main girder of the main girder.

However, in the conventional construction method, there are the following problems. (1) It takes labor and time to remove the reinforced concrete floor with screw piles. (2) When removing the concrete between the screw piles, there may be noise, vibration, and dust problems. (3) After the reinforced concrete is completely removed, especially in the case of synthetic flooring, there is a possibility of buckling on the upper flange of the main beam. (4) After the reinforced concrete floor is removed, the static load of the bridge becomes less than half, so the deflection of the beam will be reduced, and various dimensional adjustments are required to maintain the same height as the original route plan. (5) After installing the new floor according to the current standard, the weight will increase more than the original structure. Therefore, beams or piers need to be reinforced, and piles need to be reinforced depending on the situation (not only the thickness, but also the width must be expanded).

As an example of a bridge floor replacement method for solving such a problem, a method described in Patent Document 1, for example, is currently known. In the floor replacement method described in Patent Document 1, in order to replace the reinforced concrete floor laid by the main girder of the bridge with a steel floor, the steel floor bridge is installed at the position where the reinforced concrete floor has been removed. A floor replacement method, wherein the main beams are provided with appropriate intervals under the reinforced concrete floor to install floor support brackets, and other parts except for the reinforced concrete floor located on the upper flange of the main beam are removed , And the remaining part is provided on the upper flange part of the main beam, instead of the previously removed reinforced concrete floor, the cross rib of the steel floor with the cross rib arranged to avoid the aforementioned remaining part is replaced, and the cross rib The rib is placed on the aforementioned floor support bracket for installation. Prior art literature

Patent literature Patent Document 1: Japanese Patent Laid-Open No. 2016-194215

Summary of the invention Problems to be solved by the invention However, in the floor replacement method described in the aforementioned Patent Document 1, since the floor support bracket is attached to the web of the main beam by welding or the like, the installation of the floor support bracket requires labor, and because it is borrowed The cross rib of the steel floor is installed on the floor support bracket by welding or the like, so the installation of the cross rib also requires labor. In addition, although the transverse ribs of the steel floor are placed on the floor support bracket and attached to the floor support bracket, the floor support bracket is basically installed as a cantilever beam to the main beam. Therefore, the floor support bracket that supports the weight of the steel floor must have greater strength. In addition, because the transverse ribs are difficult to design as continuous beams, there are also doubts that a larger cross-section is necessary. In addition, since it is mounted on the main beam only through the floor support bracket, it is difficult to transmit the shear force in the bridge axis direction between the main beam and the steel floor. Therefore, it is difficult to become a bridge with a composite structure of steel floor and main girder, and there are doubts about insufficient strength as a bridge. In addition, since the horizontal ribs are placed on the brackets, when the concrete floor is removed, the deflection of the bridge is reduced and the installation height of the horizontal ribs is increased, there is a concern that it is impossible to adjust the position of the horizontal ribs downward.

The present invention is made in view of the above circumstances, and its purpose is to provide a bridge structure and a floor replacement method, which can easily and firmly bond the transverse ribs of the steel floor to the main girder web, and can ensure the rigidity and the bridge Strength, in addition, by reliably transmitting the shear force between the main beam and the steel floor in the direction of the bridge axis, the beam and the floor can be synthesized, and the position of the cross rib during construction can be easily adjusted. . Means to solve the problem

In order to achieve the foregoing objectives, the bridge structure of the present invention is a bridge structure constructed by replacing a part of the reinforced concrete floor laid by the main girder of the bridge with a steel floor, and is characterized by: Residual reinforced concrete is formed by removing parts other than the upper surface side of the upper flange of the main beam of the main beam in the aforementioned reinforced concrete floor; and In the steel floor, the removed portion is arranged to cover the remaining reinforced concrete, and the removed portion is formed by removing the upper surface side of the main beam upper flange of the main beam in the reinforced concrete floor, and The steel floor has transverse ribs, and the transverse ribs are arranged in the bridge width direction on the lower surface side of the deck plate body, At least a part of one end surface or both end surfaces in the bridge width direction of the transverse rib is opposed to the web surface of the main girder web of the closest main girder, The aforementioned transverse rib is at the end of the transverse rib in the bridge width direction, rigidly coupled to the aforementioned main girder web closest to the end, The main beam and the steel floor are combined by a shear force transmitting member that transmits shear force in the direction of the bridge axis.

In addition, the method for replacing the floor of the bridge of the present invention is a method for replacing a part of the reinforced concrete floor laid by the main beam of the bridge with a steel floor. The method is characterized in that: The steel floor has a transverse rib, the transverse rib is arranged in the bridge width direction on the lower surface side of the deck plate body, and at least a part of one or both ends of the transverse rib in the bridge width direction is the closest main beam The webs of the main beam webs face each other, The aforementioned bridge floor replacement methods include: Reinforced concrete floor removal process, in the reinforced concrete floor, remove the part provided on the upper surface side of the upper flange of the main beam of the main beam, thereby providing a removal part, and leaving the remaining reinforced concrete in the aforementioned The upper surface side of the upper flange of the main beam; The steel floor arranging process, arranging the steel floor in the aforementioned removal part to cover the aforementioned residual reinforced concrete; The cross-rib rigid coupling step involves rigidly coupling the aforementioned cross-rib at the end of the cross-rib to the web of the main beam closest to the end; and The steel floor joining process combines the main beam and the steel floor by a shear force transmitting member that transmits shear force in the direction of the bridge axis.

In the present invention, because the steel floor has a type that is arranged in the width direction of the bridge on the lower surface side of the deck plate body, and at least a part of one end surface or both end surfaces in the width direction of the bridge is the main girder web of the closest main girder The web face of the plate faces the transverse ribs, and the aforementioned transverse ribs are at the ends of the transverse ribs in the bridge width direction, rigidly coupled to the aforementioned main girder webs closest to the end, that is, due to Differently, the ends of the cross ribs of the steel floor are rigidly coupled directly to the main beam web without passing through the floor support bracket, so it becomes possible to design the steel floor with a reasonable cross-rib section. As a result, it becomes possible to reduce the structural weight in comparison with the case of using the conventional floor support bracket. In addition, since the main beam and the aforementioned steel floor are combined by a shear force transmitting member that transmits shear in the direction of the bridge axis, it is possible to reliably transmit the shear force between the main beam and the steel floor in the direction of the bridge axis, and It can be reliably made into a structure where the steel floor and the main beam have been synthesized.

In the structure of the bridge of the present invention, the covering concrete on the upper part of the remaining reinforced concrete may have been removed. Furthermore, in the floor replacement method of the present invention, in the above-mentioned reinforced concrete floor removal step, the covering concrete on the upper part of the remaining reinforced concrete may be removed.

According to such a bridge structure and floor replacement method, since only the covering concrete on the upper part of the remaining reinforced concrete can be removed, there is no need to remove the concrete between the bolt piles erected on the flange of the main beam. The removal of the concrete between the screw piles requires a lot of labor, so by leaving the concrete, the labor of the removal operation can be greatly reduced. In addition, the purpose of removing the covering concrete on the upper part is to ensure a space for adjusting the height of the road surface and to facilitate the removal of the asphalt part existing on the steel floor.

In addition, in the structure of the bridge of the present invention, the steel floor may be screwed with a height adjustment bolt capable of adjusting the height of the steel floor, and the screw can abut the residual reinforced concrete. In addition, in the floor replacement method of the present invention, the steel floor may be screwed with a height adjustment bolt that can adjust the height of the steel floor, and the screw can abut the residual concrete, and the steel floor After the installation process, the height of the steel floor is adjusted by turning the height adjustment bolt.

According to the bridge structure and floor replacement method like this, since the height of the steel floor can be adjusted by turning the height adjustment bolt, the height of the steel floor can be set to the target position, such as replacing the height of the previous reinforced concrete floor equal. That is, the height of the road plan can be adjusted on site.

Furthermore, in the structure of the bridge of the present invention, an irregular material may be filled between the steel floor, the upper flange of the main beam, and the remaining reinforced concrete. In addition, in the floor replacement method of the present invention, after the steel floor arranging step, irregular materials may be filled between the steel floor and the upper flange of the main beam and the remaining reinforced concrete. In addition, as long as the filling of the irregular material is after the steel floor installation process, it may be performed before the steel floor bonding process or may be performed afterwards.

According to such a bridge structure and floor replacement method, irregular materials are filled between the steel floor and the upper flange of the main girder and the remaining reinforced concrete. Therefore, it is possible to prevent the remaining reinforced concrete steel bars from being exposed between the foregoing. Corrosion of the lower surface of the steel floor and the upper surface of the flange of the main beam. In addition, there is no need to require greater strength for this irregular material. Since the residual reinforced concrete part was originally poured in an era when there was no sufficient construction technology, it was also shared for a long period of time. Therefore, it is difficult to ensure sufficient strength for a reliable design. Regular materials require greater strength.

In addition, in the structure of the bridge of the present invention, the steel floor provided in the removal part may have a pre-built paving part, and the steel floor may be adjacent to the steel floor and not replaced by the steel floor. A temporary fixing board is erected between the reinforced concrete floors, and on the upper surface side of the temporary fixing board, the temporary paving part is constructed to be almost flush with the paving part and the paving part on the reinforced concrete floor. In addition, in the floor replacement method of the present invention, the steel floor provided in the removal part may have a pre-built paving part, and after the steel floor installation process, the steel floor and the adjacent steel floor A temporary fixing board is erected between the reinforced concrete floors, and on the upper surface side of the temporary fixing board, the temporary paving part is constructed to be almost flush with the paving part and the paving part on the reinforced concrete floor.

According to the bridge structure and floor replacement method like this, the temporary pavement is constructed on the upper surface side of the temporary fixing plate so as to be almost aligned with the steel floor paving and the originally installed reinforced concrete floor. It is flat, so the paving part of the originally installed reinforced concrete floor can be continuous with the paving part of the updated (replaced) steel floor. Therefore, it is possible to cancel the lane control performed at the time of floor replacement, and temporarily make the vehicle travel.

Furthermore, in the structure of the bridge of the present invention, a transverse rib mounting member may be bolted to the main girder web, and the end of the transverse rib may be bolted to the transverse rib mounting member. In addition, in the floor replacement method of the present invention, the transverse rib mounting member may be bolted to the main beam web first, and after the steel floor arranging step, the transverse rib is bolted to the transverse rib mounting member.

According to such a bridge structure and floor replacement method, since the end of the transverse rib is bolted to the transverse rib mounting member bolted to the main girder web, the end of the transverse rib can be easily and reliably made rigid Join to the web of the main beam closest to the end.

In addition, in the structure of the bridge of the present invention, the length of the main girder web between the main girder upper flange and the transverse rib attachment member in the vertical direction may be 224 mm or more. In addition, in the floor replacement method of the present invention, the upper and lower length of the main beam web between the upper flange of the main beam and the transverse rib mounting member may be 224 mm or more.

According to the structure of the bridge and the floor replacement method like this, the stress range of the part of the main girder web joined to the upper flange of the main girder can be reduced to improve the fatigue resistance of the main girder.

In addition, in the structure of the bridge of the present invention, the end of the transverse rib mounting member and the transverse rib may be sandwiched by a splice plate and fastened by high-strength bolts. In this way, high-strength bolt friction joint is performed, and the joint surface of the joint plate body around the bolt hole through which the high-strength bolt can be inserted is subjected to friction surface treatment by metal spraying. In addition, in the floor replacement method of the present invention, when the transverse rib bolt is coupled to the transverse rib mounting member, the end of the transverse rib mounting member and the transverse rib can be sandwiched by joining the plate body, and Fastened by high-strength bolts to perform frictional joining of high-strength bolts. The joint surface of the joint plate body around the bolt holes through which the high-strength bolts can be inserted is previously applied with friction through metal spraying面处理。 Surface treatment.

According to the bridge structure and floor replacement method like this, the friction surface treatment by metal spraying is applied to the joint surface around the bolt hole of the joint plate, thereby ensuring the high-strength bolt friction joint. Coefficient of friction, and minimize the number of high-strength bolts.

In addition, in the structure of the bridge of the present invention, a plurality of the aforementioned transverse rib attachment members may be provided. In addition, in the floor replacement method of the present invention, a plurality of the transverse rib mounting members may be bolted to the main beam web, and after the steel floor arranging step, the transverse ribs may be bolted to the plurality of Cross-rib mounting member.

According to the structure of the bridge and the floor replacement method, the plurality of transverse rib mounting members can be configured to form a predetermined bending strength and shear strength as a whole, so the mass of each of the plurality of transverse rib mounting members can be reduced. Thereby, the operator can easily carry each cross-rib mounting member by manpower.

Furthermore, in the structure of the bridge of the present invention, as the transverse rib mounting member, it may be provided with: a first transverse rib mounting member; and a second transverse rib mounting member arranged below the first transverse rib mounting member, and The structure of the bridge may include: a first joint plate body that joins the transverse ribs and the first transverse rib mounting member to each other; and a second joint plate body that joins the transverse ribs, the first transverse rib mounting member, and The aforementioned second transverse rib attachment members are joined to each other. In addition, in the floor replacement method of the present invention, the first transverse rib mounting member, which is the transverse rib mounting member, and the second transverse rib mounting member arranged below the first transverse rib mounting member may be bolted to In the main beam web, in the transverse rib rigidity joining step, the transverse rib and the first transverse rib mounting member are joined to each other by the first joining plate body, and the transverse rib is joined by the second joining plate body , The first transverse rib attachment member and the second transverse rib attachment member are joined to each other.

According to such a bridge structure and floor replacement method, the second joint plate body joins not only the second cross-rib mounting member but also the first cross-rib mounting member. Therefore, it is possible to avoid stress concentration on the first cross-rib. The part between the joint plate body and the second joint plate body.

Furthermore, in the structure of the bridge of the present invention, as the transverse rib mounting member, it may be provided with: a first transverse rib mounting member; and a second transverse rib mounting member arranged below the first transverse rib mounting member, and The structure of the bridge may include: a first joint plate body that joins the transverse rib, the first transverse rib attachment member, and the second transverse rib attachment member to each other; and a second joint plate body that joins the transverse rib and The aforementioned second transverse rib attachment members are joined to each other. In addition, in the floor replacement method of the present invention, the first transverse rib mounting member, which is the transverse rib mounting member, and the second transverse rib mounting member arranged below the first transverse rib mounting member may be bolted to In the main beam web, in the cross-rib rigid coupling step, the cross-rib, the first cross-rib mounting member, and the second cross-rib mounting member are joined to each other by the first joining plate body, and the 2 Join the plate body, and join the transverse rib and the second transverse rib attachment member to each other.

According to such a bridge structure and floor replacement method, the first joint plate is used to join not only the first transverse rib mounting member but also the second transverse rib mounting member. Therefore, it is possible to avoid stress concentration in the transverse ribs located at the first The part between the joint plate body and the second joint plate body.

