WO2024154365A1 - Main-girder continuous rigid-joint construction method - Google Patents

Main-girder continuous rigid-joint construction method Download PDF

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Publication number
WO2024154365A1
WO2024154365A1 PCT/JP2023/015411 JP2023015411W WO2024154365A1 WO 2024154365 A1 WO2024154365 A1 WO 2024154365A1 JP 2023015411 W JP2023015411 W JP 2023015411W WO 2024154365 A1 WO2024154365 A1 WO 2024154365A1
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girder
main
main girders
bridge
girders
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PCT/JP2023/015411
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French (fr)
Japanese (ja)
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光弘 徳野
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朝日エンヂニヤリング株式会社
エーイージャパン株式会社
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Publication of WO2024154365A1 publication Critical patent/WO2024154365A1/en

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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges

Definitions

  • the present invention relates to a method for making the main girders continuous and rigidly connected in multi-span girder bridges.
  • 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 precast 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.
  • a large negative bending moment (the "-" 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 based on 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, and there is a risk of cracks developing in the connecting concrete 15 at this connected section.
  • Patent Document 1 The continuous girder structure of Patent Document 1 mentioned above makes it possible to reduce the negative moment due to dead load at the connected portion of the left span main girder and the right span main girder while allowing the connecting plate to bear the tensile force applied by the negative moment due to live load, effectively preventing the occurrence of cracks in the connecting concrete.
  • Patent Document 1 The inventors of this application developed a revolutionary construction method for constructing the continuous main girder structure of Patent Document 1, which allows for both frictional bonding between the connecting plate and the girder end of each main girder and mitigation of the negative moment due to the dead load of each main girder, while also rigidly connecting each main girder to the pier, and thus came up with the present invention.
  • the main girder continuity rigid connection method of the present invention is a main girder continuity rigid connection method 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, connected, and rigidly connected to the pier, and is characterized by having the following steps A to G.
  • a pillow member supporting the girder end of each of the main girders is provided on the bridge seat of the pier, and a connecting bar member connecting to the girder end of each of the main girders is erected on the bridge seat
  • E Pour bridge body concrete onto each of the main girders and within the parallel intervals of each of the main girders in the bridge width direction, or within the parallel intervals of each of the main girders in the bridge width direction
  • F The nuts that were temporarily fastened to the shanks of the bolts are permanently fastened to connect the girder ends of the main girders and the connecting plates by frictional connection.
  • G Pour connecting concrete into the gap, and embed the gap, the girder ends of each main girder, the connecting plate, and the connecting strip in the concrete to connect the left span main girder and the right span main girder, and rigidly connect both connected main girders to the pier. This allows the left span main girder and the right span main girder to be rigidly connected while appropriately reducing the dead load applied to them, and also allows the rigidly connected main girders to be rigidly connected to the pier.
  • the girder support surface of the pillow material is provided as a curved or polygonal structure, so that it can appropriately adapt to the inclination and deformation of each of the main girders and reliably support each of the main girders.
  • the connecting strips are inserted into the through holes provided at the girder ends of each of the main girders, and nuts are screwed onto the protruding ends of the connecting strips, and the nuts are fixed to the upper surfaces of the girder ends of each of the main girders directly or via support materials.
  • the connecting strips are inserted into the parallel intervals in the bridge width direction of the girder ends of each of the main girders, and the connecting strips are inserted into support materials placed on the upper surfaces of the girder ends of each of the main girders in the bridge width direction, and nuts are screwed onto the protruding ends of the connecting strips. This ensures a secure connection between the girder ends of each main girder and the pier.
  • the main girder continuity rigid connection method of the present invention makes it possible to firmly connect the left and right span main girders and rigidly connect them to the pier while appropriately reducing the dead load applied to the left and right span main girders. This effectively prevents cracks from occurring in the connecting concrete, and allows the construction of a robust rigid frame structure in which the left and right span main girders and the pier are rigidly connected and integrated.
  • FIG. 13 is an explanatory diagram showing the process of supporting the left span main girder and the right span main girder on the bridge seat of the pier via bolsters in an embodiment using main girders made of H-shaped steel.
  • FIG. 13 is an explanatory diagram showing the process of attaching connecting plates to the ends of the left span main girder and the right span main girder and fixing them with bolts.
  • FIG. 13 is an explanatory diagram showing the state in which the left span main girder and the right span main girder are connected by a connecting plate.
  • FIG. 6 is a cross-sectional view of the continuous main girder structure in a plane (cross-sectional view of line A-A in FIG. 5).
  • This is a cross-sectional view in the bridge width direction (cross-sectional view along line B-B in Figure 5) showing the continuous structure of the main girder.
  • This is another cross-sectional view in the bridge width direction (cross-sectional view along line CC in Figure 5) showing the continuous structure of the main girder.
  • FIG. 11 is an explanatory diagram showing the state in which the second connecting holes at the girder ends of each main girder are elongated holes.
  • FIG. 11 is a cross-sectional view illustrating a bolster having a girder support surface in the shape of a polygonal surface. This is a cross-sectional view along the length of the bridge showing a continuous structure using main girders made of concrete. This is a cross-sectional view in the width direction of the bridge (cross-sectional view taken along line D-D in Figure 11) showing a continuous structure using main girders made of concrete. This is a cross-sectional view in the bridge width direction (cross-sectional view taken along line E-E in Figure 11) showing a continuous structure using main girders made of concrete.
  • 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 precast concrete are installed in parallel across the width of the bridge between the abutment 1 and pier 2, and between the piers 2 and pier 2.
  • 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 15 is poured into the gap 5 to make the left span main girders 3 and the right span main girders 3 continuous.
  • the main girder continuity rigid connection method of the present invention is a method for constructing a main girder continuity structure as shown in Figures 5 to 8, 11, and 12, i.e., to connect the left span main girder 3 and the right span main girder 3, 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 via a connecting plate 7 extending across both girder ends 3a at the upper surface end 5a of the main girder at the gap 5, and are not connected at the lower surface end 5b of the main girder at the gap 5, and the girder ends 3a of both left and right main girders 3 and the connecting plate 7 are embedded in connecting concrete 15, thereby reducing the negative bending moment due to dead load and allowing the connecting plate 7 to bear the tensile force applied to the connecting concrete 15 due to the negative bending moment due to the live load after completion.
  • this is a construction method for constructing a rigidly connected structure in which the continuous main
  • Figures 2 to 9 show an example in which H-shaped steel is used as the span girder 3, and the left span girder 3 and the right span girder 3 made of H-shaped steel each have a web 3c and an upper flange 3d extending along the upper end of the web 3c and a lower flange 3e extending along the lower end of the same.
  • the shape of the shaped steel used as the main girder 3 and the shape of the shaped steel joint installed in the concrete main girder 3 can be freely selected depending on the implementation.
  • a bolster 4 supporting the girder end 3a of the left span main girder 3 and a bolster 4 supporting the girder end 3a of the right span main girder 3 are provided on the bridge bearing surface 2a of the common pier 2 for supporting the left span main girder 3 and the right span main girder 3.
  • the bolster 4 it is made of concrete, metal, or synthetic resin, and is arranged continuously across the width of the bridge, as shown in Figure 7.
  • the girder support surface (upper surface) 4a of the bolster 4 has a curved structure, or as shown in Figure 10, the girder support surface 4a has a polygonal structure made up of many tiny width surfaces 4b, so that it can support each main girder 3 in response to its inclination and deformation.
  • connecting strips 19 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 19 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.
  • a cable can be used in place of a steel rod.
  • the ends of the reinforcing bars 22 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 19.
  • the connecting bars 19 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 ends 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 19 only from directly below the girder ends 3a of each main girder 3 on the bridge seat 2a, or only from directly below the parallel spacing in the bridge width direction of the girder ends 3a of each main girder 3, depending on the implementation.
  • the connecting bar 19 is inserted into each girder end 3a of the left span main girder 3 and the right span main girder 3 as shown in Figures 8 and 12. Specifically, it is inserted from bottom to top into the through holes 23 provided in the upper flange 3d and the lower flange 3e at each girder end 3a of the left span main girder 3 and the right span main girder 3. The screwing of the nuts 20 into the protruding ends of the inserted connecting bar 19 will be described later.
  • a connecting plate 7 is attached to the upper surfaces 8A of the upper flanges 3d of both girder ends 3a of the left span main girder 3 and the right span main girder 3, and similarly, a connecting plate 7 is attached to the lower surfaces 8B of the upper flanges 3d of both girder ends 3a, while the lower flanges 3e of both girder ends 3a are not connected to each other.
  • a pair of connecting plates 7 overlapping the upper surfaces 8A of the upper flanges 3d of both girder ends 3a are arranged in parallel with a gap 9 between them, and a pair of connecting plates 7 overlapping the lower surfaces 8B of the upper flanges 3d of both girder ends 3a are also arranged in parallel with a gap 9 between them. This allows the gap 9 to communicate with the clearance gap 5, and air can be removed from the gap 9 when pouring the connecting concrete 15 described below, allowing the connecting concrete 15 to be filled evenly.
