JP5452416B2 - Bridge joint structure - Google Patents

Description

  The present invention relates to a bridge joint structure for connecting a girder end of an existing bridge with a girder end of another bridge girder adjacent thereto, an abutment and other adjacent objects (hereinafter referred to as “bridge girder adjacency”). .

  In the existing bridge, a telescopic device is usually installed at a connection portion between the bridge girder and the second bridge girder adjacent thereto, or a connection portion between the bridge girder and the abutment adjacent thereto. In general, the expansion device absorbs expansion and contraction and rotational displacement of bridge girder ends due to temperature changes of bridge girder, concrete creep or drying shrinkage, live load, etc., finger joint, rubber joint, cutting joint, buried joint Etc. are used.

JP 2006-328867 A JP 2003-309509 A JP-A 61-266704 JP 61-261501 A JP 61-266703 A

  However, in the above-described finger joint type expansion and contraction device, a steel face plate (also referred to as a “surface face plate”) is present on the road surface, and these materials are different from asphalt or concrete paving bodies, There is a possibility that the riding comfort of a traveling vehicle passing there may be deteriorated, or an unpredictable and unstable behavior such as slip may be induced in the traveling vehicle due to a change in road surface characteristics due to wetness in rainy weather.

  Also, repair work is required to replace parts and the entire device due to damage due to aging or other causes, but finger joint type expansion and contraction devices are particularly expensive, for example from several million yen per location Although it may require 10 million yen, the service life is generally 30 to 50 years, but it is relatively long. However, considering that there are many road bridges equipped with this, the repair work is enormous. There is a problem that costs are continuously required.

  In addition, since the joint between the face plates and the joint between the face plate and the pavement create a step on the road surface, a large impact is applied to both the traveling vehicle and the bridge when the traveling vehicle passes through the step. There is also a problem that the ride comfort of the traveling vehicle is lowered and the finger joint is easily damaged.

  In addition, the finger joint expands and contracts the gap between the bridge girders or between the bridge girders and the abutment, and absorbs the expansion and contraction displacement and rotational displacement of the bridge girder. Sealing material and water-stopping material are easily peeled off, and water containing chloride ions flows into the gaps between the bridge girders or between the bridge girders and the abutments through this peeled part, causing corrosion deterioration due to salt damage of the bridge girders and supports. There is a problem of generating.

  In addition, a drainage basin may be installed in the gap between the finger joints instead of the sealing material and the waterstop material described above, but such a drainage basin is clogged with earth and sand or dust. End up. Then, the water containing chloride ions that flowed from the joints between the faceplates overflows from the drainage basin and flows into the play room, which causes corrosion deterioration due to bridge girder ends and obstructive salt damage. There was a problem.

  The present invention has been made to solve the above-described problems, and provides a bridge joint structure in which a floor slab and a floor slab adjacent portion are integrated through a composite made of a steel member and a restraining member. It is aimed.

In order to achieve this object, the bridge joint structure according to claim 1 is provided at a connection portion between the floor slab of the bridge girder and the floor slab adjacent portion of the bridge girder adjoining, and is located between the floor slab and the floor slab adjacent portion. A pair of existing structural members that are arranged to face each other with a gap between them and are part of the floor slab and a portion adjacent to the floor slab, and a pair of existing structures that are arranged between opposing surfaces of the pair of existing structural materials A plurality of steel members that are bonded and fixed to at least one of the materials and provided in the gap direction between the gaps, and the plurality of steel members are encapsulated and restrained from being deformed between the pair of existing structural materials. A constraining member is formed of filled concrete that is filled, and is spanned between the pair of existing structural members and joined to the pair of existing structural members, the constraining member, a plurality of steel members, and a pair of existing structural members. Close the gap To and a said floor slab and slab made of steel reinforced concrete which connecting adjacent portions complex thereby preventing the expansion and contraction of the Joint Gap width.

  The bridge girder adjacency adjacent to the bridge girder is a second girder separate from the bridge girder and adjacent to the bridge girder, or an abutment supporting the bridge length direction end of the bridge girder. The floor slab adjacent portion is a floor slab of the second bridge girder that is the bridge girder adjacency or an abutment parapet of the abutment that is the bridge girder adjacency.

  According to the bridge joint structure according to claim 1, the gap between the floor slab and the floor slab adjacent portion, that is, between the opposing surfaces of the pair of existing structural members that are part of the floor slab and the floor slab adjacent portion. A constraining member formed of post-cast concrete filled therein is installed. This restraining member encloses and restrains a plurality of steel members inside to restrain the deformation, and constructs a composite made of steel reinforced concrete with a pair of existing structural members and a plurality of steel members as a framework. ing.

  According to this composite, the gap between the floor slab and the floor slab adjacent portion is closed, so that the floor slab and the floor slab adjacent portion are also laid on the composite. A pavement that forms a continuous road surface with the existing pavement can be formed. In this case, there is no step or foreign material having a different material on the road surface of the pavement, so that it is possible to prevent the traveling performance of the traveling vehicle from being lowered and the impact to the bridge from being generated.

  In addition, the existing structural material in the composite body has an anchor function for connecting and fixing the composite body to the floor slab and the adjacent portion of the floor slab. For this reason, it is preferable that the existing structural material is integrally bonded to the floor slab and the floor slab adjacent part, and in particular, the parts of the existing expansion and contraction device at the connecting part of the floor slab and the floor slab adjacent part, By diverting a part of the parts and reusing them, construction costs can be reduced.

  Furthermore, since the composite blocks the gap between the floor slab and the adjacent part of the floor slab, rainwater, snowmelt water and other water containing chloride ions such as anti-freezing agents permeate the pavement, and the composite Even if it permeates to the boundary, it is blocked by this complex and the water is prevented from flowing into the play space, and corrosion deterioration due to salt damage of bridge girders and bearings is prevented.

  The bridge joint structure according to claim 2 is the bridge joint structure according to claim 1, wherein the floor slab and the floor slab adjacent portion are integrated via the composite to integrally displace the bridge girder and the bridge girder adjacent object. It is a possible interlocking structure.

  According to the bridge joint structure of the second aspect, in addition to acting in the same manner as the bridge joint structure of the first aspect, the floor slab and the floor slab adjacent portion are connected and integrated via the composite, The bridge girder and the bridge girder adjoining form one interlocking structure, and the bridge girder adjoining object is integrally displaced in conjunction with the displacement behavior of the bridge girder. Thereby, the expansion and contraction displacement and the rotational displacement generated at the end of the bridge girder accompanying the displacement behavior of the bridge girder are absorbed as the overall displacement behavior of the interlocking structure in which the bridge girder and the bridge girder adjoining are integrated.

  The bridge joint structure according to claim 3 is the bridge joint structure according to claim 1 or 2, wherein the pair of existing structural members include a pair of web plates facing each other with the gap therebetween. Or the remaining part which removed the unnecessary part from the cradle member.

  According to this bridge joint structure of claim 3, the same as the bridge joint structure of claim 1 or 2, the finger joint cradle member which is a kind of expansion and contraction device is composed of a floor slab and a floor slab adjacent portion. Are fastened or fixed to each other, and have an anchor function. Moreover, the pair of cradle members are parts of finger joints that are not necessary due to the formation of the composite, and the web plates provided to each other face each other with a gap between the floor slab and the adjacent floor slab. Therefore, it can be diverted as a pair of existing structural materials.

  However, even if the cradle member can be diverted as an existing structural material, the entire structure is not necessarily required, and if there is an unnecessary part in the construction of the bridge joint structure, the remaining part after removing the unnecessary part is removed. It can also be diverted as a pair of existing structural materials.

  For example, when the upper surface of the composite is flush with the upper surface of the floor slab and the paved portion of the floor slab adjacent portion, and a paving body having a uniform thickness is laid on these upper surfaces, the receiving member Since the portion above the upper surface of the paved portion becomes an unnecessary portion among the portions, the remaining portions from which the unnecessary portions are removed can be reused as a pair of existing structural materials.

  However, the remaining portions from which unnecessary portions are removed from the pair of cradle members are still fixed to the floor slab and the floor slab adjacent parts as a pair of existing structural materials, and still have an anchor function. It takes a thing. Specifically, after the unnecessary portion is removed, the remaining portion is fixed to the floor slab and the floor slab adjacent portion via a fastening means, or at least a part of the remaining portion is the floor slab and the floor slab adjacent portion. It is necessary to be in a state of still having an anchor function by being embedded and fixed in.

  The bridge joint structure according to claim 4 is the bridge joint structure according to any one of claims 1 to 3, wherein the steel member is inclined downward from the upper side to the lower side between the opposing surfaces of the pair of existing structural members. And a welded joint for joining and fixing the end portion in the gap width direction of the steel plate in the inclined posture to the existing structural material.

  According to this bridge joint structure of claim 4, the steel plate of the steel member acts in the downward inclined posture between the opposing surfaces of the existing structural members in addition to acting in the same manner as the bridge joint structure of any one of claims 1 to 3. As a result, the joint between the existing structural material and the steel plate surface is directed toward the road surface (upper side) by the amount of inclination of the steel plate, improving workability when processing welded joints at the joint. Is done.

  In addition, when the thickness of the restraint member is constant, when the steel plate is enclosed by the restraint member, the steel plate is more effective when placed in a descending inclined posture than when placed in a vertical posture. The welding length can be increased. As a result, it is possible to ensure the necessary proof stress regarding tension, bending and twisting for the welded joint for joining the steel plate and the existing structural material without increasing the thickness of the restraining member.

  On the other hand, if the steel plate is disposed in a horizontal posture, the steel plate itself may interfere with the flow of fresh concrete serving as a restraining member, leading to poor placement of the concrete serving as the restraining member. However, since the steel plate is arranged in a downwardly inclined posture, the plate surface of the steel plate guides the flow of fresh concrete downward, so that insufficient filling of concrete serving as a restraining member is also reduced.

  The bridge joint structure according to claim 5 is the bridge joint structure according to any one of claims 1 to 4, wherein the steel member is a steel plate disposed between opposing surfaces of the pair of existing structural members, and the steel plate A welded joint that joins and fixes the end portion in the gap width direction to the existing structural material, and the steel plate is joined and fixed to the one existing structural material via the welded joint. What is separated from the other existing structural material, and what is separated from the one existing structural material, the steel plate is joined and fixed to the other existing structural material via the welded joint, They are arranged alternately in the cut direction.