Moreover, in the structure of the bridge of the present invention, the shear force transmission member may include: a first piece fixed to the main girder web by a first fixing member; and a second piece fixed by a second fixing member In the rib, the second fixing member is arranged at the same position in the vertical direction as the first fixing member, the rib is joined to the lower surface of the deck plate; and the connecting piece is connected to the first piece and the first piece, respectively 2 tablets. In addition, in the floor replacement method of the present invention, in the steel floor joining step, the first piece of the shear force transmission member may be fixed to the main beam web by the first fixing member, and the second The fixing member fixes the second piece of the shear force transmission member to the rib, the second fixing member is arranged at the same position in the vertical direction as the first fixing member, and the rib is attached to the lower surface of the deck plate body, The connecting pieces of the shear force transmission member are respectively connected to the first piece and the second piece.

According to such a bridge structure and floor replacement method, the first piece is fixed to the main girder web by the first fixing member and the second piece is fixed to the rib position by the second fixing member in the vertical direction Therefore, it is possible to suppress the generation of moment around the axis along the horizontal plane on the shear force transmission member. Therefore, the need for the shear force transmission member to bear the moment is reduced, and the weight of the shear force transmission member can be reduced. In addition, in the structure of the bridge of the present invention, the steel floor may be provided with longitudinal ribs, and the longitudinal ribs may be formed in a flat plate shape and extend in a direction crossing the transverse ribs, and are arranged below the deck plate body. Joined to the deck plate body, the longitudinal rib is inserted into a notch formed at the upper end of the web of the transverse rib, and is provided with a connecting portion, and the connecting portion is respectively joined to the end of the notch of the transverse rib and The aforementioned longitudinal ribs seal the aforementioned gap. In addition, in the floor replacement method of the present invention, the steel floor may be provided with longitudinal ribs, and the longitudinal ribs may be formed in a flat plate shape and extend in a direction crossing the transverse ribs, and are arranged below the deck plate body. Joined to the deck plate body, the longitudinal rib is inserted into a notch formed at the upper end of the web of the transverse rib, and is provided with a connecting portion, and the connecting portion is respectively joined to the end of the notch of the transverse rib and The aforementioned longitudinal ribs seal the aforementioned gap. According to such a bridge structure and floor replacement method, since there is no notch of the transverse rib at the intersection of the longitudinal rib and the transverse rib, the stress becomes difficult to concentrate. Therefore, it is possible to suppress the occurrence of cracks from the transverse ribs or the longitudinal ribs. Accordingly, the durability of the steel floor can be improved, and the durability as a bridge can be improved. Invention effect

According to the present invention, the transverse rib of the steel floor can be easily and firmly joined to the web of the main girder, and the rigidity as a bridge can be ensured. In addition, it is possible to reliably transmit between the main girder and the steel floor in the direction of the bridge axis. Shear force.

The form used to implement the invention Hereinafter, referring to the drawings, embodiments of the bridge structure and floor replacement method of the present invention will be described. (First Embodiment) In addition, in this embodiment, for the case of replacing a part of the reinforced concrete floor supported by the main beam of the bridge with a steel floor, the replacement construction procedure will be described in order.

In the first embodiment, the distance between adjacent main beams in the bridge width direction is about 3 m, and a part of the reinforced concrete floor is cut in the bridge width direction and replaced with a newly installed steel floor. The description will also be made with reference to the operation flowchart shown in FIG. 1. Figures 2A and 2B are diagrams showing the bridge before the floor replacement (however, only one-sided lanes are shown (the thing shown in the figure is two lanes on one side)), and Figure 2A is a perspective view from diagonally above , Figure 2B is a perspective view from diagonally below. As shown in FIG. 2A and FIG. 2B, the bridge (the structure of the bridge) 10 includes a main beam 11, a cross beam 12, a sway bracing structure 13, and a reinforced concrete floor 14. The main beam 11 is formed of H-shaped steel or I-shaped steel, and extends in the direction of the bridge axis (the Z direction in FIG. 2A). In addition, in the case shown in the figure, a total of six main beams are installed in two lanes, and only three main beams of one lane are shown. These main beams 11 are arranged at predetermined intervals in the bridge width direction (the horizontal direction orthogonal to the bridge axis direction (the so-called bridge axis orthogonal direction. The X direction in FIG. 2A)). The main beam 11 has a main beam web 11a, a main beam upper flange 11b, and a main beam lower flange 11c. In addition, the main beam 11 is erected between abutments or piers not shown.

The beam 12 is formed by H-shaped steel or I-shaped steel, and extends in the width direction of the bridge, and is erected between adjacent main beams 11 and 11. The ends of the beam 12 are fixed by welding or bolts. Combined to the main beam web 11a. In addition, although a plurality of beams 12 are arranged at predetermined intervals in the direction of the bridge axis, since FIG. 2B shows a part of the bridge 10, there are provided coaxially extending in the direction orthogonal to the bridge axis. 2 beams 12.

The anti-sway brace 13 is a member for resisting lateral loads such as wind or earthquake, and is a truss structure formed of upper chord, lower chord, longitudinal, and diagonal members. The anti-roll bracing structure is erected between adjacent main beams 11 and 11, and is coupled to the main beam 11 by a gusset or the like. In addition, although the anti-roll bracing structure 13 is arranged in plural at predetermined intervals in the direction of the bridge axis, since FIG. 2B shows a part of the bridge 10, it is arranged coaxially in the direction orthogonal to the bridge axis. Two anti-sway bracing structures 13 extending in the same manner, the anti-sway bracing structures 13 are separated in the direction of the bridge axis and are arranged at a position sandwiching the beam 12.

The reinforced concrete floor 14 is internally reinforced with steel bars longitudinally and horizontally. On the lower surface of the reinforced concrete floor 14, protruding ribs (shoulder portions) 14a protruding from the lower surface extend in the direction of the bridge axis. In this embodiment In the form, three ridges 14a are formed at predetermined intervals in the bridge width direction. The three ridges 14a are located directly above the three main beams 11, and are fixed to the upper flange 11b of the main beam. On the upper surface of the upper flange 11b of the main beam, a plurality of screw piles (not shown) are erected at predetermined intervals in the bridge width direction and the bridge axis direction, respectively, and these screw piles are connected to the concrete of the reinforced concrete floor 14. In addition, the reinforced concrete floor 14 has side beams 14b provided at both ends in the bridge width direction, and guardrails 14c are provided at the end of one side. In addition, on the upper surface of the reinforced concrete floor 14, a pavement 15 formed of asphalt or the like is constructed between the side beams 14b and 14b.

In the case of replacing a part of the reinforced concrete floor 14 supported by the main beam 11 of the bridge 10 with such a structure with a newly installed steel floor, as a preparation process (step S1 in FIG. 1), the bridge A full-surface suspension scaffold not shown in the figure is installed under 10, and from then on, the whole-surface suspension scaffold is used to remove, improve, and process components that interfere when installing (replacement) the newly installed steel floor (partial grinding operation) . In addition, if a full-surface scaffold is set in advance for inspections, etc., the scaffold can be used to perform the same work. Next, as shown in FIG. 3, the cross rib mounting member 16 is bolted to the upper part of the main beam web 11a by high-strength bolts. In this case, work is performed on the lower surface side of the reinforced concrete floor 14 to bolt the cross rib mounting member 16 to the main beam web 11a (step S2 in FIG. 1). In addition, FIG. 3(b) is a cross-sectional view of the main beam 11 on the right side in FIG. 3(a) including the transverse rib mounting member 16. In addition, the right side referred to below means that the display surface facing this specification is the right side. The same is true for the left side. As shown in FIG. 4, the transverse rib mounting member 16 is formed into a T-shaped cross-section, and has: a rectangular plate-shaped fixed plate body 16a; and a rectangular plate-shaped connecting plate body 16b, where the fixed plate body 16a is centered in the width direction The portion protrudes from the plate surface of the fixed plate body 16a in a right-angle direction. The fixed plate body 16a and the connecting plate body 16b have the same length in the vertical direction. The protruding length of the connecting plate body 16b from the fixed plate body 16a is set to image so that the front end surface of the connecting plate body 16b can abut the steel floor described later. 30 of the length of the end face of the cross rib 33. This cross-rib mounting member 16 is a member for making the cross-rib 33 and the main beam web 11a continuous, and is attached to the main beam web 11a by tension bolt connection, and is connected to the cross rib of the steel floor 30 33 is connected by double shear friction joining. In addition, a plurality of bolt holes 16c are provided in the fixed plate body 16a, and a plurality of bolt holes 16d are provided in the connecting plate body 16b.

Such a cross-rib mounting member 16 is mounted by abutting the fixed plate body 16a with the web surface of the main beam web 11a located below the place where the newly installed steel floor is to be replaced and bolting. In this embodiment, since a part of the reinforced concrete floor 14 is replaced with a steel floor between the main beam 11 on the right and the main beam 11 in the center in Figure 3(a), as shown in Figure 5, On both web surfaces of the main girder web 11a of the main girder 11 on the right, with the central part in the thickness direction of the main girder web 11a as the boundary, the transverse rib mounting member 16 is installed substantially symmetrically, and the transverse rib is installed The member 16 is attached to the web surface of the main girder web 11a of the main girder 11 facing the right side of the main girder 11 at the center. In addition, in FIG. 5, the horizontal rib mounting member 16 on the right side is longer in the vertical direction than the horizontal rib mounting member 16 on the left side, and the lower end of the horizontal rib mounting member 16 on the right side is longer than the lower end of the horizontal rib mounting member 16 on the left side. More protruding downward. This is because the end of the transverse rib 33A on the side of the main beam web 11a described later has a longer length in the vertical direction than the end of the transverse rib 33B on the side of the main beam web 11a, and the length of the transverse rib 33A The lower end protrudes downward than the lower end of the transverse rib 33B (refer to FIG. 10(b)). Therefore, when the length of the end of the transverse rib 33A on the main beam web 11a side is equal to the length of the end of the transverse rib 33B on the main beam web 11a side, the right transverse rib The length of the mounting member 16 in the vertical direction and the length of the horizontal rib mounting member 16 on the left side in the vertical direction may be equal.

In addition, when joining the transverse rib mounting member 16 to the web surface of the main beam web 11a on the right side, the web surface is peeled off and then joined by general friction joining with high-strength bolts. . That is, as shown in FIG. 5, in the main beam web 11a, a bolt hole 11d is provided at a position corresponding to the aforementioned bolt hole 16c, and a high-strength bolt 18 is inserted into the bolt hole 11d and abuts on each The bolt holes 16c, 16c of the fixing plate body 16a of the transverse ribs of the two web surfaces of the web 11a of the main beam 11a, and the nut 18a is screwed to the high-strength bolt 18 and locked, thereby The transverse rib mounting member 16 is joined to the web surface of the main beam web 11a. At this time, in the fixed plate body 16a of the transverse rib mounting member 16, the bolt holes 16c are drilled in the factory in advance. On the other hand, in the main beam web 11a, it is combined before the joining operation. No bolt hole 11d is provided. The transverse rib mounting member 16 is temporarily set at an appropriate position, and its bolt hole 16c is used as a template, and an unillustrated mobile drilling machine or the like is used on site to drill the main beam web 11a. During the joining operation, although there is a possibility of positional deviation between each member and the position of the bolt hole must be adjusted, the relative position of the cross rib mounting member 16 and the bolt hole of the main beam web 11a can be performed in this way. adjust. In addition, the same applies when joining the transverse rib attachment member 16 to the web surface of the main beam web 11a at the center. In addition, on the web surface on the opposite side of the main beam web 11a at the center (on the side of the main beam 11 on the left), a reinforced concrete floor 14 supported by the main beam 11 at the center and the main beam 11 on the left is laid. When a part of the steel floor is replaced with a newly installed steel floor, the transverse rib installation member 16 is installed in the same way. In addition, after the transverse rib mounting member 16 has been installed on the main beam 11, as shown in FIG. 6, the upper traffic lane control is performed as needed (step S3 in FIG. 1). In the case of lane regulation, temporary guards 17 are erected at predetermined intervals in the direction of the bridge axis on the central portion in the width direction of the road surface (bridge width direction). Figure 6 is a diagram showing the one lane on the right side that has been controlled. The left side of the temporary guard 17 is the vehicle passage area, and the right side is the construction area.

Next, in the construction area, among a part of the reinforced concrete floor 14, within a predetermined width in the bridge axis direction (Z direction), the part provided on the upper surface side of the upper flange 11b of the main beam is removed, thereby A part of the reinforced concrete floor 14 is provided with a removal part 20, and in this removal part 20, the remaining reinforced concrete 21 is left on the upper surface side of the upper flange 11b of the main beam (reinforced concrete floor removal process).

That is, as shown in FIGS. 6 and 7, the predetermined position in the bridge axis direction of the reinforced concrete floor 14 between the main beam 11 located on the right side of the bridge width direction and the main beam 11 located at the center part is determined as described later The top view shape or size of the steel floor (in the case of this embodiment, the top view view is roughly rectangular) is cut and removed by a concrete cutter (step S4 in FIG. 1). At this time, by removing the part provided on the upper surface side of the upper flange 11 b of the main beam to form a space, the removal part 20 is provided at a predetermined location (a part) of the reinforced concrete floor 14. In this case, the remaining reinforced concrete 21 is placed on the entire upper surface of the main beam upper flange 11b of the main beam 11 on the right side, and the remaining reinforced concrete 21 is placed on the main beam of the main beam 11 at the center. The upper surface of the upper flange 11b is approximately half (half in the bridge width direction). Also, at this time, in the peripheral portion surrounding the removed portion 20 of the reinforced concrete floor 14, the portion of the reinforced concrete floor 14 adjacent to the removed portion 20 in the bridge width direction is convex on the main beam of the main beam 11. On the upper surface side of the edge 11b, a part of the pavement 15 is removed along the bridge axis direction, and the edge along the removed portion 20 is exposed. In addition, for the part of the reinforced concrete floor 14 located between the main beams 11 and 11 and adjacent to the removed portion 20 in the bridge axis direction, the pavement 15 is removed along the bridge width direction, so that the pavement 15 is removed along the removed portion 20 A pair of edges are exposed.

In this way, the length of the removed part 20 of the rectangle formed by cutting the predetermined part of the reinforced concrete floor 14 into a substantially rectangular shape in a plan view, in the bridge axis direction in a plan view, is set to be newer than the replacement The length of the steel floor in the direction of the bridge axis in the top view is slightly longer. In addition, when the predetermined part of the reinforced concrete floor 14 is cut into a substantially rectangular shape in a plan view, since it is cut including the side beam 14b and guardrail 14c on the right side, the outside (right side) in the bridge width direction of the removed part 20 is Open.