  • first connection holes 10 are drilled in the connecting plate 7, and a plurality of second connection holes 11 corresponding to the first connection holes 10 are drilled in the upper flanges 3d of both girder ends.
  • the first and second connection holes 10, 11 are aligned, and the shafts of connecting bolts 12 are inserted into the first and second connection holes 10, 11, and the protruding ends (male threaded ends) of the shafts are temporarily secured with nuts 13.
  • the shafts of the connecting bolts 12 are inserted from the underside 8B side of the upper flanges 3d of each girder end 3a and protrude from the upper side 8A side, making it easier to tighten the nuts.
  • the first connecting hole 10 provided in the connecting plate 7 described above is made into a long hole shape extending in the bridge length direction, or as shown in FIG. 9, the second connecting hole 11 drilled in the girder ends 3a of both main girders 3 is made into a long hole shape extending in the bridge length direction, so that the connecting plate 7 or connecting bolt 12 can be displaced in the bridge length direction even after the connecting bolt 12 is inserted into the first and second connecting holes 10, 11. Therefore, the connecting plate 7 is attached so that it can slide relatively to the girder ends 3a of each main girder 3. This makes it possible to prevent the occurrence of negative bending moment due to the weight of each main girder 3 and the weight of the bridge body concrete (slab concrete 14 and slab concrete 24, interfacial concrete 27) described later, i.e., the dead load.
  • high-strength bolts for frictional joints are used as the connecting bolts 12, and the nuts 13 are temporarily fastened to the shafts of the connecting bolts 12 so that the connecting plate 7 is in close contact with the upper surface 8A of the upper flange 3d and the lower surface 8B of the upper flange 3d to such an extent that gravel or other foreign matter does not get mixed in between the connecting plate 7 and the upper surface 8A of the upper flange 3d, and the connecting plate 7 and the lower surface 8B of the upper flange 3d, while allowing the connecting plate 7 to slide relative to the girder end 3a of each main girder 3.
  • a paint such as zinc-rich primer is used to ensure an appropriate slip coefficient. This is to achieve a stronger friction joint and a stronger continuous main girder rigid joint structure.
  • bridge body concrete pouring process Next, bridge body concrete is poured onto each of the main girders 3 and within the parallel intervals in the bridge width direction of each of the main girders 3, or within the parallel intervals in the bridge width direction of each of the main girders 3. The bridge body concrete is poured.
  • slab concrete 14 (bridge body concrete) is poured onto the left span main girders 3 and the right span main girders 3, respectively, and slab concrete 24 (bridge body concrete) is poured within the parallel intervals in the bridge width direction of the left span main girders 3 and within the parallel intervals of the right span main girders 3, respectively.
  • the girder end 3a of each main girder 3 is displaced due to the increase in dead load, but the connecting plate 7 or connecting bolt 12 absorbs this displacement by misaligning.
  • the long hole shape of the first connecting hole 10 or second connecting hole 11 for connecting the connecting plate 7 and the temporary fastening shape of the connecting bolt 12 and nut 13 absorb the displacement and prevent the generation of negative bending moment.
  • the curved or polygonal shape of the girder support surface 4a of each bolster 4 also contributes to the girder end 3a of each main girder 3 absorbing the displacement.
  • slab concrete 24 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 14 is poured onto the left span main girder 3.
  • slab concrete 24 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 14 is poured onto the right span main girder 3.
  • the opening 25' 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 24 is poured into the above space through the opening 25 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 14 is poured on the left span main girder 3.
  • the opening 25' 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 24 is poured into the above space through the opening 25 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 14 is poured on the right span main girder 3.
  • each main girder 3 is constructed with a joint 3a' made of H-shaped steel, that is, each girder end 3a of the left span main girder 3 and the right span main girder 3 made of PC concrete can be formed with a joint 3a' having a web 3c and an upper flange 3d extending along the upper end of the web 3c and a lower flange 3e extending along the lower end of the same.
  • 3b' in Figure 11 is the end face of the shaped steel joint 3a', and a gap 5 is formed between the joint end faces 3b' of the left and right main girders 3.
  • the filling concrete 27 is poured through an opening 25' extending in the bridge length direction formed on the lower side of the left span main girders 3 adjacent in the bridge width direction, which is closed with a closing member, and is poured through an opening 25 extending in the bridge length direction formed on the upper side of the left span main girders 3 adjacent in the bridge width direction.
  • an opening 25' extending in the bridge length direction formed on the lower side of the right span main girders 3 adjacent in the bridge width direction which is closed with a closing member, and is poured through an opening 25 extending in the bridge length direction formed on the upper side of the right span main girders 3 adjacent in the bridge width direction.
  • a nut 20 is screwed onto the protruding end of the connecting bar 19 inserted into the girder end 3a of each main girder 3, and the nut 20 is fixed to the upper surface of the girder end 3a of each main girder 3. That is, a nut 20 is screwed onto the protruding end (male thread end) of the connecting bar 19 protruding from the upper surface 8A of the upper flange 3d of each girder end 3a, and the nut 20 is fixed to the upper surface 8A of the upper flange 3d.
  • the nut 20 fixed to the upper surface 8A of the upper flange 3d is fixed directly to the upper surface 8A of the upper flange 3d, or is fixed to the upper surface 8A of the upper flange 3d via a support material 21.
  • the support material 21 extends across the girder ends 3a arranged in parallel in the bridge width direction, and is placed on the upper surface 8A of the upper flange 3d of each girder end 3a.
  • the connecting bars 19 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 portions 21a of the support material 21 that extend between the main girders 3, i.e., the support material portions 21a that extend between the upper flanges 3d, and the nuts 20 are screwed in and the nuts 20 are fixed to the upper surface of the support material portions 21a.
  • the connecting concrete 15 is preferably poured before the bridge body concrete (the deck concrete 14, slab concrete 24, and inter-fill concrete 27) poured as described above hardens. This is to allow the connecting concrete 15 and the bridge body concrete to harden in a well-integrated manner.
  • 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 via a connecting plate 7 after a dead load is generated between the left span main girder 3 and the right span main girder 3 at the end 5a of the main girder top surface of the gap 5 due to the bridge body concrete (deck concrete 14 and slab concrete 24 or inter-filling concrete 27).
  • the connecting plate 7 is temporarily fixed to simply support the left span main girder 3 and the right span main girder 3, while after the slight upward displacement of the girder ends 3a of each main girder 3 caused by the pouring of the bridge body concrete has been appropriately absorbed, the connecting plate 7 is permanently fixed to connect the left span main girder 3 and the right span main girder 3, so that the two main girders 3 can be firmly connected together while preventing the occurrence of negative bending moments, and furthermore, the two connected main girders 3 can be rigidly connected to the pier 2.
  • connecting wires 16 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 insertion holes 17 drilled in each girder end 3a and embedded in the connecting concrete 15, and multiple other connecting wires 16 made of the above steel wires extending in the bridge width direction are inserted at intervals in the bridge length direction through insertion holes 17 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 15, thereby strengthening the continuous rigid connection structure of the main girders.
  • the connecting wire 16 is inserted through the through hole 17 so as to penetrate the web 3c at the girder end 3a of each main girder 3 made of H-shaped steel arranged in parallel in the bridge width direction, and is fastened with a nut 18 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.
  • the connecting wire 16 can be inserted through the through hole 17 so as to penetrate the web 3c at the joint 3a', and fastened with a nut 18 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.
  • a connecting wire 16 loosely inserted into a pipe 16' 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 15, and a connecting wire 16 loosely inserted into another pipe 16' 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 15, and by tensioning the connecting wire 16, a prestress force is applied to the connecting concrete 15 to reinforce it.
  • connecting wires 16 loosely inserted into connecting pipes 16' can be inserted at intervals along the entire length of each web 3c of the left span main girder 3 and the right span main girder 3 in the bridge length direction to provide prestress to the slab concrete 24 or the filling concrete 27 for reinforcement.
  • connection by the connecting plate 7 does not necessarily have to connect both the upper surface 8A and the lower surface 8B of each upper flange 3d of the girder ends 3a of both main girders 3 or the joints 3a' as in the respective embodiments described above, but may only connect either the upper surface 8A or the lower surface 8B of each upper flange 3d.
  • plate material, channel material, or flat bar material can be used as the connecting plate 7, and materials other than those mentioned above can be used as the connecting plate 7 as long as they can be arranged to span the upper flanges 3d of both girder ends 3a or both joints 3a' and overlap the upper flanges 3d.
  • a solid plate made of steel with high tensile strength as the connecting plate 7.
  • the present invention also includes cases where the connecting plate 7 placed on the upper surface 8A between the upper flanges 3d of both girder ends 3a or both joints 3a' is formed wide, and one connecting plate 7 is placed overlapping the upper surface 8A without forming a gap 9 as in the above embodiments.
  • the present invention includes cases where, instead of the main girder 3 made of H-shaped steel as described above, a main girder 3 made of shaped steel with an upper flange 3d, such as a T-shaped steel, I-shaped steel, or ⁇ -shaped steel, is used and the upper flange 3d of the main girder 3 is connected with a connecting plate 7 to construct a continuous rigid connection structure.
  • a main girder 3 made of H-shaped steel as described above
  • a main girder 3 made of shaped steel with an upper flange 3d such as a T-shaped steel, I-shaped steel, or ⁇ -shaped steel
  • a joint 3a' made of H-shaped steel instead of the joint 3a' made of H-shaped steel as described above, a joint 3a' made of shaped steel with an upper flange 3d, such as a T-shaped steel, I-shaped steel, or ⁇ -shaped steel, is used and the upper flange 3d of the joint 3a' is connected with the connecting plate 7 to construct a continuous rigid connection structure.
  • a joint 3a' made of shaped steel with an upper flange 3d such as a T-shaped steel, I-shaped steel, or ⁇ -shaped steel