  According to the bridge joint structure of the fifth aspect, the steel plate works in the same way as the bridge joint structure of any one of the first to fourth aspects, and each steel plate is welded to any one of a pair of existing structural members. Since the steel plate and the existing structural material are separated from each other because they are joined and fixed by the joint but separated from each other, the load is easily concentrated in the composite body, and therefore is preferentially destroyed.

  For this reason, when an excessive force exceeding the proof stress related to tension, compression, bending or twisting of the composite is applied, for example, when a large-scale earthquake motion is applied, the composite is preferentially broken to form a bridge girder and bridge girder. The connection between the adjacent objects can be broken, and the destruction of the floor slab and the adjacent part of the floor slab can be avoided.

  In addition, a plurality of steel members are joined and fixed to one existing structural material via a welded joint and separated from the other existing structural material, and are joined and fixed to another existing structural material via a welded joint. Since the steel plates separated from the existing structural members are alternately arranged in the gap direction, the external force acting on the composite is evenly distributed in the gap direction.

  The bridge joint structure according to claim 6 is the bridge joint structure according to any one of claims 1 to 5, wherein the steel member is a steel plate disposed between opposing surfaces of the pair of existing structural members, and the steel plate A welded joint that joins and fixes the end portion in the width direction of the gap to the existing structural material, and the steel plate has a fixed end that is joined and fixed to the existing structural material by the welded joint, and the existing structural material And a free end portion separated from the free end portion and an anchor portion that is formed at a portion of the free end portion and is caught inside the restraining member.

  According to the bridge joint structure of claim 6, the steel plate works in the same way as the bridge joint structure of any one of claims 1 to 5, and the fixed end portion of the steel plate is joined and fixed to the existing structural material by a welded joint. Since the free end portion is caught inside the restraint member via the anchor portion and stopped, when a tensile force acts between the pair of existing structural materials, the steel plate can be prevented from being pulled out from within the restraint member, The restraining force of the steel plate by the restraining member is increased.

  The bridge joint structure according to claim 7 is the bridge joint structure according to claim 6, wherein the anchor portion is branched and extended from the free end portion in a symmetric direction with respect to a direction from the fixed end portion to the free end portion of the steel plate. Is provided. For this reason, even if the force which pulls out a steel frame plate from a restraint member acts with respect to a steel plate, it can prevent that the branch extension part of an anchor part is caught in a restraint member, and a steel plate is pulled out from a restraint member.

  The bridge joint structure according to claim 8 is the bridge joint structure according to any one of claims 1 to 4, wherein the steel member is a steel plate disposed between opposing surfaces of the pair of existing structural members, and the steel plate And a welded joint for joining and fixing the both ends in the gap width direction to the pair of existing structural members.

  The bridge joint structure according to claim 8 operates in the same manner as the bridge joint structure according to any one of claims 1 to 4, and the steel plate is joined and fixed to the pair of existing structural members by welding joints. It is possible to increase the yield strength regarding tension, bending and twisting.

  The bridge joint structure according to claim 9 is the bridge joint structure according to any one of claims 1 to 4 or 8, wherein the steel member is inserted between the opposed surfaces of the pair of existing structures. Compared to the steel plate, and a welded joint that joins and fixes both ends of the steel plate in the passing direction to both of the pair of existing structural members.

  According to the bridge joint structure of the ninth aspect, the steel plate works in the same manner as the bridge joint structure of any one of the first to fourth or eighth aspects, and the steel plate is longer than the width between the opposing surfaces of the existing structural members. Thus, the steel plate can be passed between the pair of existing structural members while the both ends of the steel plate are reliably in contact with the respective existing structural members. Thus, the steel plate is non-perpendicular to each existing structural material, but is reliably welded to each existing structural material.

  The bridge joint structure according to claim 10 is the bridge joint structure according to any one of claims 1 to 4 or 8 or 9, wherein the steel member is the pair of existing structural members in a downwardly inclined posture from the upper side to the lower side. A steel plate that is passed between the opposing surfaces of the steel plate, and a welded joint that joins and fixes both ends of the steel plate in the descending inclined posture to both of the pair of existing structural members. In the steel member, the steel plate is inclined downward toward one end in the gap direction and the steel plate is inclined downward toward the other end in the gap direction. Has been placed.

  According to this bridge joint structure of claim 10, the same as the bridge joint structure according to any one of claims 1 to 4, 8, or 9, the plurality of steel members are moved to one end side in the gap direction. Since the steel plate that inclines downward and the steel plate that inclines to the other end in the gap direction are alternately arranged in the gap direction, the external force acting on the composite in the gap direction Evenly distributed.

  A bridge joint structure according to an eleventh aspect is the bridge joint structure according to any one of the first to tenth aspects, further comprising a waterproof member that seals a joint between the restraining member and the pair of existing structural members.

  The bridge joint structure according to claim 12 is the bridge joint structure according to any one of claims 1 to 11, wherein the waterproof member is a joint between the restraining member and the pair of existing structural members, and the pair of existing structural members. And the seam between the floor slab and the adjacent part of the floor slab.

  According to the bridge joint structure of claim 11 or 12, the same effect as that of any of the bridge joint structures of claims 1 to 10, and the joint between the restraint member and the pair of existing structural members, or in addition thereto The joint between the pair of existing structural members, the floor slab and the floor slab adjacent portion is sealed by a waterproof member.

  For this reason, even if water containing chloride ions permeates through the pavement and penetrates to the boundary with the restraining member, the waterproof member prevents the water from penetrating directly into the seam. Therefore, even if there is a gap in the seam for some reason, for example, the above-mentioned water is prevented from flowing into the gap until it is repaired. Corrosion degradation is prevented.

  The bridge joint structure according to claim 13 is the bridge joint structure according to any one of claims 1 to 12, wherein the complex closes the play between the floor slab and the paved portion of the floor slab adjacent portion. A newly-paved portion newly formed at a location, and a new ground covering portion that is newly formed at the closed location by closing the gap between the floor slab and the ground covering portion of the floor slab adjacent portion. The new ground covering portion is raised higher than the road surface of the paved body laid on the newly paved portion.

  According to the bridge joint structure of claim 13, the new ground cover portion of the composite works on the newly paved portion of the composite in addition to acting in the same manner as the bridge joint structure of any of claims 1 to 12. Since it is raised higher than the road surface of the pavement to be laid, it is further prevented that the water on the road surface passes over the new ground cover and flows into the play space.

  The bridge joint structure according to claim 14 is the bridge joint structure according to any one of claims 1 to 13, wherein the composite blockages the gap between the floor slab and the paved portion of the floor slab adjacent portion. A newly-paved portion newly formed at a location is provided, and the newly-paved portion is formed flush with the paved portions of the floor slab and the adjacent portion of the floor slab.

  According to the bridge joint structure of the fourteenth aspect, in addition to acting in the same manner as the bridge joint structure according to any one of the first to thirteenth aspects, the new paved portion of the composite is paved in the floor slab and the adjacent portion of the floor slab. Compared to the part, the pavement is formed with a uniform thickness on the paving part of the floor slab and the adjacent part of the floor slab and the newly constructed paving part of the composite. Can be laid.

  For this reason, thickened concrete is projected on the upper surface of the floor slab like the upper surface thickening method, and as a result, it can be prevented that the thickness of the paving body such as asphalt is reduced, resulting in a decrease in the thickness of the paving body. The accompanying decrease in the durability of the pavement can be avoided. Moreover, since it compensates for the decrease in durability due to the decrease in the thickness of the pavement, it is not necessary to use an expensive pavement material having high durability, so that the construction cost can be reduced.

  The bridge joint structure according to claim 15 is the bridge joint structure according to any one of claims 1 to 14, wherein the floor slab adjacency is an abutment, the floor slab adjacency is an abutment parapet, and the idle space in the complex The cross-sectional area of the bridge straddle is smaller than the cross-sectional area of the bridge girder and the cross-sectional area of the abutment parapet, and the cross-sectional modulus is smaller than the cross-section coefficient of the abutment girder and the cross-section coefficient of the abutment parapet. ing.

  The bridge joint structure according to claim 16 is the bridge joint structure according to any one of claims 1 to 14, wherein the floor slab adjoining object is a second bridge girder adjacent to the bridge girder with a gap, and the floor slab adjacent part. Is the floor slab of the second bridge girder, and the portion of the composite that spans the gap is smaller in cross-sectional area than the cross-sectional area of the bridge girder and the second girder, and The section modulus is smaller than the section modulus of the bridge girder and the section modulus of the second bridge girder.

  According to the bridge joint structure of this 15th or 16th, in addition to acting similarly to the bridge joint structure of any of claims 1 to 14, the portion of the composite straddling the gap is the cross-sectional area and Since the section modulus is smaller than that of the bridge girder and the abutment parapet, the tensile strength, compression strength and bending strength are smaller than that of the bridge girder and abutment parapet, and the member is formed weaker.

  For this reason, when an excessive force exceeding the tensile strength, compression strength, or bending strength of the part spanned between the gaps in the composite acts, the load concentrates on the composite, not the floor slab and the floor slab adjacent part. This is preferentially destroyed. In this case, since the connection between the bridge girder and the bridge girder adjoining is cut off, it is avoided that the bridge girder and the bridge girder adjacency behave as a linked structure during an earthquake.

  In other words, as the result of the cancellation of the linkage between the displacement behavior of the bridge girder and the bridge girder adjacency, the bridge girder and the bridge girder adjacency each regain their inherent displacement behavior, so that an excessive force is applied as in a large-scale earthquake. However, it is possible to avoid damage or destruction of the floor slab or the adjacent part of the floor slab that would occur due to the integral displacement of the interlocking structure.

  The bridge joint structure according to any one of claims 1 to 16, wherein the pair of existing structural members and the plurality of steel frame members are separated from the floor slab and the reinforcing bars arranged in the adjacent portion of the floor slab. It may be fixed to the concrete adjacent to the plate and the floor slab. In such a case, in addition to acting in the same manner as the bridge joint structure according to any one of claims 1 to 16, the pair of existing structural members and the plurality of steel members that are the framework of the composite are placed on the floor slab and the floor slab adjacent portion. Separated and independent from the reinforcing material. For this reason, when loads are concentrated on the composite and these are preferentially destroyed, it is possible to prevent the floor slab and the slab adjacent to the floor slab from being destroyed along with the composite. The expansion of the damage caused by this will be suppressed, and the scale of restoration work will be reduced.