In addition, in such a reinforced concrete floor removal process, as shown in FIG. 8, the remaining reinforced concrete 21 on the main beam upper flange 11b of the right main beam 11 is removed by manual work such as hammer hitting. The upper covering concrete 22 and the upper pavement 15 are removed (step S5 in FIG. 1). In this case, although the covering concrete 22 on the upper side of the upper steel bars 21a of the remaining reinforced concrete 21 is removed, the screw piles (not shown) or the slabs erected on the upper surface of the upper flange 11b of the main beam Steel materials such as ground anchors (not shown) will remain.

Next, as shown in FIG. 9(a), the newly installed steel floor 30 is placed in the removal part 20 so as to cover the remaining reinforced concrete 21, and is temporarily placed (steel floor placement step). In this case, the remaining reinforced concrete 21 is arranged so as to be sandwiched between the lower extending longitudinal ribs 32A and 32A described later in the bridge width direction, and the lower surface of the deck slab 31 is in contact with the remaining reinforced concrete 21. Surface, thereby temporarily placing the steel floor 30 (step S6 in FIG. 1). As shown in FIG. 10, the steel floor 30 includes a deck plate body 31, a plurality of longitudinal ribs 32 joined to the lower surface of the deck plate body 31 by welding or the like, and transverse ribs arranged at right angles to the longitudinal ribs 32 33, and on the upper surface of the deck plate body 31, there is a pre-built paving part 34. The outer peripheral edge portion 31 a of the deck plate body 31 protrudes outward than the outer peripheral edge portion of the pavement portion 34. The longitudinal rib 32 may be a notch inserted in the upper end of the web of the transverse rib 33, and it may be provided with a connecting portion that is respectively joined to the notched end of the transverse rib 33 and the longitudinal rib 32 and seals the notch. Is the welding part. Thereby, since there is no notch of the horizontal rib 33 at the intersection of the vertical rib 32 and the horizontal rib 33, the stress becomes difficult to concentrate. Therefore, the occurrence of cracks from the transverse rib 33 or the longitudinal rib 32 can be suppressed. Accordingly, the durability of the steel floor can be improved, and the durability as a bridge can be improved.

The plurality of longitudinal ribs 32 respectively extend in the bridge axis direction, and are arranged in parallel at predetermined intervals in the bridge width direction. As shown in Fig. 10(b) or Fig. 11 and Fig. 17, among these plural longitudinal ribs 32, the two longitudinal ribs 32 arranged to sandwich the upper flange 11b of the main beam in the bridge width direction are higher than the other longitudinal ribs 32. It protrudes further downward, and becomes: in a state where the lower surface of the deck plate body 31 of the newly installed steel floor 30 is in contact with the upper surface of the remaining reinforced concrete 21, the lower end is lower than the upper flange 11b of the main beam. Lower longitudinal ribs (ribs) 32A and 32A whose surfaces extend downward more fully. The downward extension longitudinal ribs 32A, 32A function as longitudinal ribs of the steel floor 30 in terms of mechanics. In addition, as a part of the web of the main beam 11, it has a shear force transmission member 50 that transmits the steel floor 30 and the main The effect of the shear force in the direction of the bridge axis between the beams 11. In addition, in terms of other functions, when covering the periphery of the remaining reinforced concrete 21 and filling the space with the steel floor 30 with an irregular material 47 described later, it can function as a part of the formwork. In addition, in the case where the newly installed steel floor 30 is arranged to cover the residual reinforced concrete 21 in the removed part 20 having a rectangular plan view, it is arranged so that the lower extending longitudinal ribs 32A, 32A are sandwiched in the bridge width direction The main beam upper flange 11b of the main beam 11 on the right. At this time, since there is a gap between the end of the upper flange 11b of the main girder in the bridge width direction and the surface of the lower extending longitudinal ribs 32A, 32A facing this end in the bridge width direction, the sealing material 36 is inserted This gap. In addition, the surfaces of the longitudinal ribs 32A, 32A extending from the bottom facing the upper flange 11b of the main beam cover the lower surface of the sealing material 36 and the lower surface of the upper flange 11b of the main beam, and the concrete formwork is attached for waterproofing and corrosion prevention. The titanium foil 37.

In addition, in the steel floor 30, as shown in FIG. 11(a), a height adjustment bolt 40 that can adjust the height of the steel floor 30 is screwed, and the screw can abut the remaining reinforced concrete 21. That is, on the upper flange 11b of the main beam 11 on the right side of the main beam 11, the position of the deck plate 31 above the residual reinforced concrete 21 is provided with a screw hole 41, where the screw hole 41 is screwed for height adjustment A bolt 40, and the front end (lower end) of the height adjustment bolt 40 abuts on the upper surface of the remaining reinforced concrete 21. Plural height adjustment bolts 40 are provided above the main girder 11 at the edge of the deck plate 31 in the bridge axis direction. In addition, after the steel floor arranging step, the steel floor 30 is raised and lowered to adjust the height by appropriately turning the height adjustment bolt 40 in the forward and reverse directions. That is, the height of the steel floor 30 is adjusted so that the upper surface of the pavement 34 of the steel floor 30 and the upper surface of the pavement 15 of the reinforced concrete floor 14 become almost flush (step S7 in FIG. 1).

Next, the transverse rib 33 of the steel floor 30 is rigidly joined to the main girder web 11a closest to the end of the transverse rib 33 in the bridge width direction (transverse rib rigid joining step) (step of FIG. 1 S8). As shown in FIG. 10, the steel floor 30 has a transverse rib 33. The transverse rib 33 is arranged in the bridge width direction on the lower surface side of the deck plate body 31, and at least a part of one end surface or both end surfaces in the bridge width direction is The web surfaces of the main beam web 11a of the closest main beam 11 face each other. Specifically, on the lower surface of the deck plate body 31, two transverse ribs 33 (33A, 33B) extending in the bridge width direction sandwich the main beam 11 on the right side and are joined by welding or the like.

In addition, as shown in FIG. 12, the cross rib 33A on the right side of the bridge width direction in the steel floor 30 of this embodiment is formed in the shape of a plate as follows, and is separated from the main beam 11 to a certain distance, and the lower end is formed at In a substantially horizontal direction, and at a position farther away from the main beam 11, the lower end portion is inclined to gradually approach the deck plate 31 side as it moves away from the main beam 11. In addition, a part of the end surface 33a (that is, the end surface on the main beam side) of the transverse rib 33A in the bridge width direction is opposed to the right web surface of the main beam web 11a closest (right side). In addition, a flange 33b is fixed to the lower end surface of the inclined (inclined with respect to the horizontal plane) of the horizontal rib 33A. Such a transverse rib 33A is arranged at the approximate center of the longitudinal direction (bridge axis direction) of the short side of the deck plate body 31, and the longitudinal rib 32 is arranged perpendicular to the transverse rib 33A, and the intersections Have been welded. In addition, in the aforementioned lower extending longitudinal rib 32A, the surface opposite to the upper flange 11b of the main beam is opposed to the one end surface 33a of the transverse rib 33A, and the end surface 33a abutting against the transverse rib 33A extends downward After the extending direction of the vertical rib 32A is orthogonal to the extending direction of the horizontal rib 33A, it is joined to the horizontal rib 33A by welding. In addition, a part of the lower side of the one end surface 33a of the lower longitudinal rib 32A extends below the lower surface of the main beam upper flange 11b, and becomes the closest surface of the main beam 11 and the web of the main beam web 11a. The state where the boards face each other.

In addition, as shown in FIG. 10(b) and FIGS. 13 and 17, the lateral rib 33B on the left side of the bridge width direction of the steel floor 30 is formed in the shape of a plate having a base and a protrusion 33c integrally, and the base is formed as In a rectangular plate shape, the protrusions 33c are provided at both ends in the width direction of the bridge and respectively protrude downward from the base. The protruding part 33c is formed in the shape of a plate whose lower end side gradually protrudes downward as it goes toward both ends of the extending direction of the transverse rib 33B. Therefore, the both ends of the transverse rib 33B and the vicinity thereof have a shape in which the length in the vertical direction increases as it goes to both ends in the extending direction due to the protrusion 33c. In addition, the both end surfaces of the transverse rib 33B are respectively opposed to the web surface of the closest main beam web 11a. That is, the substantially lower half of one end surface (left end surface) 33d of the transverse rib 33B is opposed to the web surface of the main beam web 11a of the main beam 11 in the center, and the other end surface (right end of the transverse rib 33B) The substantially lower half of the surface 33d is opposed to the web surface of the main beam web 11a of the main beam 11 on the right. Such a transverse rib 33B is arranged at the approximate center of the short side of the deck plate 31 in the longitudinal direction, that is, on the extension of the transverse rib 33A. The longitudinal rib 32 is arranged orthogonal to the transverse rib 33B, and These intersections are welded.

In addition, the transverse ribs 33A, 33B are placed in a state where one end surface of the end in the bridge width direction of these transverse ribs 33A, 33B faces the web surface of the main girder web 11a. The ends 33e, 33e in the bridge width direction of 33B are rigidly coupled to the closest main girder webs 11a, 11a. Thereby, it is possible to reduce the stress generated by the traffic load accompanying the floor action of the steel floor 30. That is, even if the transverse ribs 33 of the same height are rigidly coupled to the main beam webs 11a, 11a, the stress generated in the steel floor 30 can be reduced, and the fatigue life can be sufficiently ensured. Specifically, in this embodiment, the transverse rib 33B is in a state where the one end surface 33d of the end 33e in the bridge width direction faces the web surface of the main girder web 11a, as shown in FIG. 14 As shown, after making it abut the front end surface of the connecting plate body 16b of the transverse rib mounting member 16 fixed to the main beam web 11a of the main beam 11 at the center, the end 33e and the connecting plate body 16b are removed from both sides The sides are clamped by joining plate bodies 42 and 42 and frictionally joined by a high-strength bolt 45 and a nut 45a. Thereby, the end 33e of the transverse rib 33B on the left side of the bridge width direction of the transverse rib 33B is rigidly coupled to the main girder web 11a closest to the end 33e. With such a structure as an image, as described later, it becomes possible to easily adjust the uneven position of the entire steel floor (especially the deck board) in the up and down direction on site. In the case of the structure of the aforementioned Patent Document 1, although it is formed to place the horizontal rib on the bracket, in this configuration, when the position is adjusted upward, it is necessary to place between the bracket and the horizontal rib. There are spacers, so the adjustment operation requires labor, and the fine adjustment is extremely difficult, and it is impossible to adjust downward. Also, similarly, using the joining plate bodies 42, 42 and high-strength bolts 45 and nuts 45a, the right end 33e of the cross rib 33B in the bridge width direction is rigidly coupled to the main girder web of the main girder 11 on the right side. The front end portion of the connecting plate body 16b of the transverse rib mounting member 16 fixed to the plate 11a.

In the connecting plate body 16b, as shown in FIG. 4, there are a plurality of bolt holes 16d formed in the factory in advance, and in the connecting plate body 42, as shown in FIGS. 13 and 14, there are also a plurality of bolt holes formed in the factory in advance.孔42c. In addition, the bolt hole 42c of the joint plate body 42 is used as a template, and the hole is drilled using a tool such as a mobile drill not shown to form a bolt hole 33g at the end 33e of the cross rib 33B in the bridge width direction. . Alternatively, a bolt hole 33g may be formed at the end 33e of the transverse rib 33B in the bridge width direction by a multiple drilling tool (not shown). That is, a plurality of bolt holes 42c formed in the joint plate body 42 abutting on the surface of the end 33e in the bridge width direction of the transverse rib 33B are inserted through multiple drilling tools, and the end 33e is formed at the same time For 33 g of bolt holes, the aforementioned multiple drilling tool has a number corresponding to the number of bolt holes 42c. In this way, compared with a general mobile drilling machine, the working time can be greatly reduced. In addition, during the joining operation, although there is a possibility of positional deviation between each member and the position of the bolt hole must be adjusted, this method can easily join the bolt hole of the plate 42 and the transverse rib 33B. The relative position adjustment.

And after the high-strength bolt 45 is inserted into the bolt holes 42c, 16d, 42c and the bolt holes 42c, 33g, 42c arranged on the same axis, the nut 45a is screwed on the high-strength bolt 45 and locked, thereby The cross rib 33B is at the end 33e of the cross rib 33B in the bridge width direction, and the end 33e is rigidly joined to the closest main girder web 11a by friction welding. In addition, in FIGS. 12 and 13, the illustration of the high-strength bolt 45 is omitted.

In addition, in the friction joining structure of such a high-strength bolt, the surface of the joining plate 42 and the surface of the joining plate 16b joined to the surface of the end 33e in the bridge width direction of the transverse rib 33B are joined In order to stably ensure the coefficient of friction required for frictional joining on the surface of the joining plate body 42, a friction surface treatment by metal spraying such as aluminum is performed by a factory or the like. In this rubbing surface treatment, the surface of the joined plate body 42 is surface-treated to the extent that the sprayed metal can be fixed, and then the low-strength metal, which is aluminum, is blown in a molten state to form an aluminum sprayed layer. The surface treatment is, for example, blast treatment so that the surface roughness (maximum height Rz) becomes 50 μm or more.

The aluminum spray layer (metal spray layer) is formed in the circumference of the joint surface centered on the bolt hole 42c through which the high-strength bolt 45 is inserted. The diameter of this circumference is set to, for example, about 3 times the shaft diameter of the high-strength bolt 45. In addition, the thickness of the aluminum spray layer is set within a range of 200 μm or more and 500 μm or less, for example, 300 μm. By providing an aluminum spray layer on the joining plate body 42 in this way, the friction coefficient required for friction joining can be ensured and the number of high-strength bolts 45 can be minimized.

Also, similarly, as shown in FIG. 12, for the transverse rib 33A, the one end surface 33d of the one end 33e in the width direction of the bridge is opposed to the web surface of the main girder web 11a, and is After the front end surface of the connecting plate body 16b of the transverse rib mounting member 16 fixed to the main beam web 11a of the main beam 11 abuts, the end 33e and the connecting plate body 16b are joined from both sides of the plate body 42, 42 is clamped and fastened by high-strength bolts 45, thereby rigidly coupling the transverse rib 33B at the end 33e of the transverse rib 33A to the main beam web 11a closest to the end 33e. In addition, in the friction joining structure by such a high-strength bolt, the surface of the joining plate 42 and the surface of the joining plate 16b joined to the surface of the end 33e in the bridge width direction of the transverse rib 33A are joined The surface of the joining plate body 42 is also subjected to rubbing surface treatment by metal spraying of aluminum or the like by the factory or the like. In addition, the bolt hole 42c of the joint plate 42 can be used as a template, and the hole can be drilled using an unshown movable drilling machine or a multi-drilling tool to make the hole in the bridge width direction of the cross rib 33A The point that the end portion 33e forms the bolt hole 33g is the same as the case of the aforementioned coupling of the joint plate body 42 and the transverse rib 33B.