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Abstract

Provided is a construction method that enables both friction joining between the ends of left-span main girders and right-span main girders, and connecting plates, and relieving of negative moment originating in dead load on the main girders, and that also enables rigid joining between the main girders and piers.　In this main-girder continuous rigid-joint construction method, before the bridge-body concrete is poured, connecting plates are temporarily tacked on to simple-support a left-span main girder and a right-span main girder, and meanwhile, after displacing of the girder ends of each main girder slightly upward due to the pouring of the bridge-body concrete is suitably absorbed, the connecting plates are permanently fixed to connect the left-span main girder and the right-span main girder, and the main girders each are connected to a pier by means of a linking bar. The foregoing thus makes it possible to make both main girders firmly continuous while preventing the occurrence of negative bending moment, and furthermore, to rigidly join these continuous main girders to the pier.

Description

主桁連続化剛結合工法Main girder continuous rigid joint construction method
　本発明は、複径間桁橋における主桁連続化剛結合工法に関する。 The present invention relates to a method for making the main girders continuous and rigidly connected in multi-span girder bridges.
　図１（Ａ）に示すように、一般的な複径間桁橋は橋長に応じて両岸の橋台１間に単数又は複数の橋脚２を設け、Ｈ形鋼等の鋼材製又はＰＣコンクリート製の複数本の主桁３を橋台１と橋脚２間、橋脚２と橋脚２間にそれぞれ橋幅方向に並列して架け渡し、共通の橋脚２上に支承６を介して左径間を構成する主桁３と右径間を構成する主桁３の各桁端３ａを支持する構成となっている。 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 precast 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.
　このような複径間桁橋にあっては、図１（Ｂ）に示すように、主桁の自重や床版コンクリートの重量等の死荷重、又は走行車両の重量等の活荷重に基づき、左径間主桁３の桁端３ａと右径間主桁３の桁端３ａとを連続化した部位において大きな負の曲げモーメント（図１（Ｂ）中の「－」のモーメント、すなわち上向きの凸状となるように曲げようとする力）が発生し、当該連続化した部位の連結コンクリート１５に亀裂が発生するおそれがある。 In such a multi-span girder bridge, as shown in Figure 1(B), a large negative bending moment (the "-" 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 based on 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, and there is a risk of cracks developing in the connecting concrete 15 at this connected section.
　そこで本願発明者は、下記特許文献１に示すように、左径間主桁と右径間主桁を連続化した部位に対する死荷重に基づく負のモーメントを減殺しつつ、活荷重に基づく負のモーメントにより上記連続化した部位のコンクリートに加わる引張力を連結板に受け持たせることによって、上記した亀裂の問題を有効に解決できる主桁連続化構造を既に開発している。 The inventors of this application have therefore already developed a continuous girder structure that can effectively solve the above-mentioned cracking problem by having the connecting plate bear the tensile force applied to the concrete in the connected area by the negative moment due to the live load while reducing the negative moment due to the dead load on the area where the left span main girder and the right span main girder are connected, as shown in Patent Document 1 below.
特開２０１２－１５４０６０号公報JP 2012-154060 A
　上記特許文献１の主桁連続化構造によれば、左径間主桁と右径間主桁の連続化部位に対し、死荷重に基づく負のモーメントを減殺しつつ、活荷重に基づく負のモーメントによって加わる引張力を連結板に受け持たせることができ、連結コンクリートにおける亀裂発生を有効に防止することができる。 The continuous girder structure of Patent Document 1 mentioned above makes it possible to reduce the negative moment due to dead load at the connected portion of the left span main girder and the right span main girder while allowing the connecting plate to bear the tensile force applied by the negative moment due to live load, effectively preventing the occurrence of cracks in the connecting concrete.
　本願発明者は、上記特許文献１の主桁連続化構造を構築するにあたり、連結板と各主桁の桁端との摩擦接合と、各主桁の死荷重に基づく負のモーメントの減殺とを両立することができると共に、各主桁と橋脚とを剛結合することができる画期的な工法を開発し、本発明を想到するに至ったものである。 The inventors of this application developed a revolutionary construction method for constructing the continuous main girder structure of Patent Document 1, which allows for both frictional bonding between the connecting plate and the girder end of each main girder and mitigation of the negative moment due to the dead load of each main girder, while also rigidly connecting each main girder to the pier, and thus came up with the present invention.
　要述すると、本発明に係る主桁連続化剛結合工法は、橋幅方向に並列した複数本の左径間主桁の桁端と、橋幅方向に並列した複数本の右径間主桁の桁端を共通の橋脚上に支持して連結すると共に当該橋脚と剛結合する主桁連続化剛結合工法であって、以下のＡ乃至Ｇの工程を有することを特徴とする。 In summary, the main girder continuity rigid connection method of the present invention is a main girder continuity rigid connection method 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, connected, and rigidly connected to the pier, and is characterized by having the following steps A to G.
Ａ：上記橋脚の橋座面上に上記各主桁の桁端を支持する枕材をそれぞれ設けると共に、該橋座面上に上記各主桁の桁端と連結する連結条材をそれぞれ立設し、
Ｂ：上記各主桁の桁端を上記枕材を介してそれぞれ支持し、
Ｃ：上記両主桁の桁端間に形成された遊間の主桁上面側端部において上記両主桁の桁端に亘って連結板を添接し、
Ｄ：上記連結板に設けた第一連結孔と、上記各主桁の桁端にそれぞれ設けた第二連結孔のいずれか一方を橋長方向に延びる長孔形状にすると共に、該第一・第二連結孔に連結ボルトの軸部を挿通し該軸部の突出端をナットで仮止めして、上記連結板を上記各主桁の桁端に対して相対的にスライド可能に取り付け、
Ｅ：上記各主桁上及び上記各主桁の橋幅方向の並列間隔内、又は上記各主桁の橋幅方向の並列間隔内に橋体コンクリートをそれぞれ打設し、
Ｆ：上記ボルトの軸部に仮止めしていたナットを本止めして、上記各主桁の桁端と上記連結板とを摩擦接合によって連結し、
Ｇ：上記遊間に連結コンクリートを打設し、上記遊間、上記各主桁の桁端、上記連結板及び上記連結条材をコンクリート内に埋設して上記左径間主桁と上記右径間主桁を連続化すると共に、該連続化した両主桁と上記橋脚とを剛結合する。
　これにより、上記左径間主桁と上記右径間主桁に加わる死荷重を適切に減殺しつつ、上記左径間主桁と上記右径間主桁を剛結合すると共に、該剛結合した上記両主桁を上記橋脚と剛結合することができる。 A: A pillow member supporting the girder end of each of the main girders is provided on the bridge seat of the pier, and a connecting bar member connecting to the girder end of each of the main girders is erected on the bridge seat,
B: The girder ends of the main girders are supported via the bolsters,
C: A connecting plate is attached across the girder ends of both main girders at the end of the upper surface of the main girder of the gap formed between the girder ends of both main girders,
D: Either the first connecting hole provided in the connecting plate or the second connecting hole provided at the girder end of each of the main girders is formed into a long hole shape extending in the bridge length direction, and the shaft portion of a connecting bolt is inserted into the first and second connecting holes and the protruding end of the shaft portion is temporarily fixed with a nut, so that the connecting plate is attached so as to be slidable relative to the girder end of each of the main girders.
E: Pour bridge body concrete onto each of the main girders and within the parallel intervals of each of the main girders in the bridge width direction, or within the parallel intervals of each of the main girders in the bridge width direction,
F: The nuts that were temporarily fastened to the shanks of the bolts are permanently fastened to connect the girder ends of the main girders and the connecting plates by frictional connection.
G: Pour connecting concrete into the gap, and embed the gap, the girder ends of each main girder, the connecting plate, and the connecting strip in the concrete to connect the left span main girder and the right span main girder, and rigidly connect both connected main girders to the pier.
This allows the left span main girder and the right span main girder to be rigidly connected while appropriately reducing the dead load applied to them, and also allows the rigidly connected main girders to be rigidly connected to the pier.
　好ましくは、上記Ａ工程において上記枕材の桁支持面を曲面構造又は多角面構造として設けることにより、上記各主桁の傾斜や変形に適切に順応し確実に上記各主桁を支持することができる。 Preferably, in step A, the girder support surface of the pillow material is provided as a curved or polygonal structure, so that it can appropriately adapt to the inclination and deformation of each of the main girders and reliably support each of the main girders.
　また、上記連結条材を上記各主桁の桁端に設けた貫挿孔にそれぞれ貫挿し、該連結条材の突出端にナットを螺合し該ナットを上記各主桁の桁端の上面に直接又は支圧材を介して定着する。
　又は、上記連結条材を上記各主桁の桁端の橋幅方向の並列間隔にそれぞれ挿入すると共に、該連結条材を上記各主桁の桁端の上面に橋幅方向に架橋載置された支圧材に貫挿し、該連結条材の突出端にナットを螺合する。
　これにより、上記各主桁の桁端と上記橋脚とを確実に連結する。 In addition, the connecting strips are inserted into the through holes provided at the girder ends of each of the main girders, and nuts are screwed onto the protruding ends of the connecting strips, and the nuts are fixed to the upper surfaces of the girder ends of each of the main girders directly or via support materials.
Alternatively, the connecting strips are inserted into the parallel intervals in the bridge width direction of the girder ends of each of the main girders, and the connecting strips are inserted into support materials placed on the upper surfaces of the girder ends of each of the main girders in the bridge width direction, and nuts are screwed onto the protruding ends of the connecting strips.
This ensures a secure connection between the girder ends of each main girder and the pier.
