JP7539643B1 - Continuous rigid joint structure for main girder - Google Patents

Abstract

[Problem] To provide a continuous main girder rigid connection structure that can properly bear the tensile force applied to the connecting concrete while reducing it, and can effectively prevent the occurrence of cracks. [Solution] The continuous main girder rigid connection structure of the present invention has a structure in which the girder ends of the left span main girder and the right span main girder are supported on the bridge seat of a common pier via bolsters, the girder ends of each main girder are connected to the pier by connecting strips erected on the bridge seat, a support girder is placed above the gap formed between the girder ends of both main girders with a gap between them, and the support girder, the gap, the girder ends of each main girder and the connecting strip are embedded in concrete to connect the left span main girder and the right span main girder, and the continuous main girders are rigidly connected to the pier. [Selected drawing] Figure 5

Description

The present invention relates to a continuous rigid connection structure of the left span main girder and the right span main girder in a multi-span girder bridge in which the girder ends of multiple left span main girders arranged in parallel in the bridge width direction and the girder ends of multiple right span main girders arranged in parallel in the bridge width direction are supported on a common pier.

As shown in Figure 1 (A), a typical double-span girder bridge has one or more piers 2 between abutments 1 on both banks depending on the bridge length, and multiple main girders 3 made of steel such as H-shaped steel or prestressed concrete are spanned in parallel across the width of the bridge between the abutment 1 and pier 2, and between the piers 2 and pier 2, respectively. The girder ends 3a of the main girders 3 that make up the left span and the main girders 3 that make up the right span are supported on the common pier 2 via bearings 6.

In such a multi-span girder bridge, as shown in Figure 1(B), a large negative bending moment (a "-" moment in Figure 1(B), i.e. a force that tries to bend the girder into an upward convex shape) is generated at the section where the girder end 3a of the left span main girder 3 and the girder end 3a of the right span main girder 3 are connected (hereinafter referred to as the "support section") due to dead loads such as the weight of the main girders and the weight of the deck concrete, or live loads such as the weight of traveling vehicles. This generates a tensile force T on the upper end of the connecting concrete 9 in this connected section, which may cause cracks.

Patent Document 1 discloses a method of pouring deck concrete onto the left span main girder and the right span main girder in a state where the girder ends of the left span main girder and the right span main girder are not connected to each other and a gap is formed (a state where the above-mentioned negative bending moment is not generated), and then generating a positive bending moment (the + moment in Figure 1 (B) in other words, a force that tries to bend the main girders in a downward convex shape) due to the dead load caused by the weight of each deck concrete and the weight of the main girders (hereinafter referred to as "dead load before continuity") in each main girder, and then pouring connecting concrete into the gap to connect both main girders.

JP 2008-19687 A

The main girder continuity structure of Patent Document 1 can prevent the generation of negative moments at the supports due to the dead load before continuity. However, when a tensile force (T in Figure 1(A)) is applied to the connecting concrete due to the dead load applied after continuity (hereinafter referred to as the "dead load after continuity") or the negative bending moment due to the live load, the tensile force is borne only by the connecting concrete, that is, by the concrete member with weak tensile strength, and the problem of cracks cannot be effectively solved.

In addition, in the above-mentioned Patent Document 1, as a means of preventing the displacement of the connecting concrete poured in the above-mentioned gap, a method is adopted in which connecting members are protruded from the girder end faces of each main girder and embedded in the connecting concrete. However, the two connecting members are not connected to each other, and the structure is still such that the tensile force is borne by concrete members with weak tensile strength.

The present invention provides a continuous main girder rigid joint structure that prevents the generation of negative bending moments due to the dead load before continuity at the support, while reducing the negative bending moments due to the dead load and live load after continuity at the support, and thus the tensile force applied to the concrete, by having the tensile force borne by the support girder located above the gap, thereby effectively resolving the above-mentioned cracking problem.