Next, as shown in FIG. 11(b), an irregular material 47 is filled between the steel floor 30 and the upper flange 11b of the main beam and the remaining reinforced concrete 21. That is, after the height adjusting bolt 40 is removed from the screw hole 41, the irregular material 47 is filled from the screw hole 41 into the upper flange 11b of the main beam containing the upper flange 11b between the lower extending longitudinal ribs 32A and 32A or the remaining Inside the space of the reinforced concrete 21 (step S9 in FIG. 1). As described above, the lower longitudinal ribs 32A, 32A are arranged to sandwich the upper flange 11b of the main girder in the bridge width direction, and there is a gap between the upper flange 11b of the main girder and the lower longitudinal ribs 32A, 32A. Since the sealing material 36 is embedded, the irregular material 47 filled from the screw hole 41 will spread over the deck plate body 31 of the steel floor 30, the upper flange 11b of the main beam, the sealing material 36, and the lower extending longitudinal ribs 32A, 32A without any gaps. The enclosed space fills the gap. Thereby, it is possible to prevent corrosion of the upper steel bars 21a of the remaining reinforced concrete 21, the lower surface of the deck plate 31, and the upper surface of the upper flange 11b of the main beam.

Regarding the aforementioned irregular material 47, although mortar is used, for example, a non-shrinking resin, rubber latex, and other materials having rapid hardening and fluidity may be used. In addition, the filling operation of such an irregular material 47 may be performed after the steel-floor bonding process performed through the shear force transmission member 50 described later. Moreover, in order to improve the overall work efficiency, it is also possible to fill in collectively after the construction of the steel floor 30 for several panels. This is because the static load and the dynamic load (traffic load) acting on the steel floor 30 are transmitted to the main beam web 11a through the cross rib 33 in design.

Next, as shown in FIGS. 10, 12, and 15, the main beam 11 and the steel floor 30 are combined by the shear force transmission member 50 that transmits the shear force in the direction of the bridge axis (steel floor bonding process) (step of FIG. 1 S10). The shear force transmission member 50 is a material that transmits the shear force in the bridge axis direction between the main beam 11 and the steel floor 30, and is formed by bending a steel plate formed of, for example, a rectangular plate-shaped SBHS steel material, and is integrated A first fixing plate 50a, a second fixing plate 50b, and a connecting plate 50c are provided. In addition, in the first fixing plate 50a and the second fixing plate 50b, bolt holes 50d into which bolts 51 and 52 described later can be inserted are separately provided in the bridge axis direction. In addition, the shear force transmission member 50 may be formed of, for example, SUS or cast iron in addition to the SBHS steel material. In addition, in this embodiment, although the shear force transmission member 50 is formed into a crank shape (substantially Z-shaped in cross section), as long as the main beam 11 and the steel floor 30 can be combined to transmit the shear force in the bridge axis direction, It can also have other shapes according to the needs of design/construction. Since the role of the shear force transmitting member 50 is to transmit the shear force, it is only necessary to ensure the necessary cross-sectional area in design.

The first fixing plate 50a and the second fixing plate 50b are formed in a rectangular plate shape elongated in the bridge axis direction, and the plate surfaces (surfaces) extend in the vertical direction and the bridge axis direction. In addition, the first fixed plate 50a and the second fixed plate 50b have the same long sides and short sides, and are spaced apart in parallel in the bridge axis orthogonal direction (bridge width direction). Although the lengths of the short sides of the first fixing plate 50a and the second fixing plate 50b may be different, it is desirable that the lengths of the long sides are equal.

The connecting plate 50c connects the first fixed plate 50a and the second fixed plate 50b, and is formed in a rectangular plate shape elongated in the bridge axis direction, and the plate surface (surface) extends in the horizontal direction. In addition, the length of the long side of the connecting plate 50c is equal to the length of the long sides of the first fixing plate 50a and the second fixing plate 50b, and the long side of one side of the connecting plate 50c is connected to the bottom of the first fixing plate 50a. The long side part of the other side of the connecting plate 50c is the long side part connected to the upper side of the second fixing plate 50b. In addition, the length of the short side of the connecting plate 50c is almost equal to the horizontal distance from the edge of the main beam upper flange 11b in the width direction to the web surface of the main beam web 11a. In addition, the length of the shear force transmission member 50 in the bridge axis direction can be appropriately determined. If the total cross-sectional area of the shear-resistant cross-section in the shear force transmission member 50 retains the same cross-sectional area as the main beam web 11a, the shear force can be exchanged between the steel floor 30 and the main beam 11. In terms of results, It can be synthesized so that the steel floor 30 and the main beam 11 move integrally.

In a state where the connecting plate 50c is oriented horizontally, and the first fixing plate 50a and the second fixing plate 50b protrude vertically from the connecting plate 50c, the shear force transmission member 50 having such a configuration is arranged on the lower side of the steel floor 30. In addition, after the first fixing plate 50a of the shear force transmission member 50 is brought into contact with the lower extending longitudinal rib 32A of the steel floor 30, as shown in FIG. 15, the high-strength bolt 51 is used to connect to the lower extending longitudinal rib 32A, After the second fixing plate 50b is brought into contact with the main beam web 11a, it is coupled to the main beam web 11a by bolts 52. In addition, the connecting plate 50c of the shear force transmission member 50 is arranged on the lower surface side of the upper flange 11b of the main beam, and is arranged in a state separated from the upper flange 11b of the main beam. In this way, the main beam 11 and the steel floor 30 are combined by the shear force transmission member 50 that transmits the shear force in the direction of the bridge axis. In addition, at this time, as shown in FIG. 15, it can also be used as the first fixing of the lining plate 60 between the lower extending longitudinal rib 32A on the right side (deviated side) and the shear force transmission member 50 on the right side (deviated side) Between the plates 50a, the dimensional error of the steel floor 30 with respect to the main beam 11 in the bridge width direction is thereby absorbed. In addition, as shown in FIGS. 15(b) to (e), the shear force transmission member 50 has bolt holes 50d for bolts 51 and 52 opened in advance and carried into the site. At the site, these bolt holes 50d provided in the shear force transmission member 50 are used as a template, and the main beam web 11a and the lower extending longitudinal rib 32A are drilled using tools such as a mobile drill not shown. With this, it is possible to ensure the adjustment function of the vertical dimension error on site. In addition, the shear force transmission members 50 may be provided in plural at predetermined intervals along the bridge axis direction, and the main beam 11 and the steel floor 30 may be combined by these plural shear force transmission members 50, or may be provided by one The shear force transmission member 50 joins the main beam 11 and the steel floor 30. Since the total cross-sectional area of the shear force section of the shear force transmission member 50 affects the shear force transmission, as long as the shear force section can be sufficiently ensured in the entire shear transmission member, even if the shear transmission member is divided, There is also no difference in the synthesis effect of the steel floor 30 and the main beam 11. However, it is desirable to arrange two or more bolts 51 and 52 in at least one shear force transmission member 50 so that the shear force transmission member 50 does not generate rotational movement.

In this embodiment, as shown in FIG. 12, the shear force transmitting members 50 are respectively arranged at the positions where the transverse rib 33 of the steel floor 30 is sandwiched in the bridge axis direction, and the shear force transmitting members 50 are combined The main beam 11 and the steel floor 30. Also, as shown in FIG. 15, the shear force transmission member 50 is arranged symmetrically in the bridge width direction across the main girder web 11a of the main girder 11 on the right side, and the shear force transmission member 50 on one side is connected by bolts 52. The lower extending longitudinal rib 32A to one side and the web surface of one side of the main beam web 11a, and the shear force transmission member 50 on the other side is connected to the lower extending longitudinal rib 32A and the main beam by the same bolt 52 The web surface on the other side of the web 11a.

In this way, the main girder 11 and the steel floor 30 are combined by the shear force transmitting member 50 that mutually transmits the shear force in the bridge axis direction, so that the shear force in the bridge axis direction can be transmitted from the main girder 11 to the steel floor 30. . In addition, a net member 62 is provided at the end opening in the bridge axis direction of the portion surrounded by the shear force transmission member 50 and the upper flange 11b of the main girder, thereby preventing birds such as pigeons from intruding into the surrounded portion. In addition, at this time, as shown in FIG. 15, the liner 61 may be interposed between the second fixing plate 50b of the shear force transmission member 50 on the left side (the side of deviation) and the main beam web 11a, thereby Absorb the dimensional error of the steel floor 30 with respect to the main beam 11 in the bridge width direction. In addition, the steel floor joining process performed by such a shear force transmission member 50 may be performed after the paving process described later, or may be performed simultaneously with the paving process. That is, because the main beam 11 and the steel floor 30 are synthesized by the installation of the shear force transmission member 50, the stress generated on the main beam 11 is greatly reduced, but even before the installation of the shear force transmission member 50 In a state where the generated stress is high, as long as it is within the design upper limit stress of the steel material forming the main beam 11 or the steel floor 30, it can still bear the traffic load in the short term. Therefore, after the paving process, the shear force transmission member 50 may be installed while being used for traffic on the steel floor.

Next, as shown in FIGS. 9(b) and 16, a temporary fixing plate 55 is erected between the steel floor 30 and the reinforced concrete floor 14 adjacent to the steel floor 30 in the bridge width direction and the bridge axis direction, and On the upper surface side of this temporary fixing plate 55, the temporary paving part 56 is constructed to be almost flush with the paving part 34 and the paving part 15 on the upper surface of the steel floor 30 and the reinforced concrete floor 14 (FIG. 1的 step S11). The temporary fixing plate 55 has the function of temporarily connecting the reinforced concrete floor 14 and the steel floor 30, or between adjacent steel floors, thereby suppressing the sinking state of the road and making the vehicle passable. That is, as shown in FIG. 16(a), through the aforementioned reinforced concrete floor removal process, in the peripheral portion of the reinforced concrete floor 14 surrounded by the removal portion 20 provided with the steel floor 30, in the bridge width direction The adjacent part is in the following state: in the upper surface side of the main beam upper flange 11b of the main beam 11, a part of the pavement 15 is removed, and in the bridge width direction of the reinforced concrete floor 14, it is adjacent to The edge of the removed portion 20 is exposed. In addition, the reinforced concrete floor 14 located between the main beams 11 and 11 and adjacent in the bridge axis direction is in the following state: a part of the pavement 15 is removed along the bridge width direction, and the reinforced concrete floor 14 In the direction of the bridge axis, the edge adjacent to the removed portion 20 is exposed. On the other hand, the outer peripheral edge portion 31a of the deck plate body 31 of the steel floor 30 protrudes outward than the outer peripheral edge portion of the pavement 34, and the protruding outer peripheral edge portion 31a is provided with a plurality of bolt holes 31b. In the bridge width direction and the bridge axis direction, a gap is provided between the outer peripheral edge portion 31a of the steel floor 30 and the edge portion (outer peripheral edge portion 32a) of the reinforced concrete floor 14 along the bridge axis direction and the bridge width direction. S.

And, as shown in FIG. 16(b), the outer peripheral edge portion 31a of the deck plate 31 and the reinforced concrete floor 14 along the bridge axis direction edge portion 32a are temporarily fixed across the gap S板55. A bolt hole 55b is provided in the temporary fixing plate 55 here, and the temporary fixing plate 55 is erected so that the bolt hole 55b and the aforementioned bolt hole 31b become coaxial. In addition, the bolt 57 is inserted into the bolt holes 55b, 31b and locked by the nut 57a to fix the temporary fixing plate 55. Then, on the upper surface side of the temporary fixing plate 55, the temporary pavement 56 is constructed so as to be almost flush with the paving part 34 previously installed on the upper surface of the steel floor 30 and the paving part 15 on the reinforced concrete floor 14. 16 shows that the temporary fixing plate 55 is erected on the gap S between the outer peripheral edge portion 31a of the deck slab body 31 and the edge portion 32a of the reinforced concrete floor 14 along the bridge axis direction, and the temporary pavement is installed In the case of part 56, but the temporary fixing plate 55 is erected on the gap S between the outer peripheral edge part 31a of the deck slab body 31 and the edge part 32a of the reinforced concrete floor 14 along the bridge width direction, and temporary paving In the case of section 56, basically the same procedure is performed.

As shown in FIG. 17, the floor replacement structure of the bridge constructed in this way is provided with residual reinforced concrete 21 and steel floor 30. The residual reinforced concrete 21 is at least part of the reinforced concrete floor 14 and will be installed in the main beam 11. The part on the upper surface side of the upper flange 11b of the main beam is removed and left to remain. The steel floor 30 is disposed in the removed portion 20 (see FIG. 6) to cover the remaining reinforced concrete 21. The removed portion 20 is It is formed by removing at least a part of the reinforced concrete floor 14 in a state where the remaining reinforced concrete 21 is exposed.

In addition, the steel floor 30 has transverse ribs 33 (33A, 33B). The transverse ribs 33 are arranged in the bridge width direction on the lower surface side of the deck plate body 31, and at least a part of one end surface or both end surfaces in the bridge width direction is Opposite the web surface of the main girder web 11a of the closest main girder 11, the transverse rib 33 is at the end 33e of the transverse rib 33, and is rigidly coupled to the end closest to the end by the transverse rib mounting member 16 The main beam web 11a of the section 33e. Moreover, as shown in FIG. 12, the main beam 11 and the steel floor 30 are connected by the shear force transmission member 50 which transmits a shear force in the bridge axis direction.

In addition, an irregular material 47 is filled between the steel floor 30 and the upper flange 11b of the main beam and the remaining reinforced concrete 21. In addition, a temporary fixing plate 55 is erected between the steel floor 30 and the reinforced concrete floor 14 adjacent to the steel floor 30. On the upper surface side of the temporary fixing plate 55, the temporary pavement 56 is constructed to be connected to the steel floor 30. The paving part 34 and the paving part 15 on the reinforced concrete floor 14 are almost flush.

In this way, after the replacement of one steel floor 30 is completed, the traffic control is temporarily lifted, and the construction area is made passable (step S12 in FIG. 1). In the case of replacing the second steel floor 30, it is basically performed by sequentially repeating the above-mentioned steps. However, a detailed description of each step is omitted. First, as shown in Figs. 18 and 19, in the construction area, among a part of the reinforced concrete floor 14 adjacent to the previously replaced (newly installed) steel floor 30 in the bridge axis direction, in the bridge axis direction (Z direction) ) Within a predetermined width of the main girder, except for the upper surface side of the flange 11b removed, thereby providing a removal part 20 in a part of the reinforced concrete floor 14, and in the removal part 20, the remaining steel The concrete 21 remains on the upper surface side of the upper flange 11b of the main beam (reinforced concrete floor removal process). In addition, the transverse rib mounting member 16 is bolted to the upper part of the main beam web 11a by high-strength bolts.