　本発明に係る主桁連続化剛結合工法によれば、左径間主桁と右径間主桁に加わる死荷重を適切に減殺しつつ、左径間主桁と右径間主桁を強固に連続化して橋脚と剛結合することができる。よって、連結コンクリートにおける亀裂発生を効果的に防止できると共に、左径間主桁、右径間主桁及び橋脚が剛結合して一体化した強固なラーメン構造を構築することができる。 The main girder continuity rigid connection method of the present invention makes it possible to firmly connect the left and right span main girders and rigidly connect them to the pier while appropriately reducing the dead load applied to the left and right span main girders. This effectively prevents cracks from occurring in the connecting concrete, and allows the construction of a robust rigid frame structure in which the left and right span main girders and the pier are rigidly connected and integrated.
（Ａ）は一般的な複径間桁橋を概示する側面図、（Ｂ）は複径間桁橋に発生する曲げモーメントの分布図である。(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. Ｈ形鋼から成る主桁を用いた実施例における、左径間主桁と右径間主桁を、それぞれ枕材を介して橋脚の橋座面上に支持する工程を示す説明図である。FIG. 13 is an explanatory diagram showing the process of supporting the left span main girder and the right span main girder on the bridge seat of the pier via bolsters in an embodiment using main girders made of H-shaped steel. 左径間主桁と右径間主桁の各桁端に連結板を添設し、ボルトによって固定する工程を示す説明図である。FIG. 13 is an explanatory diagram showing the process of attaching connecting plates to the ends of the left span main girder and the right span main girder and fixing them with bolts. 左径間主桁と右径間主桁を連結板で連結した状態を示す説明図である。FIG. 13 is an explanatory diagram showing the state in which the left span main girder and the right span main girder are connected by a connecting plate. 主桁の連続化構造を示す橋長方向断面図である。This is a cross-sectional view in the longitudinal direction of the bridge showing the continuous structure of the main girder. 主桁の連続化構造を平面において断面視する図（図５のＡ－Ａ線断面図）である。FIG. 6 is a cross-sectional view of the continuous main girder structure in a plane (cross-sectional view of line A-A in FIG. 5). 主桁の連続化構造を示す橋幅方向断面図（図５のＢ－Ｂ線断面図）である。This is a cross-sectional view in the bridge width direction (cross-sectional view along line B-B in Figure 5) showing the continuous structure of the main girder. 主桁の連続化構造を示す他の橋幅方向断面図（図５のＣ－Ｃ線断面図）である。This is another cross-sectional view in the bridge width direction (cross-sectional view along line CC in Figure 5) showing the continuous structure of the main girder. 各主桁の桁端の第二連結孔を長孔とした状態を示す説明図である。FIG. 11 is an explanatory diagram showing the state in which the second connecting holes at the girder ends of each main girder are elongated holes. 桁支持面を多角面形状とした枕材を説明する断面図である。FIG. 11 is a cross-sectional view illustrating a bolster having a girder support surface in the shape of a polygonal surface. コンクリートから成る主桁を用いた連続化構造を示す橋長方向断面図である。This is a cross-sectional view along the length of the bridge showing a continuous structure using main girders made of concrete. コンクリートから成る主桁を用いた連続化構造を示す橋幅方向断面図（図１１のＤ－Ｄ線断面図）である。This is a cross-sectional view in the width direction of the bridge (cross-sectional view taken along line D-D in Figure 11) showing a continuous structure using main girders made of concrete. コンクリートから成る主桁を用いた連続化構造を示す橋幅方向断面図（図１１のＥ－Ｅ線断面図）である。This is a cross-sectional view in the bridge width direction (cross-sectional view taken along line E-E in Figure 11) showing a continuous structure using main girders made of concrete.
　以下、本発明に係る主桁連続化剛結合工法の最良の実施形態を図１乃至図１３に基づき説明する。 The best embodiment of the main girder continuous rigid connection method according to the present invention will be explained below with reference to Figures 1 to 13.
　既述したとおり、図１（Ａ）に示すように、一般的な複径間桁橋は、橋の長さに応じて両岸の橋台１間に単数又は複数の橋脚２を設け、Ｈ形鋼等の鋼材製又はＰＣコンクリート製の複数本の主桁３を橋台１と橋脚２間、橋脚２と橋脚２間にそれぞれ橋幅方向に並列して架け渡す構成となっている。 As mentioned above, 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 precast concrete are installed in parallel across the width of the bridge between the abutment 1 and pier 2, and between the piers 2 and pier 2.
　詳述すると、一つの橋脚２の橋座面２ａ上に対し支承６を介して左径間を構成する主桁３と右径間を構成する主桁３の各桁端３ａが支持されており、該左径間主桁３と右径間主桁３の各桁端３ａ間、具体的には各桁端３ａのそれぞれの桁端面３ｂ間に遊間５を形成し、該遊間５により左径間主桁３と右径間主桁３は途切れた構造を有しており、遊間５内に連結コンクリート１５を打設して左径間主桁３と右径間主桁３の連続化を図っている。 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 15 is poured into the gap 5 to make the left span main girders 3 and the right span main girders 3 continuous.
　本発明に係る主桁連続化剛結合工法は、図５～図８，図１１，図１２に示すような主桁連続化構造、すなわち、左径間主桁３と右径間主桁３の連続化を図るために、左径間主桁３の桁端３ａと右径間主桁３の桁端３ａを遊間５の主桁上面側端部５ａにおいて両桁端３ａに亘って延びる連結板７を介し連結すると共に、同遊間５の主桁下面側端部５ｂにおいて非連結状態にし、遊間５、左右両主桁３の桁端３ａ及び連結板７を連結コンクリート１５内に埋設することにより、死荷重に基づく負の曲げモーメントを減殺しつつ、完成後の活荷重に基づく負の曲げモーメントにより当該連結コンクリート１５に加わる引張力を連結板７に受け持たせることができる主桁連続化構造を構築するための工法である。加えて、連続化した主桁３と橋脚２とを連結条材１９と上記連結コンクリート１５を介して剛結合する剛結合構造を構築するための工法である。 The main girder continuity rigid connection method of the present invention is a method for constructing a main girder continuity structure as shown in Figures 5 to 8, 11, and 12, i.e., to connect the left span main girder 3 and the right span main girder 3, 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 via a connecting plate 7 extending across both girder ends 3a at the upper surface end 5a of the main girder at the gap 5, and are not connected at the lower surface end 5b of the main girder at the gap 5, and the girder ends 3a of both left and right main girders 3 and the connecting plate 7 are embedded in connecting concrete 15, thereby reducing the negative bending moment due to dead load and allowing the connecting plate 7 to bear the tensile force applied to the connecting concrete 15 due to the negative bending moment due to the live load after completion. In addition, this is a construction method for constructing a rigidly connected structure in which the continuous main girder 3 and pier 2 are rigidly connected via connecting strips 19 and the above-mentioned connecting concrete 15.
　図２～図９は径間主桁３としてＨ形鋼を用いた例を示しており、Ｈ形鋼から成る左径間主桁３と右径間主桁３はそれぞれウェブ３ｃと該ウェブ３ｃの上端に沿って伸びる上フランジ３ｄと同下端に沿って伸びる下フランジ３ｅとを有する。なお、後述するように、本発明に係る主桁連続化剛結合工法において、主桁３として用いる形鋼形状やコンクリート製主桁３へ設ける形鋼継手の形状は実施に応じ任意である。 Figures 2 to 9 show an example in which H-shaped steel is used as the span girder 3, and the left span girder 3 and the right span girder 3 made of H-shaped steel each have a web 3c and an upper flange 3d extending along the upper end of the web 3c and a lower flange 3e extending along the lower end of the same. As will be described later, in the main girder continuous rigid connection method according to the present invention, the shape of the shaped steel used as the main girder 3 and the shape of the shaped steel joint installed in the concrete main girder 3 can be freely selected depending on the implementation.
＜枕材設置工程＞
　本発明に係る主桁連続化剛結合工法においては、図２に示すように、まず左径間主桁３と右径間主桁３を支持するための共通の橋脚２の橋座面２ａ上に、左径間主桁３の桁端３ａを支持する枕材４と、右径間主桁３の桁端３ａを支持する枕材４をそれぞれ設ける。 <Pillow material installation process>
In the main girder continuity rigid connection method of the present invention, as shown in Figure 2, first, a bolster 4 supporting the girder end 3a of the left span main girder 3 and a bolster 4 supporting the girder end 3a of the right span main girder 3 are provided on the bridge bearing surface 2a of the common pier 2 for supporting the left span main girder 3 and the right span main girder 3.
　枕材４について詳述すると、枕材４はコンクリート製又は金属製又は合成樹脂製であり、図７にも示すように、橋幅方向に連続して配設する。好ましくは、図２等に示すように、枕材４の桁支持面（上面）４ａを曲面構造とし、又は図１０に示すように、桁支持面４ａを多数の微小幅面４ｂから成る多角面構造として各主桁３の傾きや変形に応じながら支持できる構造とする。 　To go into more detail about the bolster 4, it is made of concrete, metal, or synthetic resin, and is arranged continuously across the width of the bridge, as shown in Figure 7. Preferably, as shown in Figure 2, etc., the girder support surface (upper surface) 4a of the bolster 4 has a curved structure, or as shown in Figure 10, the girder support surface 4a has a polygonal structure made up of many tiny width surfaces 4b, so that it can support each main girder 3 in response to its inclination and deformation.
　また、図２に示すように、上記枕材４を設置した橋座面２ａ上に、左径間主桁３と右径間主桁３の各桁端３ａと連結する連結条材１９をそれぞれ立設する。 Also, as shown in Figure 2, connecting strips 19 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.
　連結条材１９は、たとえば鉄筋等の鋼棒にて形成し、該鋼棒の下端をコンクリート製橋脚２に一体に埋設して橋座面２ａから立ち上げる。又は鋼棒の他、ケーブルの使用が可能である。 The connecting bar 19 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 in place of a steel rod.
　連結条材１９として鋼棒を用いる場合、図５，図８，図１１，図１２に示すように、コンクリート製橋脚２に埋設した補強鉄筋２２の端部を橋座面２ａから上方へ突出し、該突出部分を連結条材１９として用いることができる。 When using steel bars as the connecting bars 19, as shown in Figures 5, 8, 11, and 12, the ends of the reinforcing bars 22 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 19.
　また、連結条材１９は、図８，図１２に示すように、橋座面２ａ上において、各主桁３の桁端３ａの直下から立ち上げると共に、各主桁３の桁端３ａの橋幅方向における並列間隔（橋幅方向に隣接する主桁３間の間隔）の直下から立ち上げることができる。又は、橋座面２ａ上において、各主桁３の桁端３ａの直下からのみ、若しくは、各主桁３の桁端３ａの橋幅方向における並列間隔の直下からのみ、連結条材１９を立ち上げることも実施に応じ任意である。 As shown in Figures 8 and 12, the connecting bars 19 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 ends 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 19 only from directly below the girder ends 3a of each main girder 3 on the bridge seat 2a, or only from directly below the parallel spacing in the bridge width direction of the girder ends 3a of each main girder 3, depending on the implementation.