  According to the bridge joint structure of the present invention, the composite composed of a pair of existing structural members, a plurality of steel frame members, and a restraining member closes the gap between the floor slab and the adjacent portion of the floor slab, and the floor slab and floor Since the pavement parts of the plate adjacent parts are connected to each other, the pavement laid on the floor slab and the pavement part of the floor slab adjacent part can be continuously formed continuously on the composite as well. effective.

  As a result, foreign materials of different materials from the pavement can be removed from the road surface of the pavement at the connection part of the bridge girder and bridge girder adjoining parts, so that the riding comfort of the traveling vehicle passing there and unpredictable unstable behavior There is an effect that can be suppressed. In addition, since the road surface of the pavement is continuous without interruption at the connection part of the bridge girder and the bridge girder adjacency, the occurrence of impact due to the traveling vehicle passing therethrough is avoided, and the ride comfort of the traveling vehicle due to such impact and the bridge This has the effect of preventing damage to the equipment.

  In addition, a composite composed of a pair of existing structural materials, a plurality of steel frame members, and a restraining member directly connects the floor slab and the adjacent floor slab using a general construction technique of constructing steel reinforced concrete. There is also an effect that repair work costs can be reduced as compared with the case where a finger joint type telescopic device is installed.

  Moreover, since the composite blocks the gap between the floor slab and the adjacent floor slab, rainwater, snowmelt water and other water containing chloride ions such as antifreeze agents can be prevented from flowing directly into the gap. It has the effect of suppressing corrosion deterioration due to salt damage of bridge girders and bearings.

  In addition, since the bridge girder and the bridge girder adjoining object are coupled by coupling with the complex to prevent expansion and contraction of the gap width, it is possible to prevent occurrence of cracks and breakage of the pavement accompanying expansion and contraction of the gap as in the conventional expansion and contraction device. effective. In addition, in particular, according to the bridge joint structure of claim 2, the expansion and contraction displacement and rotational displacement of the beam end of the bridge girder are absorbed as the displacement behavior of the entire interlocking structure. There is an effect that it is possible to prevent the occurrence of cracks and breakage of the accompanying pavement.

It is the side view which showed the whole structure about the bridge to which the bridge joint which is one Example of this invention is applied. Fig. 2 is a cross-sectional view in the direction of the bridge axis of the bridge before construction of the bridge joint, with the connection portion between the bridge girder and the abutment enlarged, (a) shows the finger joint installed at the connection portion between the bridge girder and the abutment (B) is the figure which showed each existing base of the bridge joint which modified each cradle member of the finger joint, (c) is the bridge joint formed using the existing base It is the figure which showed the construction recess used as a formwork. (A) is a plan view of a connecting portion between a floor slab with a construction recess and an abutment parapet, and illustrates a state in which a plurality of steel members are provided in the construction recess, (b) It is an enlarged view of the C section of (a). It is component drawing of a steel frame board, Comprising: (a) is the top view, (b) is the side view. It is a top view of a bridge joint, and shows the state before construction of a pavement. FIG. 6 is a cross-sectional view in the bridge axis direction of a paved portion of the bridge along the VI-VI line in FIG. 5. FIG. 6 is a cross-sectional view in the bridge axis direction of a paved portion of the bridge along the line VII-VII in FIG. 5. It is sectional drawing which showed the internal structure of the bridge joint, Comprising: (a) is a bridge axis perpendicular direction sectional view which showed the state which laid the pavement, (b) is an enlarged view of D section of (a) FIG. It is the schematic diagram of the bridge model illustrated in order to demonstrate the cross-sectional area and section modulus of a bridge girder, an abutment parapet, and a bridge joint. It is the model which showed the displacement behavior of the bridge which constructed the bridge joint, (a) is a bridge in an undeformed state, (b) is a bridge in which a bridge girder is in a bent state, (c), The bridge in which the bridge girder is in the extended state is shown, and (d) shows the bridge in which the bridge girder is in the contracted state. It is explanatory drawing regarding the arrangement | positioning state of the several steel frame member in the bridge joint of 2nd Example, Comprising: It is a top view of the connection part of a floor slab and an abutment parapet. FIG. 12 is a cross-sectional view in a bridge axis direction of a paved portion of a bridge along a line XII-XII in FIG. 11 relating to the bridge joint of the second embodiment, and illustrates a state in which a pavement is laid. It is sectional drawing which showed the internal structure of the bridge joint of 2nd Example, Comprising: (a) is a bridge axis perpendicular direction sectional view which showed the state which laid the pavement, (b) is (a). It is an enlarged view of the E section. It is sectional drawing which showed the internal structure of the bridge joint of 3rd Example, Comprising: (a) is a bridge axis orthogonal direction sectional view which showed the state which laid the pavement, (b) is (a). It is an enlarged view of the F section. It is sectional drawing which showed the internal structure of the bridge joint of 4th Example, Comprising: It is a bridge axial direction sectional drawing which showed the state which laid the pavement.

  Hereinafter, preferred embodiments of the bridge joint structure of the present invention will be described with reference to the accompanying drawings.

  FIG. 1 is a side view showing the overall structure of a bridge 1 to which a bridge joint 20 according to an embodiment of the present invention is applied. As shown in FIG. 1, a bridge 1 to which a bridge joint 20 to be described later is applied is an existing road bridge mainly including a pavement 2, a bridge girder 3, and an abutment 4. It is more preferable that the creep and drying shrinkage of the concrete used for No. 3 is in a converged state.

  In addition, the bridge 1 to which the bridge joint 20 is applied is a medium-sized single span which is a concrete bridge (including a reinforced concrete bridge and a prestressed concrete bridge, the same applies hereinafter) or a steel bridge having a bridge length of 10 m to 50 m. It is a simple girder bridge. Furthermore, when the bridge joint 20 described later is applied, the bridge 1 is in a range in which the length of the bridge girder 3 is expanded and contracted in accordance with the temperature change for one year (referred to as expansion and contraction in the bridge axis direction, the same applies hereinafter) to about ± 13 mm ( Hereinafter, it is more preferable that it changes in the “extended expansion / contraction range”).

Here, for example, according to the Japan Road Association “Road Bridge Specification / Explanation (issued in March 2002)” on page 59 (Table 2.2.16), the annual temperature change of the concrete bridge It is -5 ° C to + 35 ° C in ordinary regions, -15 ° C to + 35 ° C in cold regions, and the annual temperature change of upper bridge type steel bridges is -10 ° C to + 35 ° C in ordinary regions, and -20 ° C in cold regions Since it is + 40 ° C., the linear expansion coefficient of the concrete bridge is 10 × 10 ⁻⁶ (m / ° C.), the linear expansion coefficient of the steel bridge is 12 × 10 ⁻⁶ (m / ° C.), and the bridge length (maximum length). Is 50 m, the expansion / contraction length of the concrete bridge girder 3 is ± 10 mm in the normal region, ± 12.5 mm in the cold region, and the expansion / contraction length of the steel bridge girder 3 is ± 13.5 mm in the normal region, ± 18mm in cold regions.

  In other words, this means that all concrete bridges with a bridge length of 50 m or less fall under the scope of application of the bridge joint 20 regardless of whether they are constructed in ordinary or cold regions. ing. In addition, among steel bridges with a bridge length of 50 m or less, some of the bridges constructed in ordinary and cold regions are outside the above-mentioned allowable range of expansion, but the remaining majority are included in the above-described allowable range of expansion. From this, it can be said that it corresponds to the application object of the bridge joint 20 mentioned later.

  The pavement 2 of the bridge 1 is a transportation path such as a road on which a traffic load such as a person, a vehicle or the like is directly loaded, and the surface portion thereof becomes a road surface 2a. The bridge girder 3 is an upper structure that directly supports a transportation route such as a road. The abutment 4 is a lower structure that supports the bridge girder 3 and is installed on the ground G as a foundation, and holds the load applied to the abutment 4 on the ground.

  The bridge girder 3 mainly includes a floor slab 5 and a main girder 6. The floor slab 5 is a structure made of concrete (including reinforced concrete, the same applies hereinafter) that supports the pavement 2 laid on the upper surface thereof. The main girder 6 is a structure that supports the bridge floor composed of the pavement 2 and the floor slab 5 from below. The bridge girder 3 includes a type in which the floor slab 5 and the main girder 6 are integrated and a type in which the floor slab 5 and the main girder 6 are separated, but at least the floor slab. As long as 5 is made of concrete, any type may be used.

  The abutment 4 is a concrete structure that supports both ends of the bridge girder 3 in the longitudinal direction via the support 7. The abutment 4 is provided with a parapet (hereinafter referred to as “abutment parapet”) 8 at the upper portion thereof. The abutment parapet 8 is interposed between the embankment section G1 and the bridge girder 3, and is used for traffic load and soil. It is a concrete structure that receives pressure.

  FIG. 2 is a cross-sectional view of the bridge 1 before construction of the bridge joint 20, in which the connection portion between the bridge girder 3 and the abutment 4 is enlarged, and is arranged in the bridge girder 3 and the abutment 4 in the drawing. The illustration of the reinforcing bars is omitted. Note that FIG. 2 illustrates only one end side of the bridge 1 in the bridge axis direction, but the other end side of the bridge 1 in the bridge axis direction has a symmetric structure with that illustrated in FIG. 2.

  Here, FIG. 2A is a view showing the finger joint 50 installed at the connection portion between the bridge girder 3 and the abutment 4, and FIG. FIG. 2C is a view showing the existing bases 11 and 12 of the bridge joint 20 obtained by modifying 51, and FIG. 2C is a construction recess serving as a form of the bridge joint 20 formed using the existing bases 11 and 12. FIG.

  As shown in FIG. 2 (a), the finger joint 50 is an expansion / contraction device for absorbing expansion / contraction displacement and rotational displacement of the end of the bridge girder 3 due to temperature change of the bridge girder 3, concrete creep or drying shrinkage, live load, etc. It is a kind of. The finger joint 50 includes a pair of receiving members 51 and 51 and a pair of face plates 52 and 52.

  Each face plate 52 has an upper surface that is flush with the upper surface of the pavement 2 and forms part of the road surface 2 a together with the pavement 2. Each cradle member 51 is a component for separately supporting the face plates 52 one by one and arranging and fixing them to the floor slab 5 and the abutment parapet 8 respectively.