Next, as shown in FIGS. 20A and 21, the next steel floor 30 is placed in the removal part 20 so as to cover the remaining reinforced concrete 21 (refer to FIG. 9), and the height adjustment bolt 40 (refer to FIG. 11) is used, The height of the steel floor 30 is adjusted (steel floor installation process). Next, the transverse rib 33 of the steel floor 30 is rigidly coupled to the main beam web 11a closest to the end by the transverse rib mounting member 16 at the end of the transverse rib 33 (transverse rib rigid coupling step). In addition, at this stage, as shown in FIGS. 20G and 20H, the adjacent steel floors 30 and 30 are joined by an inter-panel joint 35 and high-strength bolts 46. This inter-panel joint 35 integrates the adjacent steel floors 30 and 30 with each other by friction joining with double shear bolts. With this inter-panel joint 35, the longitudinal rib 32 and the lower longitudinal rib 32A are further extended in the bridge axis direction (see FIG. 20G) and the bridge axis right-angle direction (see FIG. 20H) of the deck plate body 31 of the steel floor 30 (Refer to FIG. 20G) Each of them is joined by double shear bolt friction joining. In addition, when the inter-panel joint 35 is installed, if there is a pre-existing temporary fixing plate 55, the temporary fixing plate 55 is removed.

Also, as shown in FIG. 20G, the inter-panel joint 35 that joins the steel floors 30 and 30 adjacent to each other in the bridge axis direction (the direction orthogonal to the paper surface in FIG. 20G) is provided with: a joint plate body 35a, provided On the upper surface side of the deck plate body 31 and extending in the longitudinal direction of the steel floor 30 (the direction orthogonal to the bridge axis); and a plurality of joint plate bodies 35b are respectively provided on the lower surface side of the deck plate body 31 Between the longitudinal ribs 32 and 32 adjacent in the direction orthogonal to the bridge axis and between the longitudinal rib 32 and the lower extending longitudinal rib 32A, they are shorter than the joint plate body 35a. In addition, the joint plate body 35a and the joint plate body 35b clamp the deck plates 31, 31 of the adjacent steel floors 30, 30, and are fastened by high-strength bolts 46, thereby connecting the steel floors 30, 30 are joined to each other. In addition, the inter-panel joint 35 that joins the vertical ribs 32 and 32 of the steel floor panels 30 and 30 adjacent to each other in the bridge axis direction and the downward extending vertical ribs 32A and 32A includes two joint plate bodies 35c and 35c. The joint plate body 35c is a joint part arranged to straddle the steel floors 30 and 30 adjacent in the bridge axis direction. In addition, the joint plate bodies 35c, 35c clamp the longitudinal ribs 32, 32 and the lower extending longitudinal ribs 32A, 32A of the steel floors 30, 30 adjacent in the bridge axis direction, respectively, and are secured by high-strength bolts 46. Fastening, thereby joining the steel floors 30, 30 to each other.

In addition, as shown in FIG. 20H, the inter-panel joint 35 that joins the steel floors 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis (the left-right direction in FIG. 20H) is provided with two joint plate bodies 35d, 35d . The joint plate body 35d is arranged to straddle the joints of the steel floor panels 30, 30 adjacent in the direction orthogonal to the bridge axis, and is along the short side direction of the steel floor panel 30 (the direction orthogonal to the paper surface in FIG. 20H) And extend. In addition, the joint plate bodies 35d and 35d clamp the deck plates 31 and 31 of the steel floors 30 and 30 adjacent to each other in the direction orthogonal to the bridge axis, and are fastened by high-strength bolts 46, thereby The steel floors 30, 30 are joined to each other. Next, the main beam 11 and the steel floor 30 are joined by the shear force transmission member 50 that transmits the shear force in the bridge axis direction (steel floor joining step). In addition, before the steel floor bonding process, irregular materials are filled between the steel floor 30 and the upper flange 11b of the main beam and the remaining reinforced concrete 21.

Finally, a temporary fixing plate 55 is erected between the steel floor 30 replaced this time and the reinforced concrete floor 14 adjacent to the steel floor 30 in the bridge width direction and the bridge axis direction, and the upper surface of the plate 55 is temporarily fixed here On the other hand, the temporary paving part 56 is constructed so as to be almost flush with the paving part 34 previously provided on the upper surface of the steel floor 30 and the paving part 15 on the reinforced concrete floor 14 (see FIG. 16).

In this way, after the next (second) steel floor 30 has been replaced, the necessary number of steel floors 30 are successively replaced in the same manner, thereby replacing the reinforced concrete floor within the desired distance in the bridge axis direction. 14 and a new steel floor 30 is newly installed. As described above, a new steel floor 30 is newly installed within a desired distance in the axle direction for one of the two lanes on one side.

In addition, after replacing the reinforced concrete floor 14 with a new steel floor 30 in the bridge axis direction for the lane on one side only within the desired distance, as shown in FIG. 20B, for the other side of the two lanes on one side In the same way, the original reinforced concrete floor 14 is replaced with a new steel floor 30 in the same way as the lane on the left (the left lane in FIG. 20B). In FIG. 20B, although two steel floors 30 have been replaced in the lane on one side, two steel floors 30 are actually constructed (newly installed) continuously in a predetermined number in the direction of the bridge axis. In addition, since the steel floor 30 is newly installed in the lane on the other side, the steel floor 30 is newly installed in the same manner as the case in which the steel floor 30 is newly installed in the lane on one side, so it will be briefly explained below. Its method.

When a new steel floor 30 is installed instead of the reinforced concrete floor 14 in the lane on the other side of the two lanes on one side, as a preparatory process, the installation of the entire scaffold or the removal of interfering members On the lower surface side of the reinforced concrete floor 14, the operation of bolting the cross rib mounting member 16 to the upper part of the main beam web 11a of the predetermined main beam 11 with high-strength bolts is performed. In addition, after the upper traffic (not shown) is regulated for the lane on the other side, as shown in FIGS. 20B and 20C, at least a part of the reinforced concrete floor 14 of the lane on the other side will be installed on the main beam 11 The part on the upper surface side of the upper flange 11b of the main beam is removed, whereby at least a part of the reinforced concrete floor 14 is provided with a removal part 20, and in the removal part 20, the remaining reinforced concrete 21 is left on the main beam The upper surface side of the upper flange 11b (reinforced concrete floor removal process). Next, as shown in FIG. 20D and FIG. 20E, the steel floor 30 is arranged in the removal part 20 so as to cover the remaining reinforced concrete 21 (steel floor arrangement step). Next, as shown in FIG. 20E, the transverse rib 33 is rigidly coupled to the main girder web 11a closest to the two ends by the transverse rib mounting member 16 at both ends of the transverse rib 33 in the bridge width direction. (Transverse rib rigid joining process). In addition, the transverse rib mounting member 16 is bolted to the main beam web 11a in advance. Moreover, when the transverse rib 33 is bolted to the transverse rib attachment member 16, the ends of the transverse rib attachment member 16 and the transverse rib 33 are clamped by the joining plate 42 and fastened by high-strength bolts. Next, the main beam 11 and the steel floor 30 are joined by the shear force transmission member 50 that transmits the shear force in the bridge axis direction (steel floor joining step).

Next, as shown in FIG. 20F, a temporary fixing plate 55 is erected between the steel floor 30 and the reinforced concrete floor 14 adjacent to the steel floor 30, and on the upper surface side of the temporary fixing plate 55, the temporary paving part 56 is constructed It is almost flush with the pavement 34 on the upper surface side of the steel floor 30 and the pavement on the reinforced concrete floor 14. In addition, an inter-panel joint is installed between the aforementioned steel floor (steel floor of the lane on the other side) 30 and the steel floor 30 installed in the lane on one side to join each other. The upper surface side of the inter-panel joint will temporarily The pavement 56 is constructed to be almost flush with the pavement 34 on the upper surface side of the steel floor 30 adjacent in the bridge width direction. And, by ending the replacement of the steel floor 30 in a predetermined section of the bridge, the entire project is completed.

In addition, in the lane on the other side, in the above-mentioned reinforced concrete floor removal step, the covering concrete on the upper part of the remaining reinforced concrete 21 is removed. In addition, in the steel floor 30, a height adjustment bolt that can adjust the height of the steel floor 30 is screwed, and the screw can abut the residual reinforced concrete 21. After the steel floor installation process, the height adjustment is performed by turning Bolts to adjust the height of the steel floor. In addition, after the aforementioned steel floor arranging step, irregular materials are filled between the steel floor 30 and the upper flange 11b of the main beam and the remaining reinforced concrete 21.

As described above, according to the present embodiment, the steel floor 30 has a type of main beam 11 that is arranged on the lower surface side of the deck plate 31 in the bridge width direction, and at least a part of one end surface or both end surfaces in the bridge width direction is the closest main beam 11 The transverse ribs 33 (33A, 33B) of the main girder web 11a opposite to the web surface, and the transverse rib 33 is at the end of the transverse rib 33, rigidly coupled to the main girder web closest to the end 11a. That is, because different from the past, the ends of the transverse ribs 33 of the steel floor 30 are rigidly coupled directly to the main beam web 11a without passing through the floor support bracket, so the steel floor 30 and the main beam 11 become The integrated bridge can reliably ensure the rigidity of the bridge, and can reduce the labor of installing the floor support bracket to the main girder web 11a or the labor of installing the steel floor cross rib to the floor support bracket. In addition, since the main beam 11 and the steel floor 30 are coupled by the shear force transmission member 50 that transmits shear force in the bridge axis direction, it is possible to reliably transmit between the main beam 11 and the steel floor 30 in the bridge axis direction. Shear force. By rigidly coupling the cross rib 33 to the main beam web 11a, the position of the cross rib 33 in the vertical direction during construction can be easily adjusted as long as it is a rear hole method. Of course, if it is known that the necessity of adjusting the position of the cross rib 33 during construction is relatively small, the hole can also be formed in a factory or the like as a prior hole method, thereby reducing the construction time and labor on the construction site.

Moreover, since it is only necessary to remove the covering concrete 22 on the upper part of the remaining reinforced concrete 21, there is no need to remove the concrete between the screw piles erected on the upper flange 11b of the main beam. The removal of the concrete between the screw piles requires a lot of labor, so by leaving the concrete, the labor of the removal operation can be greatly reduced. In addition, since the remaining reinforced concrete 21 is left on the upper flange 11b of the main beam, when a part of the reinforced concrete floor 14 has been removed, the main beam 11 can be restrained from buckling. In addition, since the height of the steel floor 30 can be adjusted by turning the height adjustment bolt 40, the height of the steel floor 30 can be set equal to the height of the unreplaced reinforced concrete floor 14 or the steel floor 30 that has been installed. That is, the height of the road plan can be adjusted on site.

In addition, because the irregular material 47 is filled between the steel floor 30 and the upper flange 11b of the main beam and the remaining reinforced concrete 21, it is possible to prevent the remaining steel bars of the reinforced concrete 21 and the steel from being exposed in the aforementioned space (space). Corrosion of the lower surface of the floor 30 and the upper surface of the upper flange 11b of the main beam. In addition, because the temporary fixing plate 55 is erected between the steel floor 30 and the reinforced concrete floor 14 adjacent to the steel floor 30, and the upper surface side of the temporary fixing plate 55 here, the temporary pavement 56 is constructed to The paving portion 34 of the floor 30 and the paving portion 15 on the originally installed reinforced concrete floor 14 are almost flush, so the paving portion 15 of the originally installed reinforced concrete floor 14 can be made with the updated (replaced) steel The pavement 34 of the floor 30 is continuous. Therefore, it is possible to cancel the lane control performed at the time of floor replacement, and temporarily make the vehicle travel.

In addition, since the end of the transverse rib 33 is bolted to the transverse rib mounting member 16 bolted to the main beam web 11a, the end of the transverse rib 33 can be rigidly joined to the nearest to the end of the transverse rib 33 easily and surely. The main beam web 11a at the end. In addition, since the joint surface around the bolt hole 42c of the joint plate body 42 is subjected to friction surface treatment by metal spraying (aluminum spraying), it is possible to ensure the friction coefficient required for frictional joining of high-strength bolts, and to The number of high-strength bolts 45 is minimized. In addition, since the originally installed reinforced concrete floor 14 is replaced with a steel floor 30 that is much lighter than the reinforced concrete floor 14, the steel floor 30 can be made to protrude further outward in the bridge width direction than the reinforced concrete floor 14 That is, the width of the road shoulder can be increased.

(Second Embodiment) Next, the second embodiment will be described. In the second embodiment, the distance between adjacent main beams in the bridge width direction is about 2m to 2.5m, and a part of the reinforced concrete floor is cut into a shape long in the bridge axis direction and removed. And replace it with a newly installed steel floor to explain. In addition, in this embodiment, it is basically performed by sequentially repeating the steps described in the above-mentioned first embodiment. Therefore, a detailed description of each step is omitted, and the same reference numerals are given to the same constituent members as in the first embodiment, and the description thereof is omitted or simplified.

First, a full-surface suspension scaffolding, not shown, is installed under the bridge 10 as shown in FIG. 22, and from then on, the full-surface suspension scaffolding is used to prevent interference when installing (replacement) the newly installed steel floor. Removal, improvement, processing (local grinding operations). Next, as shown in FIG. 23, among the four main girders in the bridge 10, the upper part of the main girder webs 11a of the two main girders 11 on the right side are arranged at predetermined intervals in the bridge axis direction, and the transverse rib mounting members 16 are arranged. And by high-strength bolts to bolt connection. In this case, the transverse rib mounting member 16 is bolted to the two web surfaces of the main beam web 11a of the main beam 11 located on the rightmost side, and the transverse rib mounting member 16 is bolted to the second from the right. The web surface on the right side of the main beam web 11a of each main beam 11. In addition, after the cross rib installation member 16 has been installed on the main beam 11, the one-side lane control of the upper traffic is performed according to the needs. In the case of one-sided lane regulation, temporary guards 17 are erected at a predetermined interval in the bridge axis direction on the central portion in the width direction of the road surface (bridge width direction).

Next, as shown in FIGS. 24 and 25, the reinforced concrete floor 14 includes an extension bracket 14A extending from the main beam 11 on the right side to the outside (right side) in the width direction (X direction) of the bridge (see FIG. 22 And Figure 23) is substantially removed in the direction of the bridge axis (Z direction) into a rectangle in the top view, that is, the right edge of the reinforced concrete floor 14 including the extended bracket 14A in the bridge width direction is removed to be on the bridge axis A part of the bracket 14A is left at both ends of the direction, whereby a part of the reinforced concrete floor 14 is provided with a removed part 20A, and in the removed part 20A, the remaining reinforced concrete 21 is left on the main beam on the right Half of the upper surface side of the upper flange 11b.