In summary, the continuous main girder rigid connection structure of the present invention is a structure in which multiple left span main girders arranged in parallel in the bridge width direction and multiple right span main girders arranged in parallel in the bridge width direction are supported on a common pier to make them continuous and rigidly connected to the pier, and the girder ends of the left span main girder and the right span main girder are supported on the bridge seat of the pier via bolsters, respectively, and the girder ends of each main girder are connected to the pier with connecting strips erected on the bridge seat, and a support girder is placed above the gap formed between the girder ends of both main girders with a gap between them, and the support girder, the gap, the girder ends of each main girder, and the connecting strip are embedded in concrete to make the left span main girder and the right span main girder continuous and rigidly connect both continuous main girders to the pier.

Therefore, the structure in which the left span main girder and the right span main girder are not connected prevents the occurrence of negative bending moment at the support due to the dead load before continuity. On the other hand, the support girder material placed above the gap makes it possible to make the support height (H in Figure 1 (A)) as high as possible, which reduces the negative bending moment at the support due to the dead load and live load after continuity and reduces the tensile force applied to the concrete. In addition, the tensile force is borne by the support girder material, which effectively solves the problem of cracks.

Preferably, by making each of the main girders arch-shaped, the support height can be reliably increased and the negative bending moment due to the dead load and live load after the continuation can be reduced.

Preferably, by connecting the support beam to the connecting strip, the support beam can be easily positioned in the desired position and the continuous rigid connection structure can be strengthened.

In addition, by making the support beams out of metal, they can adequately bear tensile forces. Even more preferably, by using reinforcing bars as the support beams, they can be easily installed and buried.

Alternatively, the support beams can be made of prestressed concrete (hereinafter referred to as "PC").

Preferably, the girder support surface of the bolster has a curved or polygonal structure, so that it can reliably support each of the main girders while appropriately adapting to the displacement, inclination, and shape of each of the main girders.

In addition, by connecting the upper end of the connecting bar to the support material above the support beam and fixing the nut to the upper surface of the support material via a spherical washer, the spherical washer can absorb the inclination due to the longitudinal gradient and transverse gradient, allowing the nut to be fixed without any gaps.

The main girder continuous rigid connection structure of the present invention prevents the occurrence of negative bending moments due to the dead load before continuity at the support, while reducing the negative bending moments due to the dead load and live load after continuity at the support, and thus the tensile force applied to the connecting concrete, and allows the support girder to bear the reduced tensile force, effectively preventing the occurrence of cracks.

(A) is a side view showing a typical double-span girder bridge, and (B) is a distribution diagram of bending moments generated in a double-span girder bridge. FIG. 13 is an explanatory diagram outlining a continuous main girder rigid connection structure in an embodiment in which steel angle members are used as support girder members. FIG. 13 is an explanatory diagram showing the state in which the ends of the left span main girder and the right span main girder are connected to the pier. FIG. 13 is an explanatory diagram showing the state in which the ends of the left span main girder and the right span main girder are connected to the pier. This is a cross-sectional view in the bridge length direction showing the continuous rigid connection structure of the main girder. FIG. 6 is a cross-sectional view of the main girder continuous rigid joint structure in a plane (cross-sectional view of line A-A in FIG. 5). FIG. 6 is a cross-sectional view of the main girder continuous rigid joint structure in a plane (cross-sectional view of line B-B in FIG. 5). This is a cross-sectional view in the bridge width direction (cross-sectional view along line CC in Figure 5) showing the main girder continuous rigid connection structure. FIG. 11 is a cross-sectional view illustrating a bolster having a girder support surface in the shape of a polygonal surface. FIG. 13 is an explanatory diagram outlining a main girder continuous rigid connection structure in an embodiment in which steel bars are used as support girder materials. This is a cross-sectional view in the bridge length direction showing the continuous rigid connection structure of the main girder. This is a cross-sectional view of the main girder continuous rigid connection structure in a plane (cross-sectional view of line D-D in Figure 11). This is a cross-sectional view of the main girder continuous rigid connection structure in a plane (cross-sectional view of line E-E in Figure 11). This is a cross-sectional view in the bridge width direction showing the continuous rigid connection structure of the main girder (cross-sectional view taken along line F-F in Figure 11). 11 is a cross-sectional view illustrating the fixing of a nut by a spherical washer. FIG. This is a cross-sectional view in the bridge length direction showing another example of a main girder continuous rigid connection structure.