  The cradle members 51 having the same shape are symmetrically arranged on the floor slab 5 and the abutment parapet 8 with the gap 9 therebetween. The pair of cradle members 51 and 51 are respectively provided with web plates 51a and 51a facing each other with a gap 9 between them, and between the web plates 51a and 51a, a gap 9 between the bridge girder 3 and the abutment 4 is also provided. Is present.

  In addition to the web plate 51a, each cradle member 51 includes a floor slab 5 and an abutment such as a plurality of ribs 51b, a plurality of anchor bars 51c, a plurality of anchor plates 51d, and the like. A member to be embedded and fixed in the existing concrete of the parapet 8 is provided.

  The ribs 51b and the anchor bars 51c fix the web plates 51a and 51a to the floor slab 5 and the abutment 4, and welded joints (not shown) are provided on the non-opposing surfaces of the pair of web plates 51a and 51a. Are fixed. Each anchor plate 51d is connected and fixed to the lower surface of the face plate 52 via a welded joint (not shown), and is inclined and extended downward from the fixed end to the side of the anti-play 9 side.

  As shown in FIG. 2 (b), the bridge 1 includes a paved portion A and a ground covering portion B, and the paved portion A is a portion where the paved body 2 is laid, and the ground covering portion B Are provided on both sides of the paved portion A in the width direction. Here, in the following description (including illustration), “A” is used as a notation indicating a paved portion, and “B” is used as a notation indicating a ground covering portion.

  As shown in FIG. 2 (a) to FIG. 2 (c), in the state before the construction of the bridge joint 20, the bridge 1 includes a paved portion 5A and a ground covering portion 5B of the floor slab 5, and an abutment. A paved portion 8A and a ground covering portion 5B of the parapet 8 are provided. Between the paved portion 5A and the ground covering portion 5B of the floor slab 5 and the paved portion 8A and the ground covering portion 5B of the abutment parapet 8, the above-described gap 9 exists.

  Here, in the specification and drawings, the notation regarding “A” is the paved portion 5A of the floor slab 5, the paved portion 8A of the abutment parapet 8 or the paved portion 20A of the bridge joint 20 described later (FIGS. 5 to 8). The notation indicating any one of the above or the generic name of these is referred to, and the notation relating to “B” indicates the ground cover portion 5B of the floor slab 5, the ground cover portion 8B of the abutment parapet 8 or the bridge joint 20 described later. Means a notation indicating one of the ground cover portions 20B (see FIGS. 5 to 8) or a notation indicating a generic name thereof.

  Next, with reference to FIG. 2 (a) and FIG.2 (b), the manufacturing process of a pair of existing bases 11 and 12 which needs to be performed before placement of the post-cast concrete used as the restraining member 22 is demonstrated.

  First, from the connection portion between the bridge girder 3 and the abutment 4 in the existing bridge 1 shown in FIG. 2A, a part of the pavement 2 laid on the connection portion and the finger joint originally installed there 50, unnecessary portions including the face plates 52 are removed, and the state shown in FIG. 2B is changed. Specifically, the portions illustrated by the two-dot chain line in FIG.

  By partially removing the pavement 2, the paved portion 5A of the floor slab 5, the paved portion 8A of the abutment parapet 8 and the play gap 9 are exposed to the road surface 2a side. Further, by removing unnecessary portions from the finger joint 50, the remaining portions of the receiving base members 51 and 51 are remodeled into a pair of existing bases 11 and 12 used for the bridge joint 20.

  Here, the unnecessary part in the finger joint 50 is a part of each cradle member 51, each face plate 52 whole, each face plate 52, the floor slab 5, and the paved portions 5A, 8A of the abutment parapet 8. A base 53 made of non-shrink mortar interposed between the upper surface and these is removed from the connecting portion of the bridge girder 3 and the abutment 4.

  In particular, an unnecessary portion of each cradle member 51 is an upper end portion of each cradle member 51 and is present above the upper surfaces of the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8. Specifically, a part of each web plate 51a, a part of each rib 51b, and a part of each anchor plate 51d, which are present above the upper surfaces of the paved portions 5A and 8A, correspond respectively.

  Further, by removing unnecessary portions from the cradle members 51, the upper ends of the web plates 51a, the ribs 51b, and the anchor plates 51d are connected to the upper surfaces of the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8 respectively. It will be flush.

  By a series of these removals and removals, a plurality of portions existing below the upper surfaces of the paved portions 5A and 8A, that is, a portion of each web plate 51a, the floor slab 5 and the existing concrete of the abutment parapet 8 are embedded. Each rib 51b, a part of each anchor bar 51c and each anchor plate 51d, and each base plate 51e for fastening and fixing each receiving member 51 to the floor slab 5 or the abutment parapet 8 are only the floor slab 5 and the abutment. Left in parapet 8.

  Here, the remaining part of each cradle member 51 is a member in which each remaining part of each web plate 51a, each rib 51b and each anchor bar 51c, and each pedestal plate 51e is an integral member, except for the remaining part of the anchor plate 51d. Because of the existence, the remaining portions of the cradle members 51 remaining as an integral member are reused as the existing bases 11 and 12.

  Next, the pair of existing bases 11 and 12 will be described with reference to FIG.

  As shown in FIG. 2 (b), the pair of existing bases 11 and 12 are arranged to face each other with a gap 9 between the floor slab 5 and the abutment parapet 8. The pair of existing bases 11 and 12 are an existing base (hereinafter also referred to as “floor base”) 11 arranged and fixed on the floor slab 5 and an existing base (hereinafter referred to as “abutment base”) arranged and fixed on the abutment parapet 8. It is also referred to as 12). Further, the floor slab base 11 is a part of the floor slab 5, and the abutment base 12 is a part of the abutment parapet 8.

  The floor slab base 11 and the abutment base 12 are composed of a plate-shaped front plate portion 10a composed of the remaining portion of the web plate 51a, a plate-shaped rib plate portion 10b composed of the remaining portion of each rib 51b, and each anchor bar 51c. A rod-shaped anchor shaft portion 10c and a pedestal plate portion 10d including the pedestal plates 51e are provided.

  The front plate portions 10a of both the floor slab base 11 and the abutment base 12 are arranged to face each other in parallel with a gap 9 therebetween, and the opposed surfaces of the front plate portions 10a, 10a are both formed in a flat shape. ing. A plurality of rib plate portions 10b and a plurality of anchor shaft portions 10c are provided on the plate surface of each front plate portion 10a on the anti-play interval 9 side.

  Each rib plate portion 10b is formed of a single plate that is continuous from the upper end to the lower end of the front plate portion 10a, and is equal to the width direction of the front plate portion 10a (the direction of the gap of the clearance 9). A plurality of them are arranged at predetermined intervals in the same direction. The anchor shaft portions 10c are arranged in pairs on the plate surface of the front plate portion 10a one above the other, and a plurality of pairs are provided at predetermined intervals in the lateral width direction of the front plate portion 10a. .

  Each rib plate portion 10b and each anchor shaft portion 10c are both joined and fixed by a welded joint (not shown) to the plate surface on the side opposite to the play 9 in the front plate portion 10a to which they are joined and fixed. From the portion thus formed, it projects in a direction perpendicular to the plate surface of the front plate portion 10a (in this embodiment, it coincides with the bridge axis direction; the same applies hereinafter).

  The rib plate portions 10b are provided at predetermined intervals in the width direction of the front plate portion 10a. Further, the pair of upper and lower anchor shaft portions 10c are provided at predetermined intervals on a plate surface between adjacent rib plate portions 10b, 10b in the front plate portion 10a. In addition, the rib plate portions 10b and the anchor shaft portions 10c are both embedded and fixed in the existing concrete of the floor slab 5 or the abutment parapet 8.

  Between the facing surfaces of the existing concrete portion of the bridge girder 3 and the abutment parapet 8, a gap 9 of a predetermined width (for example, about 150 m to 160 mm) is originally provided, and the bridge girder 3 and the abutment parapet 8 are connected via the gap 9. It is divided. The floor slab 5 and the abutment parapet 8 are provided close to each other with a gap 9 therebetween, and the gap 9 is exposed to the road surface 2a side by removing the face plates 52 and 52 described above. .

  Further, the gap 9 is vertically connected to a portion between the facing surfaces of the front plate portions 10a of the pair of existing bases 11 and 12 and a portion between the facing surfaces of the existing concrete portions of the bridge girder 3 and the abutment parapet 8. The former (the one between the opposing surfaces of the front plate portions 10a, 10a) is more closely spaced between the opposing surfaces than the latter (the one between the opposing surfaces of the existing concrete portion). The width (distance) is large.

  Next, the pair of existing bases 11 and 12 will be described with reference to FIG.

  As shown in FIG. 2 (c), a mold plate 13 is disposed and fixed in a gap 9 separating the existing bases 11 and 12 via a fixing member (not shown). The mold plate 13 includes a bottom plate 13 a that is horizontally disposed at a predetermined depth H from the upper surface of each of the existing bases 11 and 12, and the bottom plate 13 a extends in the direction of the gap of the gap 9.

  The mold plate 13 is also provided with side plates 13b and 13b that are erected at both ends of the gap 9 in the gap 9 in the bottom plate 13a (see FIGS. 3, 4 and 8), and between the front plate portions 10a and 10a. The play gap 9 that exists in is closed.

  A portion surrounded by the mold plate 13 and the front plate portions 10a and 10a of the pair of existing bases 11 and 12 is formed in a concave shape in a side view with its upper part opened. The place is a construction recess 14.

  The construction recess 14 is a recess that functions as a formwork for post-placed concrete to be a constraining member 22 in order to form a bridge joint 20 that is a composite of steel reinforced concrete. The construction recess 14 closes the gap 9 with the mold plate 13 so that the post-cast concrete filled in the construction recess 14 is formed between the front plate portions 10a and 10a of the existing bases 11 and 12 from the gap 9. It prevents it from flowing down.

  The formwork plate 13 may be left as it is embedded as a part of the bridge joint 20 without being removed from the play gap 9 after the cast-in-place concrete is cured. You may do it.

  FIG. 3A is a plan view of a connecting portion between the floor slab 5 having the construction recess 14 and the abutment parapet 8, and illustrates a state in which a plurality of steel members 21 are provided in the construction recess 14. FIG. 3 (b) is an enlarged view of a portion C in FIG. 3 (a).