Next, as shown in FIGS. 26 and 27, the newly installed steel floor 30A is installed in the removed portion 20A to cover the remaining reinforced concrete 21, and the end of the cross rib 33 of the steel floor 30A in the bridge width direction, In a state where the end surface of the transverse rib 33 on the side of the main girder 11 in the bridge width direction faces the web surface of the main girder web 11a of the closest main girder 11, the combined transverse rib mounting member 16 is used to It is rigidly joined to the nearest main beam web 11a, thereby rigidly joining the cross rib 33 with the nearest main beam web 11a. In addition, before this transverse rib joining step, the height adjustment of the steel floor 30A is performed by the height adjustment bolt 40 (not shown). The steel floor 30A of this embodiment is provided with five horizontal ribs 33 at predetermined intervals (in the case of the figure shown, it is 2.25 m intervals). In addition, although the interval between adjacent transverse ribs 33 is mainly determined by transportation, as long as the interval between the main beams is generally about 2.5m, the length of the steel floor 30A in the bridge width direction can be set to about 2.5m or more. Therefore, the interval between the transverse ribs 33 can be made relatively large. At this time, since the length of the steel floor 30A in the bridge axis direction is about 12 m of the transportation limit, which is the maximum, the number of the transverse ribs 33 can be set to 5 at an interval of 2.25 m. However, the length of the steel floor in the axial direction of the steel floor can be appropriately taken according to other conditions of the construction, and the transverse ribs can be arranged at an interval of about 2.25 m at the maximum.

Next, as shown in FIGS. 28 and 29, in the reinforced concrete floor 14, the part between the two main beams 11 and 11 on the right side is removed to a rectangular shape in a plan view, thereby providing a removal portion 20B in a part of the reinforced concrete floor 14. , And in this removal part 20B, the remaining reinforced concrete 21 is left on the upper surface side of the main beam upper flange 11b of the rightmost main beam 11, and the remaining reinforced concrete 21 is left counting from the right Half of the upper surface of the upper flange 11b of the main beam of the second main beam 11 (reinforced concrete floor removal process).

Next, as shown in FIGS. 30 and 31, the next steel floor 30B is placed in the removal part 20B so as to cover the remaining reinforced concrete 21 (refer to FIG. 28), and the height adjustment bolt 40 (refer to FIG. 11) is used, The height of this steel floor 30B is adjusted (steel floor installation process). Next, the transverse rib 33 of the steel floor 30B is rigidly coupled to the main girder web 11a closest to the end by the transverse rib mounting member 16 at the end of the transverse rib 33 in the bridge width direction (transverse rib rigidity Combined process). Next, as shown in FIG. 32, the rightmost main beam 11 and the steel floor 30A are combined by the shear force transmission member 50 that transmits the shear force in the direction of the bridge axis as in the first embodiment. The shear force transmission member 50 that transmits the shear force in the direction combines the same main beam 11 and the steel floor 30B (steel floor bonding process). In addition, the installation of the shear force transmission member 50 may be performed after the cancellation of the traffic control. In addition, the steel floor panels 30A and 30B adjacent to each other in the direction orthogonal to the bridge axis (the left-right direction in FIG. 32) are joined by the joint 35 between panels. The inter-panel joint 35 includes two joint plate bodies 35d and 35d. The joint plates 35d and 35d are arranged to straddle the joints of the adjacent steel floors 30A and 30B in the direction orthogonal to the bridge axis, and the joint plates 35d and 35d clamp the decks of the steel floors 30A and 30B, respectively The plates 31, 31 are fastened by high-strength bolts 46, thereby joining the steel floors 30A, 30B to each other. In addition, the space between the paving parts 34 and 34 of the steel floors 30A and 30B is filled up by the paving part 34a. Finally, a temporary fixing plate 55 is erected between the steel floor 30B replaced this time and the reinforced concrete floor 14 adjacent to the steel floor 30B in the bridge width direction and the bridge axis direction, and the upper surface of the plate 55 is temporarily fixed here On the other hand, a temporary paving part not shown in the figure is constructed so as to be almost flush with the paving part 34 and the paving part 15 on the reinforced concrete floor 14 previously provided on the upper surfaces of the steel floors 30A and 30B.

In this way, after the replacement of the steel floors 30A and 30B is completed, the traffic control is temporarily lifted and the construction area is made passable. In the case of replacing the next steel floor 30A, 30B, it is basically performed by sequentially repeating the above-mentioned steps. In addition, the necessary number of steel floors 30A, 30B are successively replaced in the same manner, thereby replacing the reinforced concrete floor 14 within a desired distance in the bridge axis direction and newly installing new steel floors 30A, 30B.

According to this embodiment, in addition to obtaining the same effect as the first embodiment, it also has the following advantage: when the distance between adjacent main beams in the bridge width direction is about 2m to 2.5m, it can be New steel floors 30A and 30B are newly installed in place of the reinforced concrete floor 14 efficiently.

In addition, in this embodiment, although the steel floor 30B is installed after the steel floor 30A is installed, on the contrary, the steel floor 30A may be installed after the steel floor 30B is installed.

(Third Embodiment) Next, the third embodiment will be described. In the third embodiment, as shown in FIGS. 33 and 34, the bridge 10B replaces the transverse rib mounting member 16 of the bridge 10 of the first embodiment and includes a first transverse rib mounting member (transverse rib mounting member) 70 and The second transverse rib attachment member (transverse rib attachment member) 71 is provided with a shear force transmission member 72 instead of the shear force transmission member 50. In addition, the bridge 10B may be configured to include three or more transverse rib attachment members.

In addition, the first transverse rib attachment member 70 and the second transverse rib attachment member 71 are fixed to the left side of the main beam web 11 a of the main beam 11. In this embodiment, a plurality of reinforcing ribs (horizontal ribs) 11e are fixed to the main beam web 11a of the main beam 11. The plural reinforcing ribs 11e are arranged on the web surface on the left side of the main beam web 11a so as to be separated from each other in the vertical direction. The plurality of reinforcing ribs 11e respectively extend in the direction of the bridge axis. In the bridge 10B, among the plurality of replaced steel floors 30 adjacent in the bridge width direction, the steel floor 30 on the right is also referred to as steel floor 30C, and the steel floor 30 on the left is also referred to as steel floor 30D. To the left end of the deck plate body 31 of the steel floor 30C, an extension member 31c extending downward from the deck plate body 31 is fixed. The extension member 31c is arranged on the left side of the residual reinforced concrete 21 covered by the steel floor 30C.

As shown in FIGS. 33 and 35, the first horizontal rib attachment member 70 has the same configuration as the horizontal rib attachment member 16, and includes a fixed plate body 70a and a connecting plate body 70b. The fixed plate body 70a is formed in a rectangular plate shape. The fixed plate body 70a is arranged so that the thickness direction of the fixed plate body 70a becomes the bridge width direction. The fixed plate body 70a is bolted to the main beam web 11a of the main beam 11 by high-strength bolts (not shown). The length of the fixed plate body 70 a in the up and down direction is about half of the length of the fixed plate body 16 a of the transverse rib mounting member 16 in the up and down direction.

The connecting plate body 70b is formed in a substantially rectangular plate shape. The connecting plate body 70b protrudes from the center part of the width direction of the fixed plate body 70a in the direction orthogonal to the plate surface of the fixed plate body 70a. The connecting plate body 70b is arranged so that the thickness direction of the connecting plate body 70b becomes the bridge axis direction. The left end of the connecting plate body 70b is the left end of the extension member 31c extending to the steel floor 30C. The length of the connecting plate body 70b in the up and down direction is the same as the length of the fixed plate body 70a in the up and down direction. A cutout 70c is formed in the lower edge of the connecting plate body 70b. The notch 70c is formed from the end of the connecting plate body 70b on the side of the fixed plate body 70a to the middle part of the connecting plate body 70b in the bridge width direction. In this example, a reinforcing rib 70d is fixed to the connecting plate body 70b. The reinforcing rib 70d is arranged in the middle part of the connecting plate body 70b in the upper and lower direction, and extends in the bridge width direction. In addition, the first transverse rib attachment member 70 may not have the reinforcing rib 70d. In this embodiment, the first transverse rib attachment member 70 is arranged between a plurality of reinforcing ribs 11e in the main beam web 11a. In other words, the first transverse rib attachment member 70 is arranged below the reinforcing rib 11e which is arranged at the uppermost position among the plurality of reinforcing ribs 11e.

The second transverse rib attachment member 71 has the same structure as the first transverse rib attachment member 70. The second transverse rib attachment member 71 includes a fixed plate body 71a, a connecting plate body 71b, and a reinforcement rib 71d configured in the same manner as the fixed plate body 70a, the connecting plate body 70b, and the reinforcing rib 70d of the first transverse rib attachment member 70. In this example, no notch is formed in the connecting plate body 71b. The second transverse rib attachment member 71 is arranged below the first transverse rib attachment member 70. In this example, the entire second lateral rib attachment member 71 is arranged below the first lateral rib attachment member 70. The first transverse rib attachment member 70 and the second transverse rib attachment member 71 are arranged side by side in the vertical direction.

Since the transverse rib mounting member 16 of the first embodiment is divided in the vertical direction to form the transverse rib mounting members 70 and 71, the transverse rib mounting members 70 and 71 are lower than the bending strength of the transverse rib mounting member 16. The overall bending strength will be reduced. However, since the transverse rib mounting members 70, 71 and the longitudinal rib 32 have a shorter length in the bridge axis direction, compared with the case where the longitudinal rib 32 is divided in the vertical direction, the transverse rib The amount of reduction in the bending strength of the entire transverse rib mounting members 70 and 71 formed by dividing the mounting member 16 in the vertical direction is small. In addition, compared with the shear strength of the transverse rib attachment member 16, there is almost no reduction in the shear strength of the entire transverse rib attachment members 70 and 71.

In this embodiment, the length L1 of the main beam web 11a between the main beam upper flange 11b and the first transverse rib attachment member 70 in the vertical direction is 224 mm or more. The length L1 is preferably 38 times or less the thickness of the main beam web 11a. This is because if the rib mounting members 70, 71 are installed below the position of the reinforcing rib 11e of the main beam 11, the stress generated in the welded portion between the main beam upper flange 11b and the main beam web 11a can be sufficient The ground is reduced to a level that does not cause fatigue. In addition, the position where the reinforcing rib 11e is installed on the main girder 11 is stipulated by the Japanese Highway Bridge Specification and Interpretation (Edited by the Japan Road Association). When one layer of reinforcing ribs 11e is installed in the vertical direction on the main beam 11, the length L1 becomes 0.2 times the height of the main beam web 11a, and when two layers are installed, it becomes 0.14 times or more. When two layers of reinforcing ribs 11e are attached, the height of the main beam web 11a is about 1600 mm, so the length L1 becomes 224 mm according to the formula of (1600×0.14). In addition, when the reinforcing rib 11e is one level horizontally, the height of the main beam web 11a can be expected to be about 1500 mm, so the length L1 becomes 300 mm according to the (1500×0.2) formula.

In addition, in recent years, thick cross-section webs, etc., are being produced by eliminating the reinforcing ribs of the main beam. Therefore, the length L1 of the rib attachment member when the beam height is 1600 mm and the plate thickness is 9 mm, that is, 224 mm is set as the minimum separation distance. Accordingly, it can be said that in order to reduce the stress between the main beam upper flange 11b and the main beam web 11a, it is appropriate to ensure an interval of 224 mm or more as the length L1. In addition, if buckling is taken into consideration, as described in the Japanese Highway Bridge Code and Commentary, setting 38 times the thickness of the plate as the maximum width of the unreinforced rigid section is also an appropriate upper limit in design. The aforementioned maximum The limit of the unreinforced rigidity section width is a level at which the buckling strength does not decrease when the high-strength steel SBHS is used for the main beam web 11a.

As shown in Figures 33 and 34, on the right side of the main beam web 11a of the main beam 11, the first transverse rib mounting member formed in the same way as the first transverse rib mounting member 70 and the second transverse rib mounting member 71 is bolted. The member 70A and the second transverse rib attaching member 71A. The first transverse rib attachment member 70A and the second transverse rib attachment member 71A are different from the first transverse rib attachment member 70 and the second transverse rib attachment member 71 only in the length of the bridge width direction.

As shown in FIGS. 33 and 35, the extension member 31c of the steel floor 30C, the transverse rib 33B of the steel floor 30D, and the connecting plate 70b of the first transverse rib mounting member 70 are joined to each other by the first joining plate 75 . The first joining plate body 75 is formed in a plate shape such that the thickness direction of the first joining plate body 75 becomes the bridge axis direction. When the first joint plate body 75 is viewed from the bridge axis direction, the first joint plate body 75 has a rectangular shape that is long in the vertical direction. The upper end of the first joint plate body 75 is arranged below the deck plate body 31 immediately adjacent to the steel floors 30C and 30D. The lower end of the first joining plate body 75 extends to the middle part of the connecting plate body 70b in the vertical direction. The extension member 31c, the transverse rib 33B, and the connecting plate body 70b are joined by a high-strength bolt 76 using the first joining plate body 75.

The transverse rib 33B of the steel floor 30D, the connecting plate body 70b of the first transverse rib mounting member 70, and the connecting plate body 71b of the second transverse rib mounting member 71 are joined to each other by the second joining plate body 77. The second joining plate body 77 is arranged below the first joining plate body 75. The upper end of the second joining plate body 77 extends to the middle portion of the connecting plate body 70b in the vertical direction. A gap T1 is formed between the second joining plate body 77 and the first joining plate body 75. The lower end of the second joining plate body 77 extends in the vertical direction to the lower end of the connecting plate body 71b. The cross rib 33B, the connecting plate body 70 b, and the connecting plate body 71 b are joined by a high-strength bolt 78 using the second joining plate body 77.

That is, the connecting plate body 70b is joined to the transverse rib 33B through the first joining plate body 75 and the second joining plate body 77, respectively. The gap T1 is arranged in the middle portion of the connecting plate body 70b in the vertical direction. On the other hand, the first transverse rib attachment member 70A, the second transverse rib attachment member 71A, and the transverse rib 33A of the steel floor 30C are respectively joined by joining the plate body 77A.