＜主桁支持工程＞
　図２に示すように、既述のように設置した枕材４を介して左径間主桁３と右径間主桁３の各桁端３ａを下フランジ３ｅをもって橋脚２の橋座面２ａ上に支持する。この際に、枕材４の曲面構造又は多角面構造の桁支持面４ａによって主桁３の傾き等を吸収することができると共に、角部を有しないので枕材４自身が欠けることを有効に防止することができる。 <Main girder support process>
As shown in Figure 2, the girder ends 3a of the left span main girder 3 and the right span main girder 3 are supported by the lower flanges 3e on the bridge bearing surface 2a of the pier 2 via the bolster 4 installed as described above. At this time, the curved or polygonal girder support surface 4a of the bolster 4 can absorb the inclination of the main girder 3, and since it has no corners, it can effectively prevent the bolster 4 itself from chipping.
　また、既述のように各主桁３の桁端３ａの直下から立ち上げた連結条材１９を設けた場合には、図８，図１２に示すように、当該連結条材１９を左径間主桁３と右径間主桁３の各桁端３ａに貫挿する。具体的には、左径間主桁３と右径間主桁３の各桁端３ａにおける上フランジ３ｄ、下フランジ３ｅに設けた貫挿孔２３に下から上へと貫挿する。該貫挿した連結条材１９の突出端へのナット２０の螺合については後述する。 Furthermore, when a connecting bar 19 is provided that rises from directly below the girder end 3a of each main girder 3 as described above, the connecting bar 19 is inserted into each girder end 3a of the left span main girder 3 and the right span main girder 3 as shown in Figures 8 and 12. Specifically, it is inserted from bottom to top into the through holes 23 provided in the upper flange 3d and the lower flange 3e at each girder end 3a of the left span main girder 3 and the right span main girder 3. The screwing of the nuts 20 into the protruding ends of the inserted connecting bar 19 will be described later.
　また、既述のように各主桁３の桁端３ａの橋幅方向における並列間隔の直下から立ち上げた連結条材１９を設けた場合には、図８，図１２に示すように、当該連結条材１９を上記並列間隔内に挿入する。該挿入した連結条材１９の上端へのナット２０の螺合については後述する。 Also, as mentioned above, when a connecting bar 19 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 19 is inserted into the parallel interval as shown in Figures 8 and 12. The screwing of the nut 20 onto the upper end of the inserted connecting bar 19 will be described later.
＜連結板添設工程，連結板仮止め工程＞
　次いで、図３に示すように、左径間主桁３の桁端面３ｂと右径間主桁３の桁端面３ｂ間に形成される遊間５の主桁上面側端部５ａにおいて、両主桁３の桁端３ａに亘って連結板７を添設し、両主桁３の桁端３ａに穿設した第一連結孔１０と、連結板７に穿設した第二連結孔１１に連結ボルト１２の軸部を挿通し該軸部の突出端をナット１３で仮止めして当該連結板７を仮止めする。他方、遊間５の主桁下面側端部５ｂにおいては非連結状態とする。 <Connecting plate attachment process, connecting plate temporary fixing process>
3, at the main girder upper surface end 5a of the gap 5 formed between the girder end face 3b of the left span main girder 3 and the girder end face 3b of the right span main girder 3, a connecting plate 7 is attached across the girder ends 3a of both main girders 3, and the shanks of connecting bolts 12 are inserted into first connecting holes 10 drilled in the girder ends 3a of both main girders 3 and second connecting holes 11 drilled in the connecting plate 7, and the protruding ends of the shanks are temporarily fastened with nuts 13 to temporarily fasten the connecting plate 7. On the other hand, the main girder lower surface end 5b of the gap 5 is left in an unconnected state.
　具体的には、左径間主桁３及び右径間主桁３の両桁端３ａの上フランジ３ｄ相互の上面８Ａに亘って連結板７を添設し、同様に、両桁端３ａの上フランジ３ｄ相互の下面８Ｂに亘って連結板７を添接する一方、両桁端３ａの下フランジ３ｅ相互は非連結状態とする。 Specifically, a connecting plate 7 is attached to the upper surfaces 8A of the upper flanges 3d of both girder ends 3a of the left span main girder 3 and the right span main girder 3, and similarly, a connecting plate 7 is attached to the lower surfaces 8B of the upper flanges 3d of both girder ends 3a, while the lower flanges 3e of both girder ends 3a are not connected to each other.
　両桁端３ａの上フランジ３ｄ相互の上面８Ａには該各上面８Ａに重畳する一対の連結板７を間隔９を置き並行に配置すると共に、両桁端３ａの上フランジ３ｄ相互の下面８Ｂにも該各下面８Ｂに重畳する一対の連結板７を間隔９を置き並行に配置する。これにより、間隔９と遊間５を連通せしめ、後述する連結コンクリート１５の打設時に間隔９から空気を抜くことができ、該連結コンクリート１５を均密に充填することができる。 A pair of connecting plates 7 overlapping the upper surfaces 8A of the upper flanges 3d of both girder ends 3a are arranged in parallel with a gap 9 between them, and a pair of connecting plates 7 overlapping the lower surfaces 8B of the upper flanges 3d of both girder ends 3a are also arranged in parallel with a gap 9 between them. This allows the gap 9 to communicate with the clearance gap 5, and air can be removed from the gap 9 when pouring the connecting concrete 15 described below, allowing the connecting concrete 15 to be filled evenly.
　また、連結板７に第一連結孔１０を複数穿設し、両桁端のそれぞれの上フランジ３ｄに第一連結孔１０と対応する第二連結孔１１を複数穿設し、第一・第二連結孔１０，１１を一致させて該第一・第二連結孔１０，１１内に連結ボルト１２の軸部を挿入し該軸部の突出端（雄ねじ端）をナット１３で仮止めする。好ましくは、連結ボルト１２の軸部を各桁端３ａの上フランジ３ｄの下面８Ｂ側から挿入し上面８Ａ側から突出させることにより、ナット締め作業を行い易くする。 Furthermore, a plurality of first connection holes 10 are drilled in the connecting plate 7, and a plurality of second connection holes 11 corresponding to the first connection holes 10 are drilled in the upper flanges 3d of both girder ends. The first and second connection holes 10, 11 are aligned, and the shafts of connecting bolts 12 are inserted into the first and second connection holes 10, 11, and the protruding ends (male threaded ends) of the shafts are temporarily secured with nuts 13. Preferably, the shafts of the connecting bolts 12 are inserted from the underside 8B side of the upper flanges 3d of each girder end 3a and protrude from the upper side 8A side, making it easier to tighten the nuts.
　本発明にあっては、図３に示すように、既述した連結板７に設けた第一連結孔１０を橋長方向に延びる長孔形状にするか、又は、図９に示すように、両主桁３の桁端３ａに穿設した第二連結孔１１を橋長方向に延びる長孔形状にして、第一・第二連結孔１０，１１内に連結ボルト１２が挿入された後も連結板７又は連結ボルト１２が橋長方向に位置ズレすることができる。よって連結板７を各主桁３の桁端３ａに対して相対的にスライド可能に取り付けることとなる。そのため各主桁３の自重と、後述する橋体コンクリート（床版コンクリート１４及びスラブコンクリート２４，間詰めコンクリート２７）の重量、つまり死荷重に基づく負の曲げモーメントの発生を防止することができる。 In the present invention, as shown in FIG. 3, the first connecting hole 10 provided in the connecting plate 7 described above is made into a long hole shape extending in the bridge length direction, or as shown in FIG. 9, the second connecting hole 11 drilled in the girder ends 3a of both main girders 3 is made into a long hole shape extending in the bridge length direction, so that the connecting plate 7 or connecting bolt 12 can be displaced in the bridge length direction even after the connecting bolt 12 is inserted into the first and second connecting holes 10, 11. Therefore, the connecting plate 7 is attached so that it can slide relatively to the girder ends 3a of each main girder 3. This makes it possible to prevent the occurrence of negative bending moment due to the weight of each main girder 3 and the weight of the bridge body concrete (slab concrete 14 and slab concrete 24, interfacial concrete 27) described later, i.e., the dead load.
　また、連結ボルト１２としては摩擦接合用の高力ボルトを用い、該連結ボルト１２の軸部に対するナット１３による仮止めは、連結板７と上フランジ３ｄの上面８Ａ及び連結板７と上フランジ３ｄの下面８Ｂ間に砂利等の異物が混入しない程度に両者を密着させつつ連結板７が各主桁３の桁端３ａに対して相対的にスライド可能な程度とする。 Furthermore, high-strength bolts for frictional joints are used as the connecting bolts 12, and the nuts 13 are temporarily fastened to the shafts of the connecting bolts 12 so that the connecting plate 7 is in close contact with the upper surface 8A of the upper flange 3d and the lower surface 8B of the upper flange 3d to such an extent that gravel or other foreign matter does not get mixed in between the connecting plate 7 and the upper surface 8A of the upper flange 3d, and the connecting plate 7 and the lower surface 8B of the upper flange 3d, while allowing the connecting plate 7 to slide relative to the girder end 3a of each main girder 3.
　好ましくは、連結板７を既述のように両主桁３の桁端３ａに亘って添接する際に、ジンクリッチプライマー等の塗料によって適切なすべり係数を確保する。一層強固な摩擦接合を実現でき、強固な主桁連続化剛結合構造を実現するためである。 Preferably, when the connecting plate 7 is spliced across the girder ends 3a of both main girders 3 as described above, a paint such as zinc-rich primer is used to ensure an appropriate slip coefficient. This is to achieve a stronger friction joint and a stronger continuous main girder rigid joint structure.
＜橋体コンクリート打設工程＞
　次いで、各主桁３上及び各主桁３の橋幅方向の並列間隔内に、又は、各主桁３の橋幅方向の並列間隔内に橋体コンクリートをそれぞれ打設する。橋体コンクリートをそれぞれ打設する。 <Bridge body concrete pouring process>
Next, bridge body concrete is poured onto each of the main girders 3 and within the parallel intervals in the bridge width direction of each of the main girders 3, or within the parallel intervals in the bridge width direction of each of the main girders 3. The bridge body concrete is poured.
　図５～図８に示すように、主桁３としてＨ形鋼等の鋼桁を用いる場合には、左径間主桁３上と右径間主桁３上にそれぞれ床版コンクリート１４（橋体コンクリート）を打設すると共に、左径間主桁３の橋幅方向の並列間隔内と右径間主桁３の並列間隔内にそれぞれスラブコンクリート２４（橋体コンクリート）を打設する。 As shown in Figures 5 to 8, when steel girders such as H-shaped steel are used as the main girders 3, slab concrete 14 (bridge body concrete) is poured onto the left span main girders 3 and the right span main girders 3, respectively, and slab concrete 24 (bridge body concrete) is poured within the parallel intervals in the bridge width direction of the left span main girders 3 and within the parallel intervals of the right span main girders 3, respectively.