The best embodiment of the main girder continuous rigid joint structure according to the present invention will be described below with reference to Figures 1 to 16.

<General continuous main girder structure>
As already mentioned, as shown in Figure 1 (A), a typical double-span girder bridge has one or more piers 2 between abutments 1 on both banks depending on the length of the bridge, and multiple main girders 3 made of steel such as H-shaped steel or made of precast concrete are spanned in parallel in the width direction of the bridge between the abutment 1 and pier 2, and between the piers 2 and pier 2, respectively.

In more detail, the girder ends 3a of the main girders 3 constituting the left span and the main girders 3 constituting the right span are supported on the bridge seat 2a of one pier 2 via bearings 6, and a gap 5 is formed between the girder ends 3a of the left span main girders 3 and the right span main girders 3, specifically between the girder end faces 3b of each girder end 3a, and the left span main girders 3 and the right span main girders 3 have a discontinued structure due to the gap 5, and connecting concrete 9 is poured into the gap 5 to make the left span main girders 3 and the right span main girders 3 continuous.

<Continuous rigid joint structure of main beam according to the present invention>
<Basic structure>
As shown in Figures 2 and 10, the continuous main girder rigidly connected structure of the present invention has a structure in which the girder end 3a of the left span main girder 3 and the girder end 3a of the right span main girder 3 are each supported on the bridge bearing surface 2a of a common pier 2 via bolster members 4, and the girder ends 3a of each main girder 3 are each connected to the pier 2 by connecting strips 13 erected on the bridge bearing surface 2a.

In the present invention, the girder end 3a of the left span main girder 3 and the girder end 3a of the right span main girder 3 are not connected, and the support girder 7 is placed above the gap 5 formed between the girder end faces 3b of each girder end 3a with a gap 5 between them. The support girder 7, gap 5, girder ends 3a of each main girder 3 and connecting strips 13 are embedded in connecting concrete 9 to connect the left span main girder 3 and the right span main girder 3, and the basic structure rigidly connects the connected main girders 3 to the pier 2.

Therefore, the main girder continuous rigid connection structure of the present invention, like a general continuous structure, does not connect the girder ends 3a of the left span main girder 3 and the right span main girder 3, so it can of course prevent the occurrence of negative bending moments due to pre-continuity dead loads at the support points, but it also has the following effects:

In other words, the support height H can be made as high as possible by using the support girder 7 that is placed above and away from the gap 5, and can reduce the negative bending moment due to the dead load and live load at the support after continuity, and can reduce the tensile force T applied to the connecting concrete 9. In addition, the tensile force T can be borne by the support girder 7, effectively solving the problem of cracks.

Note that Figs. 2 to 8 and 16 show examples in which steel angle bars are used as the support girder 7, and Figs. 10 to 14 show examples in which reinforcing bars are used as the support girder 7. As will be described later, in the main girder continuous rigid joint structure according to the present invention, the girder used as the support girder 7 may be made of metal or precast concrete as long as it can withstand the tensile force T, and the cross-sectional shape may be arbitrary depending on the implementation.

<Main girder structure>
In the present invention, it is preferable to use an arch-shaped main girder as each main girder 3. For example, as shown in Figs. 2 and 10, a curved arch-shaped main girder, that is, a main girder that is bent in an upwardly convex shape in the longitudinal direction, is used as each main girder 3. This curved arch shape can reliably increase the support height H, and can also reduce the negative bending moment based on the dead load and live load after continuation, thereby reducing the tensile force T. Also, as shown in Fig. 16, if a square arch-shaped (π-shaped) main girder is used as each main girder 3, that is, a main girder in which the height of the central girder part in the longitudinal direction is higher than the height of the end girder parts, the square arch shape can also reliably increase the support height H, thereby reducing the tensile force T.