  As shown in FIG. 3, the construction recess 14 has a predetermined width W <b> 1 (for example, about 200 mm) in the gap direction of the gap 9 in the gap 9 existing between the facing surfaces of the floor slab base 11 and the abutment base 12. A plurality of steel frame members 21 are arranged at intervals of. The plurality of steel frame members 21 are bonded and fixed to at least one of the floor slab base 11 and the abutment base 12.

  Each steel member 21 includes a steel plate 21a that is a main body of the steel member 21, and the steel plate 21a is fixed to one of the floor slab base 11 and the abutment base 12 by a welded joint 21b. An end portion and a free end portion separated from the other of the floor slab base 11 or the abutment base 12 are provided.

  And among the steel plate 21a, the fixed end is joined and fixed to the floor slab base 11, and the free end is separated from the abutment base 12, and the fixed end is connected to the abutment base 12. The steel plates 21 a that are fixedly joined and separated from the floor slab base 11 are alternately arranged in the direction of the gap of the gap 9.

  By the way, as described above, all of the steel plate 21a has its fixed end joined and fixed to one of the existing bases 11 and 12, but its free end is from either of the existing bases 11 and 12. It is separated. In other words, the pair of existing bases 11 and 12 remain separated from each other until the post-cast concrete that becomes the restraining member 22 is cured, even if all the steel members 21 are attached. The abutment 4 that is adjacent to the bridge behaves independently of each other.

  Therefore, when the vehicle passes through the road provided on the bridge 1 during the construction of the bridge joint 20, the bridge girder 3 vibrates due to the traffic load caused by the vehicle, and each steel member 21 moves accordingly. It becomes.

  However, post-cast concrete serving as the restraining member 22 is a general property of concrete and hardens without any trouble even when each steel member 21 embedded in the concrete is moving due to vibration or the like.

  Therefore, when the bridge joint 20 is constructed, even if the bridge girder 3 is bent and vibrates due to a traffic load and the steel member 21 is moving, the fresh concrete that becomes the restraining member 22 is cured, A state in which the steel member 21 is restrained by the restraining member 22 can be created. For this reason, even if a part of the lane provided on the bridge 1 is opened to allow passage, the fresh concrete can be hardened and used as the restraining member 22, and when the bridge joint 20 is constructed, the road on the bridge is blocked. There is no need to do this.

  As each steel member 21, a rectangular steel plate is used for the steel plate 21a. For example, the interval between the fixed ends of the adjacent steel plate 21a is the predetermined width W1. In addition, fresh concrete that serves as the restraining member 22 is likely to flow between the tip of the free end of each steel plate 21a and the front plate 10a of the floor slab base 11 or the abutment base 12 separated therefrom. A gap having a predetermined width C1 (for example, about 30 mm) is provided.

  In addition, each steel plate 21a extends in a direction perpendicular to the plate surface of each front plate portion 10a of the pair of existing bases 11 and 12, and is provided at the distal end of the free end portion of each steel plate 21a. A pair of anchor pieces 21a1 and 21a1 that are hooked inside the restraining member 22 are formed. In order to prevent corrosion deterioration due to salt damage or the like, the front plate portions 10a of the existing bases 11 and 12 and the surfaces of the steel members 21 may be subjected to rust prevention treatment by galvanization or epoxy resin coating.

  FIG. 4 is a component diagram of the steel plate 21a, FIG. 4 (a) is a plan view thereof, and FIG. 4 (b) is a side view thereof. As shown in FIG. 4 (a), the steel plate 21a is moved from the end serving as the fixed end (left side in FIG. 4 (a)) to the end serving as the free end (right side in FIG. 4 (b)). The pair of anchor pieces 21a1 and 21a1 are bent and formed at the ends that are free ends.

  The pair of anchor pieces 21a1 and 21a1 form a predetermined acute angle α with respect to the straight line L direction from the end serving as the fixed end of the steel plate 21a to the end serving as the free end, and the steel frame The plate 21a is provided so as to branch and extend in a direction symmetrical to each other from an end portion which is a free end portion of the plate 21a.

  As shown in FIG. 4 (b), the steel plate 21a is divided into two equal ends in the vertical direction by a cut made from the end of the end that is the free end. A pair of anchor pieces 21a1 and 21a1 are formed from the respective parts divided into two parts.

  FIG. 5 is a plan view of the bridge joint 20. FIG. 5 shows a state before construction of the pavement 2 laid on the upper surface of the bridge joint 20. The pavement 2 is not shown and is arranged on the floor slab 5 and the abutment parapet 8. The illustration of the reinforcing bars is omitted.

  As shown in FIG. 5, in the bridge 1, the floor slab 5 and the abutment parapet 8 are connected to each other via the bridge joint 20, and as a result, as shown in FIG. 8 is provided with a structure (hereinafter referred to as “interlocking structure”) 30 in which 8 is integrated.

  Here, the bridge joint 20 is a structure made of steel reinforced concrete provided at a connection portion between the floor slab 5 of the bridge girder 3 and the abutment parapet 8 of the abutment 5, and the pair of existing bases 11 and 12 described above. It is formed by a plurality of steel members 21 and restraining members 22 constructed in the construction recess 14.

  And this bridge joint 20 is provided with the to-be-paved part 20A and the ground covering part 20B similarly to the floor slab 5 and the abutment parapet 8. The paved portion 20A of the bridge joint 20 is provided newly by closing the gap 9 between the floor slab 5 and the paved portions 5A, 8A of the abutment parapet 8 and the floor slab 5 and 8A. It is formed flush with the paved portions 5A, 8A of the abutment parapet 8.

  The ground cover portion 20B of the bridge joint 20 is newly provided at the closed position by closing the gap 9 between the ground cover 5B and 8B of the floor slab 5 and the abutment parapet 8. 5 and the ground cover parts 5B and 8B of the abutment parapet 8 are formed. In addition, when forming this ground cover part 20B, naturally, a concrete formwork is also required in order to mold the ground cover part 20B, but illustration of the concrete formwork is omitted in FIGS. 2, 3, and 5. doing.

  The bridge joint 20 is a composite body including the pair of existing bases 11 and 12 and a plurality of steel members 21 and a restraining member 22 described below. The restraining member 22 includes a plurality of steel members 21 therein. Encapsulation restraint. The restraining member 22 prevents the deformation of the plurality of steel members 21 by enclosing and restraining the plurality of steel members 21 in this manner, and exhibits a water stop function in addition to supporting the pavement 2. It is.

  In addition, the restraining member 22 is interposed between the steel members 21 so that the deformation of the bridge girder 3 and the force accompanying the deformation are applied to the abutment parapet 8 that is the bridge girder adjacent part of the abutment 4 that is adjacent to the bridge girder. It functions as a transmission medium. That is, since each steel member 21 does not have a function of connecting the pair of existing bases 11 and 12 to each other as described above, the connection between the bridge girder 3 and the abutment 8 that is adjacent to the bridge girder is the restraining member 22. It is achieved using concrete as a medium.

  The restraining member 22 is formed of post-cast concrete that is filled between the front plate portion 10a of the floor slab base 11 and the front plate portion 10a of the abutment base 12, that is, in the construction recess 14. Further, the restraining member 22 is installed between the floor slab base 11 and the abutment base 12, and joins the floor slab base 11 and the abutment base 12.

  Here, the concrete used as the material of the restraining member 22 is a concrete using normal Portland cement, early-strength Portland cement, or ultra-early-strength Portland cement (JIS-R5210: 2009).

  Moreover, since the bridge joint 20 is constructed with respect to the existing bridge 1, the traffic regulation of the said road bridge may be needed. In such a case, in order to shorten the construction time of the bridge joint 20 and minimize the traffic obstacle, the cement for the restraining member 22 is a super fast cement (having the above-mentioned “Concrete Handbook”) having a relatively short hardening (curing) period. (2nd edition) "pages 48-49.) May be used.

  When high durability is required for the bridge joint 20, a short fiber reinforced concrete (JIS) in which a short fiber reinforcing material is mixed with concrete as a material of the restraining member 22 in order to improve crack dispersion and toughness of the restraining member 22. -R5210: 2009) may be used.

  Short fiber reinforced concrete is uncured fresh concrete (Concrete Standards Specification Revision Subcommittee of the Japan Society of Civil Engineers, “Concrete Standard Specification (Established in 2007), Construction Edition) (issued in March 2002)”, page 6 , Page 21. The same shall apply hereinafter)), and the short fiber reinforcement is cured together. Examples of the short fiber reinforcement include steel fiber, carbon fiber, glass fiber, Reinforcing materials made of plastic fibers and other short fibers are used.

  Next, the internal structure of the bridge joint 20 will be described with reference to FIGS. 6 is a cross-sectional view in the direction of the bridge axis of the paved portions 5A, 8A, and 20A of the bridge 1 along the VI-VI line of FIG. 5, and the paved portions 5A, 8A, and 20A of the bridge joint 20 are the same as in FIG. The state before construction of the pavement 2 laid on the upper surface is shown, and the illustration of the pavement 2 is omitted.

  FIG. 7 is a cross-sectional view in the direction of the bridge axis of the paved portions 5A, 8A, 20A of the bridge 1 along the line VII-VII in FIG. 5, and paved on the upper surfaces of the paved portions 5A, 8A, 20A of the bridge joint 20. The state where the body 2 is laid is illustrated, and illustration of reinforcing bars arranged in the floor slab 5 and the abutment parapet 8 is omitted.

  As shown in FIGS. 6 and 7, as a result of ensuring a gap through which the fresh concrete can flow between each steel plate 21a and the bottom plate 13a of the mold plate 13, the fresh steel plate 21a is refreshed to the lower side. Concrete is easy to flow. Further, all the steel members 21 are encapsulated in a constraining member 22 made of post-cast concrete, and in particular, a cover of a predetermined thickness (for example, at least about 30 mm) or more is secured above and below each steel plate 21a. Has been. This is because the adhesion force of the restraining member 22 to the steel member 21 in the bridge joint 20 is ensured and rust prevention is achieved.

  Further, the paved portion 20A of the bridge joint 20 is formed with a uniform thickness t (for example, about 110 mm) as a whole, and compared with the thickness T1 of the paved portion 5A of the floor slab 5 at any part. It is formed small (see FIGS. 6 and 8). As will be described later, the thickness t of the paved portion 20A of the bridge joint 20 is determined in consideration of concrete filling properties, load resistance and rust prevention ability.