　この工程において、死荷重の増大により各主桁３の桁端３ａが変位するが、その変位を連結板７又は連結ボルト１２が位置ズレして吸収する。つまり連結板７を連結するための第一連結孔１０又は第二連結孔１１の長孔形状及び連結ボルト１２とナット１３の仮止め形態により変位を吸収して負の曲げモーメントの発生を防止する。さらに各枕材４の桁支持面４ａの曲面形状又は多角面形状も各主桁３の桁端３ａが変位吸収に貢献する。 In this process, the girder end 3a of each main girder 3 is displaced due to the increase in dead load, but the connecting plate 7 or connecting bolt 12 absorbs this displacement by misaligning. In other words, the long hole shape of the first connecting hole 10 or second connecting hole 11 for connecting the connecting plate 7 and the temporary fastening shape of the connecting bolt 12 and nut 13 absorb the displacement and prevent the generation of negative bending moment. Furthermore, the curved or polygonal shape of the girder support surface 4a of each bolster 4 also contributes to the girder end 3a of each main girder 3 absorbing the displacement.
　コンクリート打設について詳述すると、橋幅方向に隣接する左径間主桁３における上下フランジ３ｄ，３ｅとウェブ３ｃにて画成されるスペースにスラブコンクリート２４を打設し、連続して左径間主桁３上に床版コンクリート１４を打設する。同様に橋幅方向に隣接する右径間主桁３における上下フランジ３ｄ，３ｅとウェブ３ｃにて画成されるスペースにスラブコンクリート２４を打設し、連続して右径間主桁３上に床版コンクリート１４を打設する。 To go into more detail about pouring concrete, slab concrete 24 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 14 is poured onto the left span main girder 3. Similarly, slab concrete 24 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 14 is poured onto the right span main girder 3.
　換言すると、左径間主桁３の橋幅方向に隣接する下フランジ３ｅ間に形成される橋長方向に延びる開口２５’を閉鎖部材で閉鎖し、左径間主桁３の橋幅方向に隣接する上フランジ３ｄ間に形成される橋長方向に延びる開口２５を通じて上記スペース内にスラブコンクリート２４を打設し、連続して左径間主桁３上に床版コンクリート１４を打設する。 In other words, the opening 25' 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 24 is poured into the above space through the opening 25 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 14 is poured on the left span main girder 3.
　同様に、右径間主桁３の橋幅方向に隣接する下フランジ３ｅ間に形成される橋長方向に延びる開口２５’を閉鎖部材で閉鎖し、右径間主桁３の橋幅方向に隣接する上フランジ３ｄ間に形成される橋長方向に延びる開口２５を通じて上記スペース内にスラブコンクリート２４を打設し、連続して右径間主桁３上に床版コンクリート１４を打設する。 Similarly, the opening 25' 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 24 is poured into the above space through the opening 25 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 14 is poured on the right span main girder 3.
　また、図１１～図１３に示すように、左径間主桁３及び右径間主桁３としてＰＣコンクリート桁を用いる場合には、各主桁３の桁端３ａをＨ形鋼から成る継手３ａ’にて構成する、つまりＰＣコンクリート桁から成る左径間主桁３及び右径間主桁３の各桁端３ａをそれぞれウェブ３ｃと該ウェブ３ｃの上端に沿って延びる上フランジ３ｄと同下端に沿って延びる下フランジ３ｅとを有する継手３ａ’にて形成することができる。なお、図１１における３ｂ’は形鋼継手３ａ’の端面であり、左右の各主桁３における継手端面３ｂ’間に遊間５が形成される。 Also, as shown in Figures 11 to 13, when PC concrete girders are used as the left span main girder 3 and the right span main girder 3, the girder end 3a of each main girder 3 is constructed with a joint 3a' made of H-shaped steel, that is, each girder end 3a of the left span main girder 3 and the right span main girder 3 made of PC concrete can be formed with a joint 3a' having a web 3c and an upper flange 3d extending along the upper end of the web 3c and a lower flange 3e extending along the lower end of the same. Note that 3b' in Figure 11 is the end face of the shaped steel joint 3a', and a gap 5 is formed between the joint end faces 3b' of the left and right main girders 3.
　このように、各主桁３としてＰＣコンクリート桁を用いる場合、枕材設置工程、主桁支持工程、連結板添設工程、連結板仮止め工程においては、既述したＨ形鋼桁の上下フランジ３ｄ，３ｅをＨ形鋼継手３ａ’の上下フランジ３ｄ，３ｅに置き換えるだけで適用できるが、本工程においては、図１２に示すように、左径間主桁３の橋幅方向の並列間隔（隣接間隔）及び右径間主桁３の橋幅方向の並列間隔（隣接間隔）にそれぞれ間詰めコンクリート２７（橋体コンクリート）を打設して、橋幅方向に隣接する複数本の主桁３を一体化する。 In this way, when PC concrete girders are used for each main girder 3, the bolster installation process, main girder support process, connecting plate attachment process, and connecting plate temporary fixing process can be applied simply by replacing the upper and lower flanges 3d, 3e of the H-shaped steel girder described above with the upper and lower flanges 3d, 3e of the H-shaped steel joint 3a', but in this process, as shown in Figure 12, filling concrete 27 (bridge body concrete) is poured into the parallel intervals (adjacent intervals) in the bridge width direction of the left span main girder 3 and the parallel intervals (adjacent intervals) in the bridge width direction of the right span main girder 3, to integrate multiple main girders 3 adjacent in the bridge width direction.
　間詰めコンクリート２７は、橋幅方向に隣接する左径間主桁３間の下側に形成される橋長方向に延びる開口２５’を閉鎖部材で閉鎖し、橋幅方向に隣接する左径間主桁３間の上側に形成される橋長方向に延びる開口２５を通じて打設する。同様に、橋幅方向に隣接する右径間主桁３間の下側に形成される橋長方向に延びる開口２５’を閉鎖部材で閉鎖し、橋幅方向に隣接する右径間主桁３間の上側に形成される橋長方向に延びる開口２５を通じて打設する。 The filling concrete 27 is poured through an opening 25' extending in the bridge length direction formed on the lower side of the left span main girders 3 adjacent in the bridge width direction, which is closed with a closing member, and is poured through an opening 25 extending in the bridge length direction formed on the upper side of the left span main girders 3 adjacent in the bridge width direction. Similarly, an opening 25' extending in the bridge length direction formed on the lower side of the right span main girders 3 adjacent in the bridge width direction, which is closed with a closing member, and is poured through an opening 25 extending in the bridge length direction formed on the upper side of the right span main girders 3 adjacent in the bridge width direction.
＜連結板本止め工程＞
　既述した橋体コンクリート（床版コンクリート１４とスラブコンクリート２４又は間詰めコンクリート２７）の打設後、連結板仮止め工程にてボルト１２の軸部に仮止めしていたナット１３を本止めして連結板７を各主桁３の桁端３ａに本止めする。これにより、左径間主桁３及び右径間主桁３の各桁端３ａと連結板７とを摩擦接合により強固に連結することができる。 <Connecting plate final fastening process>
After pouring the bridge body concrete (the deck concrete 14 and the slab concrete 24 or the inter-filling concrete 27) described above, the nuts 13 that were temporarily fastened to the shafts of the bolts 12 in the connecting plate temporary fastening process are permanently fastened to permanently fasten the connecting plate 7 to the girder ends 3a of each main girder 3. This makes it possible to firmly connect the girder ends 3a of the left span main girder 3 and the right span main girder 3 to the connecting plate 7 by frictional bonding.
　また、図８，図１２に示すように、各主桁３の桁端３ａに貫挿した連結条材１９に対しては、その突出端にナット２０を螺合して該ナット２０を各主桁３の桁端３ａの上面に定着する。すなわち、各桁端３ａの上フランジ３ｄの上面８Ａから突出する連結条材１９の突出端（雄ねじ端）にナット２０を螺合し、該ナット２０を上フランジ３ｄの上面８Ａに定着する。該上フランジ３ｄの上面８Ａに定着するナット２０は、上フランジ３ｄの上面８Ａに直接定着する、又は支圧材２１を介して上フランジ３ｄの上面８Ａに定着する。該支圧材２１は橋幅方向に並列された桁端３ａを橋幅方向に横断するように延在し、各桁端３ａの上フランジ３ｄの上面８Ａに架橋載置する。 Also, as shown in Figures 8 and 12, a nut 20 is screwed onto the protruding end of the connecting bar 19 inserted into the girder end 3a of each main girder 3, and the nut 20 is fixed to the upper surface of the girder end 3a of each main girder 3. That is, a nut 20 is screwed onto the protruding end (male thread end) of the connecting bar 19 protruding from the upper surface 8A of the upper flange 3d of each girder end 3a, and the nut 20 is fixed to the upper surface 8A of the upper flange 3d. The nut 20 fixed to the upper surface 8A of the upper flange 3d is fixed directly to the upper surface 8A of the upper flange 3d, or is fixed to the upper surface 8A of the upper flange 3d via a support material 21. The support material 21 extends across the girder ends 3a arranged in parallel in the bridge width direction, and is placed on the upper surface 8A of the upper flange 3d of each girder end 3a.
　また、左径間主桁３の橋幅方向の並列間隔（隣接間隔）内及び右径間主桁３の橋幅方向の並列間隔（隣接間隔）内に挿入された連結条材１９に対しては、その上端を、支圧材２１における主桁３間に延在する部分２１ａ、つまり上フランジ３ｄ間に延在する支圧材部分２１ａに貫挿してナット２０を螺合し、該ナット２０を支圧材部分２１ａ上面に定着する。 Furthermore, for the connecting bars 19 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 portions 21a of the support material 21 that extend between the main girders 3, i.e., the support material portions 21a that extend between the upper flanges 3d, and the nuts 20 are screwed in and the nuts 20 are fixed to the upper surface of the support material portions 21a.
＜連結コンクリート打設工程＞
　最後に、型枠を組んで遊間５を通じて橋脚２の橋座面２ａ上に連結コンクリート１５を打設し、遊間５、左径間主桁３及び右径間主桁３の各桁端３ａ、連結板７及び連結条材１９を当該連結コンクリート１５内に埋設する。 <Connected concrete pouring process>
Finally, formwork is assembled and connecting concrete 15 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 connecting plates 7 and the connecting strips 19 are embedded in the connecting concrete 15.
　好ましくは、連結コンクリート１５の打設は上述の如く打設した橋体コンクリート（床版コンクリート１４及びスラブコンクリート２４，間詰めコンクリート２７）が硬化する前に行う。これら連結コンクリート１５と橋体コンクリートとを馴染みよく緊密に硬化させるためである。 The connecting concrete 15 is preferably poured before the bridge body concrete (the deck concrete 14, slab concrete 24, and inter-fill concrete 27) poured as described above hardens. This is to allow the connecting concrete 15 and the bridge body concrete to harden in a well-integrated manner.