As shown in FIG. 36, the pair of shear force transmission members 72 are arranged so as to sandwich the main girder web 11a in the bridge width direction. As shown in FIGS. 34 and 36, each shear force transmission member 72 is provided with a first piece 80, a second piece 81, and a connecting piece 82. The first piece 80 and the second piece 81 are formed in a plate shape with the bridge width direction being the thickness direction. The first piece 80 is fixed to the main beam web 11a by a high-strength bolt (first fixing member) 84. Although not shown, the first piece 80 is fixed to the main girder web 11a by a plurality of high-strength bolts 84 arranged at intervals in the bridge axis direction. The second piece 81 is fixed to the lower extending longitudinal rib 32A of the steel floor 30C by a high-strength bolt (second fixing member) 85. The second piece 81 is arranged on the outside of a pair of downwardly extending longitudinal ribs 32A sandwiching the residual reinforced concrete 21 in the bridge width direction. The high-strength bolt 85 is arranged at the same position as the high-strength bolt 84 in the vertical direction. The second piece 81 is fixed to the lower extension longitudinal rib 32A by a plurality of high-strength bolts 85 arranged at intervals in the bridge axis direction.

When the connecting piece 82 is viewed from the bridge axis direction, the connecting piece 82 is formed in a curved shape that protrudes downward. The first end of the connecting piece 82 is connected to the first piece 80. The second end that is the opposite end to the first end of the connecting piece 82 is connected to the second piece 81. The connecting piece 82 straddles the lower end of the lower longitudinal rib 32A in the bridge width direction. The first piece 80, the second piece 81, and the connecting piece 82 are integrally formed by, for example, bending a steel plate. Fixing the shear force transmission member 72 to the main beam 11 and the lower extending longitudinal rib 32A of the steel floor 30C in this way makes it usable when the steel floor 30C is shifted from the main beam 11 in the bridge width direction. The aforementioned liners 60, 61, etc. can be easily handled.

The method of replacing the floor of the bridge of the present embodiment for constructing the bridge 10B configured as above is as follows. In addition, in this embodiment, it is basically performed by sequentially repeating the steps described in the above-mentioned first embodiment. Therefore, a detailed description of each step is omitted, and the same reference numerals are given to the same constituent members as in the first embodiment, and the description thereof is omitted or simplified. In the reinforced concrete floor removal process, the first transverse rib attachment member 70 and the second transverse rib attachment member 71 are respectively bolted to the main beam web 11a of the main beam 11. At this time, the second transverse rib attachment member 71 is arranged below the first transverse rib attachment member 70. The transverse rib mounting members 70, 71 are bolted to the main girder web 11a, so that the upper and lower length L1 of the main girder web 11a between the main girder upper flange 11b and the first transverse rib mounting member 70 becomes the main girder web Above 224mm of plate 11a. By performing the above process, it is deemed that the steel floors 30C and 30D have been replaced in the bridge 10B.

In the transverse rib rigid coupling step after the steel floor arranging step, the transverse rib 33B of the steel floor 30D is bolt-coupled to the first transverse rib attachment member 70 and the second transverse rib attachment member 71, respectively. In more detail, the extension member 31c of the steel floor 30C, the transverse rib 33B of the steel floor 30D, and the connecting plate body 70b of the first transverse rib attachment member 70 are joined to each other by the first joining plate body 75. The second joint plate body 77 joins the transverse rib 33B of the steel floor 30D, the connecting plate body 70b of the first transverse rib mounting member 70, and the connecting plate body 71b of the second transverse rib mounting member 71 to each other.

In the steel floor joining process, the first piece 80 of the shear force transmission member 72 is fixed to the main beam web 11a of the main beam 11 by the high-strength bolt 84. The second piece 81 of the shear force transmission member 72 is fixed to the lower extending longitudinal rib 32A of the steel floor 30C by the high-strength bolt 85. By performing the above steps, all the steps of the method for replacing the floor of the bridge 10B are completed.

Here, the result of analyzing the stress acting on the bridge 10B will be explained. Fig. 37 shows an analysis model of the bridge 10B. In the bridge 10B of the analytical model, a notch 71c is formed in the upper edge of the connecting plate body 71b. However, it is known that this notch 71c does not have a great influence on the stress acting on the bridge 10B. In the bridge 10B, the length L1 of the main beam web 11a between the main beam upper flange 11b and the first transverse rib mounting member 70 is relatively long, and the length L1 is 0.2 times the height of the main beam web 11a 300mm. This 0.2 times is determined in accordance with the installation position when the stiffeners are on the first floor as specified in the Japanese Highway Bridge Specifications and Explanations. Taking the Japanese highway bridge specifications and explanations as a reference, set the elastic modulus (Young's modulus) E of the steel floor 30C, 30D, main beam 11, etc., to 200kN/mm ² , and set the Posson ratio ( Poisson's ratio)μ is set to 0.3. The irregular material 47 was set to mortar, the elastic coefficient E was set to 26.5 kN/mm ² , and the Posson's ratio μ was set to 0.167.

The predetermined wheel load is applied to the bridge 10B downward. At this time, the stress range at the position P1 of the main beam web 11a joined to the main beam upper flange 11b becomes 20.6 N/mm ² . In addition, since the position P1 is a welded part, it becomes important to reduce the stress range to improve the fatigue resistance of the main beam 11. In addition, the position P2 of the upper end of the first transverse rib attachment member 70 in the main beam web 11a is a part to be joined by metal contact. Therefore, the stress range at the position P2 is not important in terms of fatigue resistance. In addition, in the outer edge of the transverse rib 33B, the stress range at the position P3 between the first joint plate body 75 and the second joint plate body 77 becomes 35.0 N/mm ² .

The analysis model of the bridge 10C is shown in FIG. 38. The aforementioned bridge 10C is set by the upper and lower length L2 of the main girder web 11a between the main girder upper flange 11b and the first transverse rib mounting member 70 relative to the bridge 10B. Is shorter. The length L2 is about 0 mm to 100 mm, which is at most 10 times the thickness of the main beam web 11a. In the bridge 10C, the first joint plate body 75 is not even joined to the first transverse rib attachment member 70. The same wheel load as the wheel load acting on the bridge 10B is applied to the bridge 10C. At this time, the stress range at the position P1 of the main beam web 11a joined to the main beam upper flange 11b becomes 92.5 N/mm ² . That is, it can be seen that in the bridge 10B, the length L1 is set to be longer with respect to the bridge 10C, thereby reducing the stress range at the position P1 from 92.5 N/mm ² to 20.6 N/mm ² . Among the outer edges of the transverse rib 33B, the stress range at the position P3 between the first joint plate body 75 and the second joint plate body 77 is 142.6 N/mm ² . That is, it can be seen that in the bridge 10B, the second joint plate body 77 is also joined to the first transverse rib mounting member 70 with respect to the bridge 10C, thereby reducing the stress range at the position P3 from 142.6 N/mm ² To 35.0N/mm ² .

According to this embodiment, the same effect as the first embodiment can be obtained. In addition, the length L1 of the main girder web 11a between the main girder upper flange 11b and the first transverse rib mounting member 70 is set to 224mm or more, so that the main girder web 11a can be joined to the main girder The stress range of the part corresponding to the position P1 of the upper flange 11b is reduced to improve the fatigue resistance of the main beam 11. As the transverse rib attachment member, a first transverse rib attachment member 70 and a second transverse rib attachment member 71 are provided. Therefore, since the entire transverse rib mounting members 70 and 71 can be configured to have predetermined bending strength and shear strength, the mass of each of the first transverse rib mounting member 70 and the second transverse rib mounting member 71 can be reduced. Thereby, the operator can easily transport each of the first transverse rib attachment member 70 and the second transverse rib attachment member 71 by manpower. In a narrow place such as between the reinforcing ribs 11e of the main beam 11, the first transverse rib attachment member 70 that is smaller in size than the transverse rib attachment member 16 can be arranged.

The first joining plate body 75 is joining the transverse rib 33B of the steel floor 30D and the first transverse rib mounting member 70, and the second joining plate body 77 is the joining steel floor 30D the transverse rib 33B, the first transverse rib mounting member 70, and The second transverse rib attachment member 71. Since the second joint plate body 77 joins not only the second transverse rib mounting member 71 but also the first transverse rib mounting member 70, it is possible to avoid stress concentration in the transverse rib 33B located between the first joint plate body 75 and the second joint The part between the plates 77. In the shear force transmission member 72, the first piece 80 is fixed to the position of the main beam web 11a by the high-strength bolt 84, and the second piece 81 is fixed to the lower extension of the steel floor 30C by the high-strength bolt 85. The position of the rib 32A is the same in the vertical direction, and therefore, it is possible to suppress the generation of a moment around the axis along the horizontal plane on the shear force transmission member 72. Therefore, the need for the shear force transmission member 72 to bear the moment is reduced, the weight of the shear force transmission member 72 can be reduced, and the number of bolts required for installation can be reduced.

In addition, in this embodiment, it may be configured such that the first joint plate body 75 joins the extension member 31c of the steel floor 30C, the transverse rib 33B of the steel floor 30D, the joint plate body 70b of the first transverse rib attachment member 70, and The second transverse rib attachment member 71 connects the plate body 71b, and the second joint plate body 77 joins the transverse rib 33B of the steel floor 30D and the connecting plate body 71b of the second transverse rib attachment member 71. Even with such a structure, the same effects as the bridge 10B and the floor replacement method of this embodiment can be exerted. Moreover, as shown in the bridge 10D shown in FIG. 39, the 1st joint plate body 75 and the 2nd joint plate body 77 in the bridge 10B of this embodiment may be integrally comprised as a joint plate body 88. Industrial availability

According to the present invention, it is possible to provide a bridge structure and a floor replacement method. The transverse ribs of the steel floor can be easily and firmly joined to the web of the main girder, and the rigidity of the bridge can be ensured. In addition, the main girder and the steel The shear force is reliably transmitted between the floors in the direction of the bridge axis.

10, 10B, 10C, 10D: Bridge (the structure of the bridge) 11: Main beam 11a: Main beam web 11b: Upper flange of main beam 11c: Lower flange of main beam 11d, 16c, 16d, 31b, 33g, 42c, 50d, 55b: bolt holes 11e, 70d, 71d: reinforcing ribs 12: beam 13: Anti-sway support structure 14: Reinforced concrete floor 14a: ridge 14A: Extend the bracket 14b: Edge beam 14c: Guardrail 15, 34, 34a: paving department 16: Cross-rib mounting member 16a, 70a, 71a: fixed board 16b, 70b, 71b: connecting plate body 17: Temporary protection 18, 45, 46, 76, 78: high-strength bolts 18a, 45a, 57a: nut 20, 20A, 20B: Removal part 21: Residual reinforced concrete 21a: Upper rebar 22: Cover concrete 30, 30A, 30B, 30C, 30D: steel floor 31: Deck plate 31a, 32a: outer peripheral edge 31c: Extension member 32: Longitudinal ribs 32A: Lower extension longitudinal rib (rib) 33, 33A, 33B: transverse ribs 33a: one end face 33b: flange 33c: protrusion 33d: Both ends 33e: end 35: Joint between panels 35a, 35b, 35c, 35d: joint plate body 36: Sealing material 37: Titanium foil 40: Height adjustment bolt 41: screw hole 42, 77A, 88: Joint plate body 47: Irregular materials 50, 72: Shear force transmission component 50a: The first fixing plate 50b: The second fixing plate 50c: Link plate 51, 52, 57: bolts 55: Temporarily fix the board 56: Temporary Paving Department 60, 61: Lining board 62: Net component 70, 70A: 1st transverse rib installation member (transverse rib installation member) 70c, 71c: gap 71, 71A: 2nd transverse rib installation member (transverse rib installation member) 75: The first joint plate body 77: The second joint plate body 80: first piece 81: second piece 82: Link 84: High-strength bolt (1st fixing member) 85: High-strength bolt (second fixing member) A: Arrow L1, L2: length P1, P2, P3: position S, T1: gap S1~S12: steps