  The opposed surfaces of the front plate portions 10a and 10a of the floor slab base 11 and the abutment base 12 constitute the inner surface of the construction recess 14, but the front plate portions 10a and 10a of the inner surface of the construction recess 14 are opposed to each other. The entire surface is coated with a bonding adhesive. For this joining adhesive, an epoxy resin-based or acrylic resin-based joining adhesive is used, for example, a product that is a two-part epoxy resin-based joining adhesive manufactured by Showbond Construction Co., Ltd. The name “Shorbond # 202” is used.

  Application of the adhesive for joining to the inner surface of the construction recess 14 is performed after the formation of the construction recess 14 and before the placement of post-cast concrete that becomes the restraining member 22 of the bridge joint 20. Is performed within a predetermined pot life.

  After the application of the adhesive for joining, post-cast concrete serving as the restraining member 22 is placed in the construction recess 14 within a predetermined placement effective time determined for the adhesive. As a result, the front plate portion 10a of the floor slab base 11 and the front plate portion 10a of the abutment base 12 and the joining portion of the restraining member 22 are joined via the adhesive joint 25 of the adhesive for joining.

  In this way, the bridge joint 20 is the steel plate and the restraining member 22 that are the front plate portions 10a and 10a of the pair of existing bases 11 and 12 with the adhesive joint 25 in which the adhesive for bonding is cured interposed therebetween. Since the boundary (joint) with the cast concrete is joined, the adhesion between the bridge joint 20, the floor slab 5, and the abutment parapet 8 can be further strengthened.

  Moreover, since the seam between the pair of existing bases 11 and 12 and the restraining member 22 is sealed by the adhesive joint 25 in this way, watertightness is ensured. Leakage of water containing ions can be prevented, and therefore corrosion deterioration of the beam ends of the bridge girders 3 and the bearings 7 due to penetration of chloride ions can be prevented.

  When the durability required for the bridge joint 20 is small, the bridge joint 20 is not necessarily bonded to the joint between the steel plate as the front plate portions 10a and 10a of the pair of existing bases 11 and 12 and the post-cast concrete as the restraining member 22. There is no need to interpose the joint 25, and post-cast concrete that becomes the restraining member 22 may be directly placed in the construction recess 14.

  The upper surface of the paved portion 20A of the bridge joint 20 is laid on the upper surface of the paved portions 5A, 8A, and 20A by waterproofing so as to straddle the upper surfaces of the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8. A waterproof material 26 in the form of a sheet or a coating film to be coated is provided.

  The waterproof material 26 includes a joint between the floor slab 5 and the floor slab base 11 existing on the upper surfaces of the paved portions 5A, 8A, and 20A, a joint between the floor slab base 11 and the restraining member 22, and the restraining member 22 and the abutment base 12. And the seam between the abutment base 12 and the abutment parapet 8 are further sealed to further enhance their water tightness, so that water containing chloride ions that have permeated the pavement 2 can be bridged from the joint to the bridge girder 3. It prevents water from leaking to the end of the spar and the bearing 7 and causing them to corrode and deteriorate.

  Furthermore, the above-mentioned adhesive joint 25 or waterproof material 26 or both of the joints between the ground cover 5B of the floor slab 5 and the ground cover 8B of the abutment parapet 8 and the ground cover 20B of the bridge joint 20 are also used. The water-tightness is improved.

  However, when the waterproof material 26 is applied to the ground covering portions 5B, 8B, and 20B, it is not always necessary to cover the waterproof material 26 across the waterproof material 26, and the waterproof material 26 is not necessarily provided on the floor slab 5 and the bridge. What is necessary is just to provide only in the joint of the joint 20 and the joint of the abutment parapet 8 and the bridge joint 20.

  Further, as shown in FIG. 7, a pavement 2 that covers the entirety of the pavement portions 5 </ b> A and 8 </ b> A of the bridge joint 20, the floor slab 5, and the abutment parapet 8 is covered. The pavement 2 is formed after the post-cast concrete to be the restraining member 22 of the bridge joint 20 is cured, and after the waterproof material 26 is laid or applied and formed, the pavement 2 is covered with the bridge joint 20 through the waterproof material 26. It is laid on the upper surface of the pavement 20A.

  As the paving material of the paving body 2, the same material as the existing paving body 2 laid on the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8 is used. For example, the existing paving body 2 In the case where the asphalt is made (see FIGS. 2 and 3), the same asphalt is used. As a result, there is no characteristic change of the road surface 2a when the traveling vehicle passes through the pavement 2 laid above the paved portion 20A of the bridge joint 20, and the riding comfort of the traveling vehicle can be improved.

  If there is a restriction on the construction time of the bridge joint 20, once the post-cast concrete that becomes the restraining member 22 of the bridge joint 20 is flush with the road surface 2 a of the existing pavement 2, After curing, the bridge 1 is released to the traffic load. After that, on another occasion, the restraining member 22 of the bridge joint 20 is approximately equal to the upper surface of the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8. A part of the depth may be removed, and the pavement 2 may be regenerated using a pavement material at the removed portion.

  FIG. 8 is a cross-sectional view showing the internal structure of the bridge joint 20. In particular, FIG. 8A shows a state in which the pavement 2 is laid on the upper surface of the paved portions 5A, 8A, 20A of the bridge joint 20. FIG. 8B is a cross-sectional view in the direction perpendicular to the bridge axis, and FIG. 8B is an enlarged view of a portion D in FIG. In FIG. 8, illustration of reinforcing bars arranged on the floor slab 5 is omitted.

  As shown in FIG. 8, the bridge joint 20 has a paved portion 20A as a laying portion of the paved body 2 and both sides of the paved portion 20A in the direction perpendicular to the bridge axis, like the floor slab 5 and the abutment parapet 8. The ground cover part 20B to be formed is formed, and the gap 9 between the bridge girder 3 and the abutment 4 is closed by the paved part 20A and the ground cover part 20B of these bridge joints 20.

  Moreover, since the ground cover portion 20B of the bridge joint 20 is raised higher than the road surface 2a of the pavement 2, the water on the road surface 2a is prevented from flowing over the ground cover portion 20B and into the play space 9.

  In addition, as described above, the plurality of steel plate plates 21a are arranged in the gap 9 between the opposing surfaces of the floor slab base 11 and the abutment base 12, but each of these steel plate plates 21a is It is arranged in a posture inclined downward from the upper side to the lower side. Here, each of the steel plate plates 21a is inclined at a predetermined inclination angle θ1 (for example, about 30 °) with respect to the vertical direction (vertical direction in FIG. 8), and has inclinations parallel to each other. doing.

  Thus, when the steel plate 21a is inclined, the effective weld length of the welded joint 21b for joining and fixing the steel plate 21a is increased compared to the case where the steel plate 21a is disposed in the vertical posture in the restraining member 22 having the same thickness. It is possible to increase the transmission force of the weld joint 21b. In addition, since the gap between each steel plate 21a and the bottom plate 13a of the formwork plate 13 can be enlarged while ensuring the effective weld length, it is possible to easily flow fresh concrete serving as the restraining member 22 into the gap.

  In addition, as a result of the steel plate 21a being inclined, the joint between the fixed end of the steel plate 21a and the front plate portion 10a is directed upward of the play gap 9. As a result, the steel plate 21a is placed in a vertical posture and the front plate portion 10a. Compared with the case where welding is performed, the welded portion by the welded joint 21b can be easily welded, and the welding workability is improved. For this reason, even if it is the welding operation performed in the field of the outdoors called the bridge 1, joining fixation by the welded joint 21b can be performed, maintaining the quality of the welded joint 21b.

  Next, with reference to FIG. 9, the relationship between the cross-sectional area and section modulus of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 will be described. FIG. 9 is a schematic diagram of a bridge model 100 exemplified to explain the cross-sectional areas and section modulus of the bridge girder 3, the abutment parapet 8, and the bridge joint 20.

  Here, the cross-sectional area of the bridge girder 3 is the area of the cross-section perpendicular to the bridge axis of the bridge girder 3 (hereinafter referred to as the “cross-section perpendicular to the bridge axis”), and the cross-sectional area of the abutment parapet 8 is about the abutment parapet 8. The area of a cross section perpendicular to the vertical direction (hereinafter referred to as “vertical right cross section”) and the cross sectional area of the bridge joint 20 are respectively the areas of the cross section perpendicular to the bridge axis of the bridge joint 20.

  The section modulus of the bridge girder 3 is the section modulus of the cross section perpendicular to the bridge axis of the bridge girder 3, the section modulus of the abutment parapet 8 is the section modulus of the vertical right section of the abutment parapet 8 and the cross section of the bridge joint 20 The coefficient means the section coefficient of the cross section perpendicular to the bridge axis of the bridge joint 20.

  Based on the definitions regarding the cross-sectional area and section modulus of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 described above, these relationships will be described below.

  First, according to the above-described bridge joint 20, the cross-sectional area is the smallest compared to the cross-sectional area of the bridge girder 3 and the cross-sectional area of the abutment parapet 8. Therefore, when a tensile load is applied in the direction of the bridge axis, the bridge joint 20 has a smaller tensile strength than the tensile strength of the bridge girder 3 and the tensile strength of the abutment parapet 8 and has a compressive strength of the bridge girder 3. It is smaller than the compressive strength and the compressive strength of the abutment parapet 8 and is weak against tensile and compressive action.

  Moreover, according to the bridge joint 20, as described above, the cross-sectional area is smaller than that of the bridge girder 3 and the abutment parapet 8. As a result, the steel material amount of the steel plate 21 a is also larger than that of the bridge girder 3 and the abutment parapet 8. Therefore, it is considered that this is a further factor that the tensile strength is reduced as compared with the bridge girder 3 and the abutment parapet 8.

  Further, the section modulus of the bridge joint 20 is the smallest compared to the section modulus of the bridge girder 3 and the section modulus of the abutment parapet 8. For this reason, when a bending moment acts on the cross section perpendicular to the bridge axis, the bridge joint 20 has a bending strength smaller than the bending strength of the bridge girder 3 and the bending strength of the abutment parapet 8 and is weak against the bending action. The

  Therefore, an excessive force exceeding at least one of the tensile strength, compression strength and bending strength of the bridge joint 20, for example, a load generated by an inertial force acting due to level 2 earthquake motion (hereinafter referred to as a load generated by the inertial force). Is called “inertial load”, and this inertial load includes, for example, a tensile load with a tensile action, a compressive load with a compressive action, and a load with a bending action.) Instead of the floor slab 5 and the abutment parapet 8, the load concentrates on the restraining member 22 and the steel member 21 encapsulated therein, and these are preferentially destroyed.