　以上説明したように、本発明にあっては、左径間主桁３の桁端３ａと右径間主桁３の桁端３ａを遊間５の主桁上面側端部５ａにおいて、左径間主桁３と右径間主桁３に橋体コンクリート（床版コンクリート１４及びスラブコンクリート２４又は間詰めコンクリート２７）による死荷重を発生させてから連結板７を介して連結することにより、死荷重に基づく負の曲げモーメントの発生を防止することができる。 As explained above, 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 connected via a connecting plate 7 after a dead load is generated between the left span main girder 3 and the right span main girder 3 at the end 5a of the main girder top surface of the gap 5 due to the bridge body concrete (deck concrete 14 and slab concrete 24 or inter-filling concrete 27). This makes it possible to prevent the generation of a negative bending moment due to the dead load.
　すなわち、橋体コンクリート打設前は、連結板７を仮止めして左径間主桁３及び右径間主桁３を単純支持する一方、橋体コンクリート打設によって各主桁３の桁端３ａが僅かに上方に変位するのを適切に吸収した後に、連結板７を本止めして左径間主桁３及び右径間主桁３を連結できるので、負の曲げモーメントの発生を防止しつつ強固に両主桁３を連続化することができると共に、さらには該連続化した両主桁３を橋脚２と剛結合することができる。 In other words, before the bridge body concrete is poured, the connecting plate 7 is temporarily fixed to simply support the left span main girder 3 and the right span main girder 3, while after the slight upward displacement of the girder ends 3a of each main girder 3 caused by the pouring of the bridge body concrete has been appropriately absorbed, the connecting plate 7 is permanently fixed to connect the left span main girder 3 and the right span main girder 3, so that the two main girders 3 can be firmly connected together while preventing the occurrence of negative bending moments, and furthermore, the two connected main girders 3 can be rigidly connected to the pier 2.
　そして、連結コンクリート１５が硬化した後、舗装２６を施せば、図５～図８，図１１～図１３に示す主桁連続化剛結合構造が完成する。 After the connecting concrete 15 hardens, paving 26 is applied to complete the continuous rigidly connected main girder structure shown in Figures 5 to 8 and 11 to 13.
　なお、完成後は左径間主桁３及び右径間主桁３に加わる活荷重又は舗装２６の重量（死荷重）に基づく負の曲げモーメントによって連結コンクリート１５の上方部位に引張力が加わるが、該引張力を連結板７に適切に受け持たせ、連結コンクリート１５に亀裂が生ずるのを有効に防止する。 After completion, a tensile force is applied to the upper part of the connecting concrete 15 due to the 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 weight of the pavement 26 (dead load), but this tensile force is appropriately borne by the connecting plate 7, effectively preventing the occurrence of cracks in the connecting concrete 15.
　また、本発明にあっては、橋幅方向に隣接する左径間主桁３の各桁端３ａ間には該各桁端３ａに穿設した挿通孔１７を介して橋幅方向に延びるＰＣケーブル、無垢の線材等の鋼線材から成る連結線材１６を橋長方向に間隔を置いて複数本通挿して連結コンクリート１５内に埋設すると共に、橋幅方向に隣接する右径間主桁３の各桁端３ａ間に該各桁端３ａに穿設した通挿孔１７を介して橋幅方向に延びる上記鋼線材から成る他の連結線材１６を橋長方向に間隔を置いて複数本通挿して連結コンクリート１５内に埋設し主桁連続化剛結合構造を強化することができる。 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 16 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 insertion holes 17 drilled in each girder end 3a and embedded in the connecting concrete 15, and multiple other connecting wires 16 made of the above steel wires extending in the bridge width direction are inserted at intervals in the bridge length direction through insertion holes 17 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 15, thereby strengthening the continuous rigid connection structure of the main girders.
　再述すると、連結線材１６は、図７に示すように、橋幅方向に並列したＨ形鋼から成る各主桁３の桁端３ａにおけるウェブ３ｃを貫通するように通挿孔１７を介して通挿して橋幅方向両端の主桁３の桁端３ａにおけるウェブ３ｃ外側面においてナット１８により締結する。また、図１２に示すように、ＰＣコンクリートから成る主桁３を用いる場合も、その継手３ａ’におけるウェブ３ｃを貫通するように通挿孔１７を介して通挿して橋幅方向両端の主桁３の桁端３ａにおけるウェブ３ｃ外側面においてナット１８により締結することができる。 To restate, as shown in Figure 7, the connecting wire 16 is inserted through the through hole 17 so as to penetrate the web 3c at the girder end 3a of each main girder 3 made of H-shaped steel arranged in parallel in the bridge width direction, and is fastened with a nut 18 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. Also, as shown in Figure 12, when using a main girder 3 made of PC concrete, the connecting wire 16 can be inserted through the through hole 17 so as to penetrate the web 3c at the joint 3a', and fastened with a nut 18 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.
　又は橋幅方向に隣接する左径間主桁３の各桁端３ａ間に橋幅方向に延びる管材１６’内に緩挿した連結線材１６を通挿して連結コンクリート１５内に埋設すると共に、橋幅方向に隣接する右径間主桁３の各桁端３ａ間に橋幅方向に延びる他の管材１６’内に緩挿した連結線材１６を通挿して連結コンクリート１５内に埋設し、連結線材１６を緊張することにより連結コンクリート１５にプレストレス力を与え補強することができる。 Or, a connecting wire 16 loosely inserted into a pipe 16' 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 15, and a connecting wire 16 loosely inserted into another pipe 16' 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 15, and by tensioning the connecting wire 16, a prestress force is applied to the connecting concrete 15 to reinforce it.
　さらに、図８，図１３に示すように、左径間主桁３と右径間主桁３の各ウェブ３ｃの橋長方向の全長に亘り連結線材１６又は連結管材１６’内に緩挿した連結線材１６を橋長方向に間隔を置いて多数本通挿してスラブコンクリート２４又は間詰めコンクリート２７にプレストレス力を与え補強することができる。 Furthermore, as shown in Figures 8 and 13, multiple connecting wires 16 loosely inserted into connecting pipes 16' can be inserted at intervals along the entire length of each web 3c of the left span main girder 3 and the right span main girder 3 in the bridge length direction to provide prestress to the slab concrete 24 or the filling concrete 27 for reinforcement.
　本発明にあっては、連結板７による連結は、既述した各実施例のように必ずしも両主桁３の桁端３ａ又は継手３ａ’の各上フランジ３ｄの上面８Ａ及び下面８Ｂの両面を連結しなくともよく、該各上フランジ３ｄの上面８Ａ又は下面８Ｂの何れかを連結するのみでも良い。 In the present invention, the connection by the connecting plate 7 does not necessarily have to connect both the upper surface 8A and the lower surface 8B of each upper flange 3d of the girder ends 3a of both main girders 3 or the joints 3a' as in the respective embodiments described above, but may only connect either the upper surface 8A or the lower surface 8B of each upper flange 3d.
　また、本発明にあっては、連結板７として板材又はチャンネル材又は平棒材の適用が可能であり、両桁端３ａ又は両継手３ａ’の上フランジ３ｄ相互に亘り、且つ、該上フランジ３ｄに重畳して配置できれば、連結板７として上記以外の部材を用いることを包含する。また、連結板７は引張強度の強い鋼材製の中実板を適用するのが望ましい。 In addition, in the present invention, plate material, channel material, or flat bar material can be used as the connecting plate 7, and materials other than those mentioned above can be used as the connecting plate 7 as long as they can be arranged to span the upper flanges 3d of both girder ends 3a or both joints 3a' and overlap the upper flanges 3d. In addition, it is preferable to use a solid plate made of steel with high tensile strength as the connecting plate 7.
　また、本発明にあっては、両桁端３ａ又は両継手３ａ’の上フランジ３ｄ相互の上面８Ａに配置する連結板７を幅広に形成して、上記各実施例のように間隔９を形成せず１つの連結板７を上面８Ａに重畳して配置する場合を包含する。 In addition, the present invention also includes cases where the connecting plate 7 placed on the upper surface 8A between the upper flanges 3d of both girder ends 3a or both joints 3a' is formed wide, and one connecting plate 7 is placed overlapping the upper surface 8A without forming a gap 9 as in the above embodiments.
　更に本発明にあっては、既述したＨ形鋼から成る主桁３に代えて、Ｔ形鋼又はＩ形鋼又はπ形鋼等の上フランジ３ｄを有する形鋼から成る主桁３を用い該主桁３の上フランジ３ｄを連結板７で連結し連続化剛結合構造を構築する場合を包含する。また、既述したＨ形鋼から成る継手３ａ’に代えて、Ｔ形鋼又はＩ形鋼又はπ形鋼等の上フランジ３ｄを有する形鋼から成る継手３ａ’を用い該継手３ａ’の上フランジ３ｄを上記連結板７で連結し連続化剛結合構造を構築する場合を包含する。 Furthermore, the present invention includes cases where, instead of the main girder 3 made of H-shaped steel as described above, a main girder 3 made of shaped steel with an upper flange 3d, such as a T-shaped steel, I-shaped steel, or π-shaped steel, is used and the upper flange 3d of the main girder 3 is connected with a connecting plate 7 to construct a continuous rigid connection structure. Also, instead of the joint 3a' made of H-shaped steel as described above, a joint 3a' made of shaped steel with an upper flange 3d, such as a T-shaped steel, I-shaped steel, or π-shaped steel, is used and the upper flange 3d of the joint 3a' is connected with the connecting plate 7 to construct a continuous rigid connection structure.
１…橋台、２…橋脚、２ａ…橋座面、３…主桁（左径間主桁、右径間主桁）、３ａ…桁端、３ａ'…継手、３ｂ…桁端面、３ｂ'…継手端面、３ｃ…ウェブ、３ｄ…上フランジ、３ｅ…下フランジ、４…枕材、４ａ…桁支持面、４ｂ…微小幅面、５…遊間、５ａ…主桁上面側端部、５ｂ…主桁下面側端部、６…支承、７…連結板、８Ａ…上フランジの上面、８Ｂ…上フランジの下面、９…間隔、１０…第一連結孔、１１…第二連結孔、１２…連結ボルト、１３…ナット、１４…床版コンクリート（橋体コンクリート）、１５…連結コンクリート、１６…連結線材、１６'…管材、１７…通挿孔、１８…ナット、１９…連結条材、２０…ナット、２１…支圧材、２１ａ…支圧材部分、２２…補強鉄筋、２３…貫挿孔、２４…スラブコンクリート（橋体コンクリート）、２５，２５'…開口、２６…舗装、２７…間詰めコンクリート（橋体コンクリート）。 1...Abutment, 2...Pier, 2a...Bridge seat, 3...Main girder (left span main girder, right span main girder), 3a...Girder end, 3a'...Joint, 3b...Girder end face, 3b'...Joint end face, 3c...Web, 3d...Upper flange, 3e...Lower flange, 4...Pillow, 4a...Girder support surface, 4b...Micro width surface, 5...Gap, 5a...Main girder upper end, 5b...Main girder lower end, 6...Bearing, 7...Connecting plate, 8A...Upper surface of upper flange, 8B...Lower surface of upper flange, 9...Spacing, 10...First connecting hole, 11...Second Connection hole, 12...connection bolt, 13...nut, 14...slab concrete (bridge body concrete), 15...connection concrete, 16...connection wire, 16'...pipe, 17...through hole, 18...nut, 19...connection strip, 20...nut, 21...bearing material, 21a...bearing material part, 22...reinforcing bar, 23...through hole, 24...slab concrete (bridge body concrete), 25, 25'...opening, 26...pavement, 27...filling concrete (bridge body concrete).