Fig. 1 is a flow chart of a method for replacing a floor of a bridge according to the first embodiment of the present invention. 2A is a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a perspective view of the bridge before the floor replacement is viewed from diagonally above. However, only one-sided lanes are displayed. Fig. 2B is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a perspective view of the bridge before the floor replacement is viewed diagonally from below. Fig. 3 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing a state where the transverse rib mounting member has been installed on the main girder web, (a) is from diagonally below Let's see the perspective view of the bridge. (b) is the cross-sectional view of the main beam on the right, including the installation members of the transverse ribs. 4 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing the transverse rib mounting member, (a) is a perspective view of the transverse rib mounting member, (b) is (a ) In the perspective view of arrow A. Fig. 5 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a cross-sectional view showing the main part of the state where the transverse rib mounting member has been mounted on the main girder web. 6 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor has been removed, and is a perspective view of the bridge as viewed from diagonally above. Fig. 7 is also a diagram for explaining the method of replacing the floor of a bridge in the first embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor has been removed, and is a perspective view of the bridge as viewed from diagonally below. Fig. 8 is also a diagram for explaining the method of replacing the floor of a bridge in the first embodiment of the present invention, and is a cross-sectional view showing a state where the upper part of the residual concrete has been removed. Fig. 9 is also a diagram for explaining the method of replacing the floor of a bridge in the first embodiment of the present invention, and is a diagram showing a state where a steel floor has been installed, (a) is a perspective view of the bridge viewed from diagonally above, (b ) Is a perspective view of the bridge that shows the state where the temporary fixing plate is installed from the diagonally above. Fig. 10 is also a diagram for explaining the method of replacing the floor of a bridge in the first embodiment of the present invention, and is a diagram showing a state where a steel floor has been installed, (a) is a perspective view of the bridge viewed diagonally from below, (b ) Is the front view of the bridge. 11 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing the main parts including the residual concrete, (a) is a cross-sectional view, (b) is a view showing that it has been filled A cross-sectional view of the state of the irregular material. 12 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing a state where the transverse ribs have been rigidly joined to the web of the main girder, (a) is from diagonally below Viewed in perspective, (b) is a side view. Fig. 13 is also a diagram for explaining a method of replacing a floor of a bridge in the first embodiment of the present invention, and is a perspective view of the main part in Fig. 10(b). Fig. 14 is also a diagram for explaining a method of replacing a floor of a bridge according to the first embodiment of the present invention, and is a plan sectional view of the main part in Fig. 12(a). 15 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, and is a diagram showing the shear force transmission member, (a) shows the main part of the state of the shear force transmission member installed In the cross-sectional view, (b) is a perspective view of the shear force transmission member, (c) is a front view of the shear force transmission member, (d) is a side view of the shear force transmission member, and (e) is a bottom view of the shear force transmission member. 16 is also a diagram for explaining the method of replacing the floor of the bridge in the first embodiment of the present invention, (a) is a cross-sectional view showing the main parts of the steel floor and the reinforced concrete floor adjacent to the steel floor, (b ) Is a cross-sectional view showing the main part of the state where a temporary fixing board is temporarily installed between the steel floor and the reinforced concrete floor, and the temporary paving is performed. Fig. 17 is a cross-sectional view showing the main part of the structure of the bridge according to the first embodiment of the present invention. Fig. 18 is a diagram for explaining a method of installing the next steel floor in the first embodiment of the present invention, and is a perspective view showing a state where the removal part has been installed and viewed from diagonally above. Fig. 19 is also a diagram for explaining a method of installing the next steel floor in the first embodiment of the present invention, and is a perspective view showing a state where the removal part has been installed and viewed from diagonally below. 20A is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and is a perspective view showing a state where the next steel floor has been installed and viewed from diagonally above. 20B is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor of the lane on the other side has been removed, and It is a perspective view of the bridge from diagonally above. 20C is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor of the lane on the other side has been removed, and It is a front cross-sectional view in the removed part. 20D is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and is a diagram showing a state in which the steel floor has been installed on the other side of the lane, and from Obliquely view the three-dimensional view of the bridge. 20E is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and is a diagram showing a state in which the steel floor has been installed on the other side of the lane, and this Front section view in steel floor. FIG. 20F is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and shows that a temporary fixing board is temporarily installed between the steel floor and the reinforced concrete floor, and the temporary paving is performed Front sectional view of the installed state. 20G is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and shows a state in which adjacent steel floors in the bridge axis direction have been joined by inter-panel joints Front section view. Fig. 20H is also a diagram for explaining the method of installing the next steel floor in the first embodiment of the present invention, and shows that the steel floor adjacent to the bridge axis in the orthogonal direction has been joined by the joint between the panels Front cross-sectional view of the state. Fig. 21 is also a diagram for explaining a method of installing the next steel floor in the first embodiment of the present invention, and is a perspective view showing a state where the next steel floor has been installed and viewed from diagonally below. Fig. 22 is a diagram for explaining a method of replacing a floor of a bridge according to the second embodiment of the present invention, and is a perspective view of the bridge before the floor replacement is viewed diagonally from above. However, only one-sided lanes are displayed. FIG. 23 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a perspective view of the bridge before the floor replacement is viewed diagonally from below. Fig. 24 is also a diagram for explaining the method of replacing the floor of a bridge in the second embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor has been removed, and is a perspective view of the bridge as viewed diagonally from above. FIG. 25 is also a diagram for explaining the method of replacing the floor of a bridge according to the second embodiment of the present invention, and is a diagram showing a state where a part of the reinforced concrete floor has been removed, and is a perspective view of the bridge as viewed from diagonally below. Fig. 26 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a diagram showing a state where the steel floor has been installed, and is a perspective view of the bridge as viewed diagonally from above. Fig. 27 is also a diagram for explaining the method of replacing the floor of a bridge in the second embodiment of the present invention, and is a diagram showing a state where a steel floor has been installed, and is a perspective view of the bridge as viewed diagonally from below. Figure 28 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a diagram showing a state where more parts of the reinforced concrete floor have been removed, and the bridge is viewed from diagonally above Stereograph. Figure 29 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a diagram showing a state where more parts of the reinforced concrete floor have been removed, and the bridge is viewed diagonally from below Stereograph. Fig. 30 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a diagram showing a state where the next steel floor has been installed, and is a perspective view of the bridge as viewed diagonally from above. FIG. 31 is also a diagram for explaining the method of replacing the floor of the bridge in the second embodiment of the present invention, and is a diagram showing a state where the next steel floor has been installed, and is a perspective view of the bridge as viewed from diagonally below. Fig. 32 is also a diagram for explaining a method of replacing a floor of a bridge according to the second embodiment of the present invention, and is a cross-sectional view showing the main part of the floor replacement structure of the bridge. Fig. 33 is a cross-sectional view showing a main part of a bridge according to a third embodiment of the present invention. Fig. 34 is also a diagram of the third embodiment, and is a perspective view of the main part of the bridge viewed diagonally from below. Fig. 35 is also a diagram of the third embodiment, and is a perspective view of the first and second cross-rib mounting members of the bridge viewed diagonally from below. Fig. 36 is also a view of the third embodiment, and is a cross-sectional view showing the main part of the bridge including residual concrete. FIG. 37 is a diagram showing an analysis model of a bridge when the length of the main girder web between the main girder upper flange and the first transverse rib attachment member is relatively long. 38 is a diagram showing an analysis model of a bridge when the length of the web of the main girder between the upper flange of the main girder and the first transverse rib attachment member is relatively short. Fig. 39 is a cross-sectional view showing a main part of a bridge according to a modification of the third embodiment of the present invention.

11: Main beam

11a: Main beam web

11b: Upper flange of main beam

14: Reinforced concrete floor

15, 34: Paving Department

16: Cross-rib mounting member

20: Removal part

21: Residual reinforced concrete

30: Steel floor

31: Deck plate

32: Longitudinal ribs

32A: Lower extension longitudinal rib (rib)

33, 33A, 33B: transverse ribs

33e: end

45: High-strength bolts

47: Irregular materials

50: Shear force transmission component

55: Temporarily fix the board

56: Temporary Paving Department

Claims (26)

A bridge structure is constructed by replacing part of the reinforced concrete floor laid by the main girder of the bridge with a steel floor. Its characteristics are: have: Residual reinforced concrete is formed by removing parts other than the upper surface side of the upper flange of the main beam of the main beam in the aforementioned reinforced concrete floor; and In the steel floor, the removed portion is arranged to cover the remaining reinforced concrete, and the removed portion is formed by removing the upper surface side of the main beam upper flange of the main beam in the reinforced concrete floor, and The steel floor has transverse ribs, and the transverse ribs are arranged in the bridge width direction on the lower surface side of the deck plate body, At least a part of one end surface or both end surfaces in the bridge width direction of the transverse rib is opposed to the web surface of the main girder web of the closest main girder, The aforementioned transverse rib is at the end of the transverse rib in the bridge width direction, rigidly coupled to the aforementioned main girder web closest to the end, The main beam and the steel floor are combined by a shear force transmitting member that transmits shear force in the direction of the bridge axis. Such as the structure of the bridge in claim 1, in which the covering concrete on the upper part of the aforementioned residual reinforced concrete has been removed. Such as the structure of the bridge of claim 1 or 2, wherein in the aforementioned steel floor, a height adjustment bolt capable of adjusting the height of the steel floor is screwed, and the screw can abut the aforementioned residual reinforced concrete. The structure of the bridge according to any one of claims 1 to 3, wherein an irregular material is filled between the steel floor, the upper flange of the main beam, and the residual reinforced concrete. The structure of a bridge according to any one of claims 1 to 4, wherein the steel floor provided in the removal part has a pre-construction paving part, and the steel floor and the reinforced concrete floor adjacent to the steel floor Temporary fixing plates are installed between them, On the upper surface side of the temporary fixing board, the temporary paving part is constructed to be almost flush with the paving part and the paving part on the reinforced concrete floor. The bridge structure according to any one of claims 1 to 5, wherein a transverse rib mounting member is bolted to the web of the main girder, and the end of the transverse rib is bolted to the transverse rib mounting member. The bridge structure of claim 6, wherein the upper and lower length of the main beam web between the upper flange of the main beam and the transverse rib mounting member is 224 mm or more. For the bridge structure of claim 6 or 7, wherein the end of the transverse rib mounting member and the transverse rib are clamped by joining the plate body and fastened by high-strength bolts, thereby performing high-strength bolts Friction joint, On the joint surface of the joint plate body around the bolt hole through which the high-strength bolt can be inserted, a friction surface treatment by metal spraying is applied. Such as the structure of a bridge in any one of claims 6 to 8, which is provided with a plurality of the aforementioned transverse rib installation members. Such as the structure of a bridge in any one of claims 6 to 9, which, as the aforementioned transverse rib installation member, has: 1st transverse rib mounting member; and The second transverse rib attachment member is arranged below the first transverse rib attachment member, In addition, the structure of the aforementioned bridge has: The first joint plate body joins the aforementioned transverse rib and the aforementioned first transverse rib mounting member to each other; and The second joining plate body joins the transverse rib, the first transverse rib attachment member, and the second transverse rib attachment member to each other. Such as the structure of a bridge in any one of claims 6 to 9, which, as the aforementioned transverse rib installation member, has: 1st transverse rib mounting member; and The second transverse rib attachment member is arranged below the first transverse rib attachment member, In addition, the structure of the aforementioned bridge has: The first joint plate body joins the aforementioned transverse rib, the aforementioned first transverse rib mounting member, and the aforementioned second transverse rib mounting member to each other; and The second joining plate body joins the transverse rib and the second transverse rib attachment member to each other. Such as the structure of the bridge in any one of claims 1 to 11, wherein the aforementioned shear force transmission member has: The first piece is fixed to the aforementioned main beam web by the first fixing member; The second piece is fixed to the rib by a second fixing member, the second fixing member is arranged at the same position in the vertical direction as the first fixing member, and the rib is joined to the lower surface of the deck plate; and The connecting pieces are respectively connected to the first piece and the second piece. The structure of the bridge according to any one of claims 1 to 12, wherein the steel floor is provided with longitudinal ribs, and the longitudinal ribs are formed in a flat plate shape and extend in a direction crossing the transverse ribs, and are arranged on the deck plate body Below and joined to the aforementioned deck plate, The longitudinal rib is a notch inserted in the upper end of the web of the transverse rib, Furthermore, a connecting portion is provided, and the connecting portion is respectively joined to the end portion of the notch of the transverse rib and the longitudinal rib, and seals the notch. A method for replacing the floor of a bridge is to replace a part of the reinforced concrete floor supported by the main beam of the bridge with a steel floor. The method is characterized by: The steel floor has a transverse rib, the transverse rib is arranged in the bridge width direction on the lower surface side of the deck plate body, and at least a part of one or both ends of the transverse rib in the bridge width direction is the closest main beam The webs of the main beam webs face each other, The aforementioned bridge floor replacement methods include: Reinforced concrete floor removal process, in the reinforced concrete floor, remove the part provided on the upper surface side of the upper flange of the main beam of the main beam, thereby providing a removal part, and leaving the remaining reinforced concrete in the aforementioned The upper surface side of the upper flange of the main beam; The steel floor arranging process, arranging the steel floor in the aforementioned removal part to cover the aforementioned residual reinforced concrete; The cross-rib rigid coupling step involves rigidly coupling the aforementioned cross-rib at the end of the cross-rib to the web of the main beam closest to the end; and The steel floor joining process combines the main beam and the steel floor by a shear force transmitting member that transmits shear force in the direction of the bridge axis. For example, the bridge floor replacement method of claim 14, which is to remove the covering concrete on the upper part of the remaining reinforced concrete in the aforementioned reinforced concrete floor removal process. For example, the method for replacing the floor of a bridge in claim 14 or 15, wherein in the aforementioned steel floor, a height adjustment bolt that can adjust the height of the steel floor is screwed, and the screw can abut the aforementioned residual reinforced concrete, After the steel floor installation process, the height of the steel floor is adjusted by turning the height adjustment bolt. The method for replacing the floor of a bridge according to any one of claims 14 to 16, wherein after the steel floor arranging step, irregular filling is performed between the steel floor and the upper flange of the main beam and the remaining reinforced concrete material. For example, the method for replacing the floor of a bridge in any one of Claims 14 to 17, wherein the steel floor provided in the aforementioned removal part has a construction paving part, After the steel floor arranging process, a temporary fixing plate is erected between the steel floor and the reinforced concrete floor adjacent to the steel floor and not replaced by the steel floor, On the upper surface side of the temporary fixing board, the temporary paving part is constructed to be almost flush with the paving part and the paving part on the reinforced concrete floor. For example, the method for replacing the floor of a bridge according to any one of claims 14 to 18, which is to first bolt the transverse rib mounting member to the web of the main girder, and after the steel floor arranging process, connect the transverse rib bolt to The aforementioned transverse rib mounting member. The method for replacing the floor of a bridge in claim 19, wherein the upper and lower length of the web of the main beam between the upper flange of the main beam and the transverse rib installation member is 224 mm or more. Such as claim 19 or 20 of the bridge floor replacement method, wherein when the aforementioned transverse rib bolt is coupled to the aforementioned transverse rib installation member, The cross-rib mounting member and the end of the cross-rib are sandwiched by the joining plate body and fastened by high-strength bolts, thereby performing frictional joining of the high-strength bolts, The friction surface treatment by metal spraying is performed on the joint surface of the joint plate body around the bolt hole through which the high-strength bolt can be inserted in advance. For example, the method for replacing the floor of a bridge according to any one of claims 19 to 21, which is to first bolt a plurality of the aforementioned transverse rib mounting members to the aforementioned main beam web, and after the aforementioned steel floor arranging process, the aforementioned transverse rib They are respectively bolted to the aforementioned plural transverse rib mounting members. Such as the method for replacing the floor of a bridge in any one of claims 19 to 22, which is to arrange the first transverse rib mounting member, which is the transverse rib mounting member, and the second transverse rib mounting member below the first transverse rib mounting member. The rib mounting member is bolted to the aforementioned main beam web, In the aforementioned rigid coupling process of the transverse ribs, By the first joining plate body, the aforementioned transverse rib and the aforementioned first transverse rib mounting member are joined to each other, The second joint plate body joins the transverse rib, the first transverse rib attachment member, and the second transverse rib attachment member to each other. Such as the method for replacing the floor of a bridge in any one of claims 19 to 22, which is to arrange the first transverse rib mounting member, which is the transverse rib mounting member, and the second transverse rib mounting member below the first transverse rib mounting member. The rib mounting member is bolted to the aforementioned main beam web, In the aforementioned rigid coupling process of the transverse ribs, The first joint plate body joins the transverse rib, the first transverse rib attachment member, and the second transverse rib attachment member to each other, The second transverse rib and the second transverse rib attachment member are joined to each other by the second joining plate body. Such as the bridge floor replacement method of any one of claims 14 to 24, wherein in the aforementioned steel floor bonding process, The first piece of the shear force transmission member is fixed to the main beam web by the first fixing member, The second piece of the shear force transmission member is fixed to the rib by a second fixing member, the second fixing member is arranged at the same position in the vertical direction as the first fixing member, and the rib is attached to the deck plate body The bottom surface, The connecting pieces of the shear force transmission member are respectively connected to the first piece and the second piece. The method for replacing the floor of a bridge according to any one of claims 14 to 25, wherein the steel floor is provided with longitudinal ribs, and the longitudinal ribs are formed in a flat plate shape and extend in a direction crossing the transverse ribs, and are arranged on the deck The bottom of the plate body is joined to the aforementioned deck plate body, The longitudinal rib is a notch inserted in the upper end of the web of the transverse rib, Furthermore, a connecting portion is provided, and the connecting portion is respectively joined to the end portion of the notch of the transverse rib and the longitudinal rib, and seals the notch.

Images