  If the floor slabs 5 of the adjacent bridge girders 3 are connected to each other by the bridge joint 20, the cross-sectional area and section modulus of the bridge joint 20 are the same for both bridge girders to be connected by the bridge joint 20. 3 is smaller than both the cross-sectional area and the section modulus.

The bridge model 100 illustrated in FIG. 9 includes the bridge girder 3, the abutment parapet 8, and the bridge joint 20 having the same width b and different heights h1, h2, and h3 (where h1>h2> h3). In addition, the cross-sectional shape in the direction perpendicular to the bridge axis is approximated to a rectangular shape. For this reason, the cross-sectional area and section modulus of the bridge girder 3 are represented by the following equations. In the following expression, “·” means a multiplication operator, and “/” means a division operator (the same applies hereinafter).
Cross section of bridge girder 3: b · h1
Section modulus of bridge girder 3: (b · h1 ² ) / 6

Moreover, the cross-sectional area and section modulus of the abutment parapet 8 are represented by the following equations.
Cross section of abutment parapet 8: b · h2
Section modulus of abutment parapet 8: (b · h2 ² ) / 6

And the cross-sectional area and section modulus of the bridge joint 20 are represented by the following equations.
Cross section of abutment parapet 8: b · h3
Section modulus of abutment parapet 8: (b · h3 ² ) / 6

  In the case of the bridge model 100 illustrated in FIG. 9, the width in the direction perpendicular to the bridge axis, that is, the bridge girder 3, the abutment parapet 8 and the bridge joint 20 are all equal in width b, so the bridge girder 3, the abutment parapet 8 and the bridge joint. The size relationship of the vertical widths h1 to h3 of 20 directly affects the magnitudes of the tensile strength, compression strength and bending strength, and the portion with the smallest vertical widths h1 to h3 is preferentially destroyed. The Rukoto.

  Here, the height h1 of the bridge girder 3 has a size relationship of “h1> h2> h3” as described above between the vertical widths h1 to h3 of the bridge girder 3, the abutment parapet 8 and the bridge joint 20. Next, the vertical width h2 of the abutment parapet 8 is the largest, and the vertical width h3 of the bridge joint 20 is the smallest. That is, the cross-sectional area and section modulus of the bridge joint 20 are the smallest compared to those of the other bridge girder 3 and the abutment parapet 8, and therefore the bridge joint 20 is preferentially broken over the bridge girder 3 and the abutment parapet 8. It will be.

  FIG. 10 is a schematic diagram showing the displacement behavior of the bridge 1 on which the bridge joint 20 is constructed. FIG. 10 (a) shows the bridge 1 in an undeformed state, and FIG. 10 (b) shows that the bridge girder 3 is bent. FIG. 10C illustrates the bridge 1 in a state in which the bridge girder 3 is extended, and FIG. 10D illustrates the bridge 1 in which the bridge girder 3 is in a contracted state.

  As shown in FIG. 10, in the interlocking structure 30, the bridge girder 3 and the abutment 4 are integrated by integrating the floor slab 5 and the abutment parapet 8 via the bridge joint 20. The abutment 4 is integrally displaced in conjunction with the sway, and the expansion / contraction displacement and rotational displacement of the end of the bridge girder 3 can be absorbed as the overall displacement behavior of the interlocking structure 30.

  As shown in FIG. 10 (a), the beam ends on both sides of the bridge axis direction of the floor slab 5 are connected to the abutment parapet 8 by the bridge joint 20, respectively, and as shown in FIG. When a live load is applied to the bridge girder 3 as a vehicle passes through the bridge 1, the abutment parapet 8 is drawn toward the bridge girder 3 side in conjunction with the bending deformation of the bridge girder 3, and the entire abutment 4 is directed toward the bridge girder 3 side. It becomes like rotating on the ground G so as to collapse, and the interlocking structure 30 as a whole behaves as a displacement.

  As shown in FIG. 10 (c), when the bridge girder 3 extends in the direction of the bridge axis due to the temperature change of the bridge girder 3, etc., the abutment parapet 8 is pushed toward the embankment work section G1 in conjunction with the extension deformation of the bridge girder 3. The entire abutment 4 is rotated on the ground G so as to fall down toward the anti-bridge girder 3 side (the embankment work part G1 side), and the interlocking structure 30 as a whole behaves in a displacement manner.

Further, as shown in FIG. 10 (d), when the bridge girder 3 contracts in the direction of the bridge axis due to a temperature change of the bridge girder 3 or the like, the abutment parapet 8 is drawn toward the bridge girder 3 side in conjunction with the contraction deformation of the bridge girder 3, The entire abutment 4 rotates on the ground G so as to fall down toward the bridge girder 3 side, and the entire interlocking structure 30 is displaced.
<Watertightness>
According to the bridge joint 20 configured as described above, rainwater, snowmelt water and other water containing chloride ions such as an antifreezing agent permeate the pavement 2 and the upper surfaces of the paved portions 5A, 8A and 20A. Even if the water penetrates, the bridge joint 20, the waterproof material 26, and the adhesive joint 25 prevent the water from flowing into the play 9. Moreover, since the ground cover portion 20B of the bridge joint 20 is raised higher than the road surface 2a of the pavement 2, the water on the road surface 2a is prevented from flowing over the ground cover portion 20B and into the play space 9.

  In this way, water tightness is secured at the connection portion between the bridge girder 3 and the abutment 4, so that leakage of water containing chloride ions to the beam end of the bridge girder 3 and the bearing 7 can be prevented. Corrosion degradation of the girder end of the bridge girder 3 and the bearing 7 due to the penetration of ions can be prevented.

<Running>
In addition, the existing finger joint 50 that has deteriorated over time can be removed from the bridge 1, and thereafter it is not necessary to replace it with another new finger joint 50, so that the construction cost can be greatly reduced. Further, since the face plates 52, 52 of the finger joint 50 are removed, there are harmful effects caused by the presence of these on the road surface 2a, for example, an impact on both the vehicle and the bridge 1 when the traveling vehicle passes through a step. Generation, noise generation due to the impact, and slip in rainy weather can be avoided.

<Load resistance against expansion and contraction during service>
Moreover, in order to prevent the bridge joint 20 from being broken by the stress associated with the expansion / contraction displacement and rotational displacement of the beam end of the bridge girder 3, the restraining member 22 has an elastic coefficient equal to or equal to that of the floor slab 5 and the abutment parapet 8. It is formed as described above. For this reason, as mentioned above, concrete or fiber reinforced concrete containing the same cement as the floor slab 5 and the abutment parapet 8 is used for the restraining member 22.

  In the present embodiment, concrete having cement as a main component is used as the material of the restraining member 22 as in the case of the floor slab 5 and the abutment parapet 8. However, the material of the restraining member 22 is not necessarily limited thereto. As long as the elastic modulus of the bridge joint 20 is equal to or higher than that of the floor slab 5 and the abutment parapet 8, resin concrete or other materials may be used.

  Thus, since the restraining member 22 has an elastic coefficient equal to or greater than that of the floor slab 5 and the abutment parapet 8, even if the restraint member 22 is compressed between the bridge girder 3 and the abutment parapet 8 due to the extension of the bridge girder 3 due to a temperature change or the like. It is not crushed and is not broken even if it is pulled between the bridge girder 3 and the abutment parapet 8 due to the shrinkage of the bridge girder 3 due to temperature change or the like, or the bending of the bridge girder 3 due to a live load or the like.

  Moreover, even if the restraining member 22 is present between the floor slab 5 and the abutment parapet 8 in this way, it is prevented from being crushed or broken due to expansion and contraction displacement and rotational displacement of the beam end of the bridge girder 3. As a result, the deformation of each steel plate 21 a of the steel member 21 encapsulated by the restraining member 22 can be prevented, and the resistance to compression and tension that the steel member 21 bears in the displacement behavior of the interlocking structure 30 can be increased.

  In addition, the pair of existing bases 11 and 12 are fastened and embedded and fixed to either the floor slab 5 or the abutment parapet 8 and are integrated as a part of the floor slab 5 and the abutment parapet 8. Furthermore, since the joining surfaces of the front plate portions 10a, 10a of the existing bases 11, 12 and the restraining member 22 are joined via the adhesive joint 25 of the adhesive for joining, the bridge joint 20 and the floor slab 5 are joined. It can also resist the shearing slip that occurs at the junction with the abutment parapet 8.

<Fracture ease compared to floor slab 5 and abutment parapet 8>
However, as described above, the bridge joint 20 is formed such that its cross-sectional area and section modulus are weaker as members than the section area and section modulus of the floor slab 5 and the abutment parapet 8. This is because when an excessive force exceeding the tensile strength, compression strength or bending strength of the bridge joint 20 itself is applied, for example, when the bridge joint 20 is directly hit by a large-scale earthquake, the bridge joint 20 (especially, a welded joint). This is because the load is concentrated on the portion 21b) and the bridge joint 20 is preferentially broken.

  When the bridge joint 20 is broken, the connection between the floor slab 5 and the abutment parapet 8 is broken, so that the interlocking structure 30 is prevented from being displaced as a whole at the time of an earthquake. That is, as a result of canceling the interlocking of the displacement behavior of the bridge girder 3 and the abutment 4 via the bridge joint 20, the bridge girder 3 and the abutment 4 can regain their inherent displacement behavior.

  In other words, under the situation where an excessive force is applied as in a large-scale earthquake, unnecessary adverse effects that may occur due to the interlocking structure 30 being integrally displaced, for example, the bridge joint 20 By this, damage and destruction of the floor slab 5 and the abutment 4 that may occur because the floor slab 5 and the abutment parapet 8 are integrated can be avoided.

  In order to preferentially break the bridge joint 20 in this way, the tensile strength, compression strength or bending strength of the bridge joint 20 is lower than the inertial load acting on the level 2 earthquake motion, that is, the inertial load acting on the level 2 earthquake motion. It is preferable that the bridge girder 3 and the abutment parapet 8 are not destroyed and the existing state is maintained while only the bridge joint 20 is destroyed by the above.

  Further, the tensile strength, compression strength and bending strength of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 all exceed the inertial load acting on the level 1 earthquake motion, that is, the inertial load acting on the level 1 earthquake motion. Then, it is more preferable that neither the bridge girder 3 nor the abutment parapet 8 including the bridge joint 20 is maintained without being destroyed.