In each example in this document, an H-shaped steel beam is used as the main girder 3, but the cross-sectional shape is not important as long as the girder is made of metal, preferably steel, and has a support surface supported by the bolster material 4 (described later) and a flange portion that can be connected to the vertically extending connecting bar 13. In addition, if a curved arch shape is used, the radius (R) that determines the arc shape can be adjusted as appropriate, and in the case of a square arch shape, the angle of the corners can be adjusted as appropriate.

<Main girder support structure and rigid connection structure between girder and pier>
In the continuous and rigidly connected main girder structure of the present invention, as shown in Figures 3 and 4, first, the left span main girder 3 and the right span main girder 3 are supported by bolsters 4 installed on the bridge bearing surface 2a of a common pier 2 for supporting the left span main girder 3 and the right span main girder 3, respectively.

To explain the bolster 4 in detail, it is made of concrete, metal, or synthetic resin, and is arranged continuously in the width direction of the bridge as shown in Fig. 8 and Fig. 14. Preferably, as shown in Fig. 5, etc., the girder support surface (upper surface) 4a of the bolster 4 is made of a curved structure, or as shown in Fig. 9, the girder support surface 4a is made of a polygonal structure consisting of many small width surfaces 4b, so that it can support each main girder 3 in response to its inclination and deformation.

As shown in Figure 4, when the girder ends 3a of the left span main girder 3 and the right span main girder 3 are supported on the bridge seat 2a of the pier 2 by the lower flanges 3e via the bolster 4 installed as described above, the curved or polygonal girder support surface 4a of the bolster 4 can absorb the inclination of the main girder 3, and since it does not have any acute or right-angled corners, it can effectively prevent the bolster 4 itself from chipping.

In addition, in the present invention, connecting strips 13 that connect to each girder end 3a of the left span main girder 3 and the right span main girder 3 are erected on the bridge seat 2a on which the bolster 4 is installed.

The connecting bar 13 is made of a steel rod such as a reinforcing bar, and the lower end of the steel rod is embedded integrally into the concrete pier 2 and raised from the bridge seat 2a. Alternatively, a cable can be used instead of a steel rod.

When using steel bars as the connecting bars 13, as shown in Figures 5 and 10, the ends of the reinforcing bars 16 embedded in the concrete pier 2 can be protruded upward from the bridge seat 2a, and the protruding parts can be used as the connecting bars 13.

As shown in Figure 3, the connecting bar 13 is inserted into each girder end 3a of the left span main girder 3 and the right span main girder 3. Specifically, it is inserted from bottom to top into the through holes 17 provided in the upper flange 3d and the lower flange 3e of each girder end 3a of the left span main girder 3 and the right span main girder 3. It is preferable to make the through holes 17 elongated in the bridge length direction so that they can accommodate displacement or misalignment of the girder ends 3a of each main girder 3.

As shown in Figures 8 and 14, the connecting bars 13 can be raised on the bridge seat 2a from directly below the girder end 3a of each main girder 3, and also from directly below the parallel spacing in the bridge width direction of the girder end 3a of each main girder 3 (the spacing between adjacent main girders 3 in the bridge width direction). Alternatively, it is optional to raise the connecting bars 13 only from directly below the girder end 3a of each main girder 3 on the bridge seat 2a, depending on the implementation.

In addition, as described above, when a connecting bar 13 is provided that rises from directly below the parallel interval in the bridge width direction of the girder end 3a of each main girder 3, the connecting bar 13 is inserted into the parallel interval as shown in Figures 8 and 14.

As shown in Figures 3 and 4, when steel angle bars are used as the support beams 7, the support beams 7 can be easily positioned at the desired position above the gap 5 by using the connecting bars 13 inserted into the girder ends 3a of the main girders 3. That is, the nut 14' supporting the underside of the flange 7a of the support beam 7 is screwed onto the upper end (male thread end) of the connecting bars 13, and the upper end is inserted into the through hole 7d protruding from the flange 7a, and the nut 14 is screwed onto the upper end after insertion, and the nut 14 is fixed to the upper surface of the flange 7a of the support beam 7, thereby fixing the support beam 7 at the desired position. Note that 21 in Figure 3 is a washer.