Claims (4)

  1. 　橋幅方向に並列した複数本の左径間主桁の桁端と、橋幅方向に並列した複数本の右径間主桁の桁端を共通の橋脚上に支持して連結すると共に当該橋脚と剛結合する主桁連続化剛結合工法であって、以下のＡ乃至Ｇの工程を有することを特徴とする。
    Ａ：上記橋脚の橋座面上に上記各主桁の桁端を支持する枕材をそれぞれ設けると共に、該橋座面上に上記各主桁の桁端と連結する連結条材をそれぞれ立設し、
    Ｂ：上記各主桁の桁端を上記枕材を介してそれぞれ支持し、
    Ｃ：上記両主桁の桁端間に形成された遊間の主桁上面側端部において上記両主桁の桁端に亘って連結板を添接し、
    Ｄ：上記連結板に設けた第一連結孔と、上記各主桁の桁端にそれぞれ設けた第二連結孔のいずれか一方を橋長方向に延びる長孔形状にすると共に、該第一・第二連結孔に連結ボルトの軸部を挿通し該軸部の突出端をナットで仮止めして、上記連結板を上記各主桁の桁端に対して相対的にスライド可能に取り付け、
    Ｅ：上記各主桁上及び上記各主桁の橋幅方向の並列間隔内、又は上記各主桁の橋幅方向の並列間隔内に橋体コンクリートをそれぞれ打設し、
    Ｆ：上記ボルトの軸部に仮止めしていたナットを本止めして、上記各主桁の桁端と上記連結板とを摩擦接合によって連結し、
    Ｇ：上記遊間に連結コンクリートを打設し、上記遊間、上記各主桁の桁端、上記連結板及び上記連結条材をコンクリート内に埋設して上記左径間主桁と上記右径間主桁を連続化すると共に、該連続化した両主桁と上記橋脚とを剛結合する。     This is a main girder continuity rigid connection method 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 and rigidly connected to the pier, and is characterized by having the following steps A to G.
    A: A pillow member supporting the girder end of each of the main girders is provided on the bridge seat of the pier, and a connecting bar member connecting to the girder end of each of the main girders is erected on the bridge seat,
    B: The girder ends of the main girders are supported via the bolsters,
    C: A connecting plate is attached across the girder ends of both main girders at the end of the upper surface of the main girder of the gap formed between the girder ends of both main girders,
    D: Either the first connecting hole provided in the connecting plate or the second connecting hole provided at the girder end of each of the main girders is formed into a long hole shape extending in the bridge length direction, and the shaft portion of a connecting bolt is inserted into the first and second connecting holes and the protruding end of the shaft portion is temporarily fixed with a nut, so that the connecting plate is attached so as to be slidable relative to the girder end of each of the main girders.
    E: Pour bridge body concrete onto each of the main girders and within the parallel intervals of each of the main girders in the bridge width direction, or within the parallel intervals of each of the main girders in the bridge width direction,
    F: The nuts that were temporarily fastened to the shanks of the bolts are permanently fastened to connect the girder ends of the main girders and the connecting plates by frictional connection.
    G: Pour connecting concrete into the gap, and embed the gap, the girder ends of each main girder, the connecting plate, and the connecting strip in the concrete to connect the left span main girder and the right span main girder, and rigidly connect both connected main girders to the pier.
  2. 　上記Ａ工程において上記枕材の桁支持面を曲面構造又は多角面構造として設けることを特徴とする請求項１記載の主桁連続化剛結合工法。 The method for continuous and rigidly connecting main girders described in claim 1, characterized in that in step A, the girder support surface of the pillow material is provided as a curved or polygonal structure.
  3. 　上記連結条材を上記各主桁の桁端に設けた貫挿孔にそれぞれ貫挿し、該連結条材の突出端にナットを螺合し該ナットを上記各主桁の桁端の上面に直接又は支圧材を介して定着することを特徴とする請求項１記載の主桁連続化剛結合工法。 The method for connecting main girders and rigid connection as described in claim 1, characterized in that the connecting strips are inserted into the through holes provided at the girder ends of each of the main girders, nuts are screwed onto the protruding ends of the connecting strips, and the nuts are fixed directly or via bearing members to the upper surfaces of the girder ends of each of the main girders.
  4. 　上記連結条材を上記各主桁の桁端の橋幅方向の並列間隔にそれぞれ挿入すると共に、該連結条材を上記各主桁の桁端の上面に橋幅方向に架橋載置された支圧材に貫挿し、該連結条材の突出端にナットを螺合することを特徴とする請求項１記載の主桁連続化剛結合工法。 The method for connecting main girders and rigid connection described in claim 1, characterized in that the connecting strips are inserted into the parallel intervals between the girder ends of each of the main girders in the bridge width direction, and the connecting strips are inserted into the support materials placed on the top surface of the girder ends of each of the main girders in the bridge width direction, and nuts are screwed onto the protruding ends of the connecting strips.
PCT/JP2023/015411 2023-01-17 2023-04-18 Main-girder continuous rigid-joint construction method WO2024154365A1 (en)

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JP7539643B1 (en) 2024-04-09 2024-08-26 朝日エンヂニヤリング株式会社 Continuous rigid joint structure for main girder

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000045227A (en) * 1998-07-24 2000-02-15 Nkk Corp Joint method and structure between case-in-place concrete slab and steel girder
JP2012154060A (en) * 2011-01-25 2012-08-16 Asahi Engineering Kk Continued structure of main girders
JP2016094819A (en) * 2014-11-06 2016-05-26 佐藤鉄工株式会社 Fixing structure for floor slab panel
JP2018059313A (en) * 2016-10-04 2018-04-12 Ｊｆｅエンジニアリング株式会社 Steel floor slab unit with pavement attached and floor slab structure

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000045227A (en) * 1998-07-24 2000-02-15 Nkk Corp Joint method and structure between case-in-place concrete slab and steel girder
JP2012154060A (en) * 2011-01-25 2012-08-16 Asahi Engineering Kk Continued structure of main girders
JP2016094819A (en) * 2014-11-06 2016-05-26 佐藤鉄工株式会社 Fixing structure for floor slab panel
JP2018059313A (en) * 2016-10-04 2018-04-12 Ｊｆｅエンジニアリング株式会社 Steel floor slab unit with pavement attached and floor slab structure

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