The nuts 14 that are fixed to the upper surface of the flanges 7a of the support girder 7 described above are fixed directly to the upper surface of the flanges 7a, or, as shown in the figure, are fixed to the upper surface of the flanges 7a via support materials 15. The support materials 15 extend across the girder ends 3a arranged in parallel in the bridge width direction, and are placed on the upper surface of the flanges 7a of each support girder 7.

As shown in Figures 8 and 14, for the connecting bars 13 inserted within the parallel intervals (adjacent intervals) in the bridge width direction of the left span main girder 3 and within the parallel intervals (adjacent intervals) in the bridge width direction of the right span main girder 3, their upper ends are inserted through the portion 15a of the support material 15 that extends between the main girders 3, and nuts 14 are screwed in, and the nuts 14 are fixed to the upper surface of the support material portion 15a.

Note that Figures 3 and 4 show an embodiment in which steel angle bars are used as the support beams 7, but in the embodiment shown in Figure 10 etc. in which reinforcing bars are used as the support beams 7, the left span main girder 3 and the right span main girder 3 are supported by the bolsters 4 in the same way, and the connecting strips 13 that connect to each girder end 3a are inserted into the through holes 17 of each girder end 3a.

Also, as shown in Figure 11, when reinforcing bars are used as the support beams 7, the upper ends of the connecting bars 13 that penetrate the girder ends 3a of each main girder 3 are inserted into the support material 15, and the nuts 14 are screwed in and fixed to the upper surface of the support material 15.

Regardless of whether the support beam 7 is an angle bar or a reinforcing bar, when fixing the nut 14 to the top surface of the support material 15 as described above, it is preferable to fix it via a washer 21 as shown in Figure 15. The washer 21 shown in Figure 15 is a spherical washer, consisting of a pair of washers, an upper washer 21a and a lower washer 21b, and the engagement between the convex spherical portion of one washer and the concave spherical portion of the other washer allows the nut 14 to be fixed without gaps, appropriately responding to inclinations due to longitudinal gradients, transverse gradients, etc.

<Support beam structure>
As already mentioned, the support girder 7 is positioned above and spaced from the gap 5 formed between the girder end faces 3b of the left span main girder 3 and the right span main girder 3, and is embedded in the connecting concrete 9 described below. It bears the tensile force T applied to the connecting concrete 9 and contributes to preventing cracks.

As the support beam 7, any shape can be used, as long as it can bear the tensile force within the connecting concrete 9. For example, as shown in Figures 2 to 8, steel angle bars with a T-shaped cross section can be used, as well as angle bars with various cross-sectional shapes such as H-shaped, I-shaped, and π-shaped.

Alternatively, as shown in Figures 10 to 14, reinforcing bars extending in the bridge length direction can be used as the support beams 7. Preferably, the assembly bars of the concrete deck 8 can be used to easily and appropriately position the support beams 7.

In the present invention, if the support girder 7 can be placed and embedded in the part of the connecting concrete 9 where tensile force is generated, its length can be adjusted appropriately. That is, as shown in Figures 2 and 5, the support girder 7 can be made to a length that covers only the vicinity of the support, or as shown in Figures 10 and 11, the support girder 7 can be made to a length that covers the entire length of the bridge.

<Concrete bridge structure>
Next, the structure of the bridge body concrete will be described. The bridge body concrete is poured onto each of the main girders 3 and within the parallel intervals between each of the main girders 3 in the bridge width direction.

First, concrete deck 8 (bridge body concrete) is poured onto the left span main girder 3 and the right span main girder 3, and concrete slab 18 (bridge body concrete) is poured within the parallel intervals of the left span main girder 3 in the bridge width direction and within the parallel intervals of the right span main girder 3.

At this time, the girder end 3a of each main girder 3 is displaced due to an increase in dead load (dead load before continuity), but this displacement is absorbed by the through hole 17. Furthermore, the curved or polygonal shape of the girder support surface 4a of each bolster 4 also contributes to absorbing the displacement of the girder end 3a of each main girder 3. Therefore, each main girder 3 is deformed by the dead load before continuity due to the pouring of the bridge body concrete, preventing the generation of negative bending moment.

To explain concrete pouring in detail, slab concrete 18 is poured into the space defined by the upper and lower flanges 3d, 3e and web 3c of the left span main girder 3 adjacent in the bridge width direction, and then the deck concrete 8 is poured onto the left span main girder 3. Similarly, slab concrete 18 is poured into the space defined by the upper and lower flanges 3d, 3e and web 3c of the right span main girder 3 adjacent in the bridge width direction, and then the deck concrete 8 is poured onto the right span main girder 3.

In other words, the opening 19' extending in the bridge length direction formed between the lower flanges 3e adjacent in the bridge width direction of the left span main girder 3 is closed with a closing member, slab concrete 18 is poured into the above space through the opening 19 extending in the bridge length direction formed between the upper flanges 3d adjacent in the bridge width direction of the left span main girder 3, and then the deck concrete 8 is poured on the left span main girder 3.

Similarly, the opening 19' extending in the bridge length direction formed between the lower flanges 3e adjacent in the bridge width direction of the right span main girder 3 is closed with a closing member, and slab concrete 18 is poured into the above space through the opening 19 extending in the bridge length direction formed between the upper flanges 3d adjacent in the bridge width direction of the right span main girder 3, and then the deck concrete 8 is poured on the right span main girder 3.

<Interlocking concrete structure>
Finally, formwork is assembled and connecting concrete 9 is poured onto the bridge seat 2a of the pier 2 through the gap 5, and the gap 5, the girder ends 3a of the left span main girder 3 and the right span main girder 3, the support girder members 7 and the connecting strip members 13 are embedded in the connecting concrete 9.

The connecting concrete 9 is preferably poured before the bridge body concrete (the deck concrete 8 and the slab concrete 18) that has been poured as described above hardens. This is to allow the connecting concrete 9 and the bridge body concrete to harden in a good, tight fit.

After the connecting concrete 9 hardens, paving 20 is applied to complete the continuous rigidly connected main girder structure shown in Figures 5 to 8 and 11 to 14.

As explained above, in the present invention, by disconnecting the girder end 3a of the left span main girder 3 from the girder end 3a of the right span main girder 3, it is possible to prevent the occurrence of negative bending moments due to the dead load before continuity.

After the continuation, a tensile force is applied to the upper part of the connecting concrete 9 due to a negative bending moment based on the live load applied to the left span main girder 3 and the right span main girder 3 or the dead load after continuation such as the weight of the pavement 20. However, in the present invention, this tensile force is reduced by making the support height H as high as possible, and the reduced tensile force is appropriately borne by the support girder material 7, effectively preventing the occurrence of cracks in the connecting concrete 9.

In addition, in the present invention, between the girder ends 3a of the left span main girders 3 adjacent in the bridge width direction, multiple connecting wires 10 made of steel wires such as PC cables and solid wires extending in the bridge width direction are inserted at intervals in the bridge length direction through the through holes 11 drilled in each girder end 3a and embedded in the connecting concrete 9, and multiple other connecting wires 10 made of the above steel wires extending in the bridge width direction are inserted at intervals in the bridge length direction through the through holes 11 drilled in each girder end 3a of the right span main girders 3 adjacent in the bridge width direction and embedded in the connecting concrete 9, thereby strengthening the continuous rigid connection structure of the main girders.

To restate, as shown in Figures 8 and 14, the connecting wire 10 is inserted through the through-hole 11 so as to penetrate the web 3c at the girder end 3a of each main girder 3, which is made of H-shaped steel arranged in parallel in the bridge width direction, and is fastened with nuts 12 on the outer surface of the web 3c at the girder end 3a of the main girder 3 at both ends in the bridge width direction.

Alternatively, although not specifically shown, a connecting wire 10 loosely inserted into a pipe extending in the bridge width direction is inserted between each girder end 3a of the left span main girder 3 adjacent in the bridge width direction and embedded in the connecting concrete 9, and a connecting wire 10 loosely inserted into another pipe extending in the bridge width direction is inserted between each girder end 3a of the right span main girder 3 adjacent in the bridge width direction and embedded in the connecting concrete 9, and tensioning the connecting wire 10 provides a prestress force to the connecting concrete 9, thereby reinforcing it.

Furthermore, the left span main girder 3 and the right span main girder 3 can be reinforced by inserting a number of connecting wires 10 or connecting wires 10 loosely inserted into connecting pipes at intervals along the bridge length along the entire length of each web 3c in the bridge length direction to provide prestress to the slab concrete 18.

Also, as shown in Figure 8, when angle bars are used as the support beams 7, insertion holes 7c are protruded into the webs 7b of the support beams 7, and connecting wires 10 or connecting wires 10 loosely inserted into connecting pipes are inserted through the insertion holes 7c so as to penetrate the webs 7b of the support beams 7 arranged in parallel in the bridge width direction, and are fastened with nuts 12 on the outer surfaces of the webs 7b of the support beams 7 at both ends in the bridge width direction. This also provides prestress to the connecting concrete 9, reinforcing it.

Also, as shown in Figure 14, when using reinforcing bars as the support beams 7, it is possible to use reinforcing bars extending in a direction perpendicular to the support beams 7 as connecting wires 10 to connect all the support beams 7 arranged in parallel in the bridge width direction, thereby reinforcing the support beams 7 themselves.

1...Abutment, 2...Pier, 2a...Bridge seat, 3...Main girder (left span main girder, right span main girder), 3a...Girder end, 3b...Girder end surface, 3c...Web, 3d...Upper flange, 3e...Lower flange,
4...pillow material, 4a...girder support surface, 4b...micro-width surface, 5...gap, 6...bearing, 7...support girder material, 7a...flange, 7b...web, 7c...insertion hole, 7d...penetration hole, 8...deck concrete (bridge body concrete), 9...connecting concrete, 10...connecting wire material, 11...insertion hole, 12...nut, 13...connecting strip material, 14, 14'...nut, 15...bearing material, 15a...bearing material part, 16...reinforcing bar, 17...through hole, 18...slab concrete (bridge body concrete), 19, 19'...opening, 20...pavement, T...tensile force, H...support height.

Claims (8)

A structure in which multiple left span main girders arranged in parallel in the bridge width direction and multiple right span main girders arranged in parallel in the bridge width direction are supported on a common pier to make them continuous and rigidly connected to the pier, in which the girder ends of the left span main girders and the right span main girders are supported on the bridge seat of the pier via bolsters, and the girder ends of each main girder are connected to the pier with connecting strips erected on the bridge seat, and a support girder is placed above the gap formed between the girder ends of both main girders with a gap between them, and the support girder, the gap, the girder ends of each main girder, and the connecting strip are embedded in concrete to make the left span main girders and the right span main girders continuous and rigidly connect both continuous main girders to the pier. The continuous main girder rigid joint structure described in claim 1, characterized in that each of the main girders is arch-shaped. The main girder continuous rigid joint structure described in claim 1, characterized in that the support beam is connected to the connecting strip. The main girder continuous rigid joint structure described in claim 1, characterized in that the support girder material is made of metal. The main girder continuous rigid joint structure described in claim 4, characterized in that the support girder is made of steel bars. The main girder continuous rigid joint structure described in claim 1, characterized in that the support girder is made of prestressed concrete. The main girder continuous rigid joint structure described in claim 1, characterized in that the girder support surface of the pillow material is a curved or polygonal structure. 2. The main girder continuous rigid connection structure according to claim 1, characterized in that the upper end of the connecting strip is connected to a support material above the support point girder, and a nut is fixed to the upper surface of the support material via a spherical washer.

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