  Next, a modification of the above embodiment will be described with reference to FIGS. FIG. 11 is an explanatory diagram relating to the arrangement state of the plurality of steel frame members 41 in the bridge joint 40 of the second embodiment, and is a plan view of the connecting portion between the floor slab 5 and the abutment parapet 8. This is a partial sectional view of the part.

  The bridge joint 40 of the second embodiment is obtained by changing the form of the steel member with respect to the bridge joint 20 of the first embodiment described above. In the following, the same parts as those in the first embodiment are denoted by the same reference numerals, description thereof is omitted, and only different parts are described.

  As shown in FIG. 11, in order to construct the bridge joint 40 of the second embodiment, in the construction recess 14, the clearance 9 exists in the clearance 9 existing between the opposed surfaces of the floor slab base 11 and the abutment base 12. A plurality of steel members 41 are arranged at a predetermined width W2 (for example, about 400 mm) in the cut direction. The plurality of steel frame members 41 are provided with a plurality of steel frame plates 41a and welded joints 41b.

  Each steel member 41 has a steel plate 41a that is connected to the front plate portions 10a. 10a is provided between the opposing surfaces, and both ends thereof are joined and fixed to the front plate portions 10a and 10a via welded joints 41b and 41b. That is, all of the plurality of steel frame members 41 are integrally bonded and fixed to both the floor slab base 11 and the abutment base 12.

  In this way, both ends of each steel member 41 are joined and fixed to the floor slab base 11 and the abutment base 12 respectively. For this reason, when the bridge joint 40 is constructed, each steel member 41 is connected to the floor slab base 11 and the abutment base in a situation where the bridge girder 3 vibrates due to a traffic load caused by a vehicle passing on the road provided on the bridge 1. It is assumed that it is difficult even to join and fix to 12 by welding. Therefore, when constructing the bridge joint 40, it is preferable to prevent the bridge girder 3 from bending and vibrating due to traffic load by blocking the road on the bridge 1.

  Each steel plate 41a is passed between the opposing surfaces of the front plate portions 10a and 10a of the pair of existing bases 11 and 12, but the passing length (the plate length in the longitudinal direction of the steel plate 41a) is It is formed larger than the width of the gap 9 between the opposing surfaces of the front plate portions 10a, 10a.

  The reason is that these steel plates 41a are welded to the existing bases 11 and 12 in the field, so that it is difficult to strictly manage the dimensions of the width of the gap 9 and the steel plates 41a This is because, if the width of the gap 9 is expanded in the direction of the bridge axis before joining and fixing, the both ends of the steel plate 41a may be reliably brought into contact with the existing bases 11 and 12 and cannot be joined and fixed.

  Therefore, both end portions of each steel plate 41a come into contact with each other in a non-right-angled posture with respect to the plate surface of each front plate portion 10a. Moreover, the steel plates 41a, 41a adjacent to each other in the gap direction of the gap 9 are tilted in a non-parallel manner, and the parallel steel plates 41a are arranged in the gap direction of the gap 9. .

  Therefore, the interval between the adjacent steel plates 41a, 41a is a predetermined width W2 at the midpoint position in the passing direction of each steel plate 41a, but the interval between both ends of both steel plates 41a, 41a is the steel plate 41a. The width is narrower than the predetermined width W2 at one end side in the hand-off direction, and conversely wider than the predetermined width W2 at the other end side.

  12 is a cross-sectional view in the bridge axis direction of the paved portions 5A, 8A, 40A of the bridge 1 along the line XII-XII in FIG. 11, and the paved body 2 is formed on the upper surface of the paved portions 5A, 8A, 40A of the bridge joint 40. The state where the wire is laid is shown, and the reinforcing bars arranged on the floor slab 5 and the abutment parapet 8 are not shown.

  As shown in FIG. 12, the steel member 41 has both ends in the width direction (left and right sides in FIG. 12) of the gap 9 between the steel plate 41a and the front plate portions 10a and 10a of the abutment base 12 respectively. All the end portions are joined and fixed to the front plate portion 10a with which the end portions abut via the welded joint 41b.

  FIG. 13 is a cross-sectional view showing the internal structure of the bridge joint 40. In particular, FIG. 13A shows the pavement 2 on the upper surface of the paved portions 5A, 8A, 40A of the bridge joint 40 of the second embodiment. FIG. 13 (b) is an enlarged view of a portion E in FIG. 13 (a). In FIG. 13, illustration of reinforcing bars arranged on the floor slab 5 is omitted.

  The plurality of steel frame plates 41a are all arranged in a posture inclined downward from the upper side to the lower side. Here, the steel plates 41a adjacent to each other in the gap direction of the gap 9 are inclined in directions symmetrical to each other with respect to the vertical direction (vertical direction in FIG. 13). Each steel plate 41a is inclined at a predetermined inclination angle θ2 (for example, about 45 °) with respect to the vertical direction.

  That is, among the plurality of steel plate 41a, there is a steel plate 41a inclined downward from one end side in the cut direction of the gap 9 (from the upper left side to the lower right side in FIG. 13A) and the other end side of the gap 9 in the cut direction. There is a steel plate 41a that is inclined downward from the upper right side to the lower left side in FIG. 13 (a), and the former steel plate 41a and the latter steel plate 41a are alternately arranged in the direction of the gap of the gap 9.

  FIG. 14 is a sectional view showing the internal structure of the bridge joint 60 of the third embodiment. FIG. 14A shows the pavement 2 on the upper surface of the paved portions 5A, 8A, 60A of the bridge joint 60. FIG. 14B is a cross-sectional view perpendicular to the bridge axis showing the laid state, and FIG. 14B is an enlarged view of a portion F in FIG. In the figure, illustration of reinforcing bars arranged on the floor slab 5 is omitted.

  In the description of FIG. 14, the same parts as those in the first embodiment are denoted by the same reference numerals, the description thereof is omitted, and only different parts are described.

  As shown in FIG. 14, in the bridge joint 60 of the third embodiment, the position of the steel plate 21a is inclined downward from the upper side to the lower side in the bridge joint 20 of the first embodiment. The steel plate 61a is placed in the vertical direction with the plate surface facing the horizontal direction (hereinafter also referred to as “vertical posture”). If the effective weld length of the steel plate 61a can be sufficiently secured and the welding operation can be performed easily, this may be used.

  Note that the steel plate 61a in the bridge joint 60 of the third embodiment may be applied to the steel plate 41a of the bridge joint 40 of the second embodiment.

  15 is a cross-sectional view showing the internal structure of the bridge joint 80 of the fourth embodiment, is a cross-sectional view in the bridge axis direction of the paved portions 5A, 8A, 80A of the bridge 1, and is a paved portion of the bridge joint 80. The state where the pavement 2 is laid on the upper surfaces of 5A, 8A, and 80A is illustrated, and illustration of reinforcing bars arranged on the floor slab 5 and the abutment parapet 8 is omitted.

  In the description of FIG. 15, the same parts as those in the first embodiment are denoted by the same reference numerals, the description thereof is omitted, and only different parts are described.

  As shown in FIG. 15, the bridge joint 80 according to the fourth embodiment has a pair of receiving members 51, 51 remaining as a result of separating and removing the pair of face plates 52, 52 from the finger joint 50 (however, the anchor plate 51d). Are reused as a pair of existing bases 81 and 82.

  Note that the reuse of the entire pair of cradle members 51, 51 in the bridge joint 80 of the fourth embodiment as a pair of existing bases 81, 82 is used for the steel plate 41a of the bridge joint 40 of the second embodiment. You may apply to.

  The present invention has been described based on the embodiments. However, the present invention is not limited to the above embodiments, and various modifications can be easily made without departing from the spirit of the present invention. It can be guessed.

  For example, in the above embodiment, the case where the bridge joints 20, 40, 60, and 80 are provided at both ends in the bridge axial direction of the single-span simple girder bridge is described. However, the bridge to which the bridge joint is applied is not necessarily limited to this. The present invention is not limited, and the present invention may be applied to both ends in the bridge axis direction of a multi-span simple girder bridge or a multi-span multi-girder bridge having one or two or more bridge piers in an intermediate part in the bridge axis direction.

  In the above embodiment, the bridge joints 20, 40, 60, 80 are applied to both ends of the simple girder bridge in the direction of the bridge axis. The application target location is not limited. For example, for a multi-girder multi-girder bridge with a total bridge length of 30m to 50m, the joint part between adjacent bridge girders 3 and 3 that are adjacent to each other at the middle bridge pier. However, you may apply in order to connect the floor slabs 5 and 5 of the bridge girder 3 and 3.

  Moreover, in the said Example, although the steel member 21 was provided with the steel plate 21a and the welded joint 21b, the structure of this steel member is not necessarily limited to this, For example, a plate-shaped steel frame Instead of a plate, a steel material with a rod shape or H-shaped, L-shaped or other irregular shape is used as the main body of the steel member, and this main body is used as a welded joint, a fastening joint such as a bolt and nut, an adhesive joint using an adhesive, or other joining means. May be joined and fixed to either one or both of the existing bases 11 and 12.

1 Bridge 2 Pavement 3 Bridge girder 4 Abutment (adjacent to the bridge girder)
5 Floor slab 5A Floor slab paved part 5B Floor slab paved part 7 Bearing 8 Abutment parapet (adjacent part of floor slab)
8A Paved portion of abutment parapet 8B Ground cover portion 9 of abutment parapet 9 Free space 10a, 10a Front plate portion 11, 81 Existing base (floor base) (existing structural material)
12,82 Existing base (Abutment base) (Existing structural material)
13 Formwork 14 Construction recess 20, 40, 60, 80 Bridge joint (composite)
20A, 40A, 60A, 80A Bridge joint pavement (new pavement)
20B, 40B, 60B, 80B Bridge joint ground cover (new ground cover)
21, 41, 61 Steel members 21a, 41a, 61a Steel plates 21a1, 21a1 Anchor pieces (anchor portions)
21b, 41b Welded joint 22 Restraint member 25 Adhesive joint (a kind of waterproof member)
26 Waterproof material (a kind of waterproof material)
30 interlocking structure 50 finger joint 51, 51 cradle member 51a, 51a web plate 52, 52 face plate

Claims (16)

In the bridge joint structure provided at the connection part between the bridge slab and the adjacent part of the bridge girder,
A pair of existing structural materials that are arranged to face each other with a gap between the floor slab and the floor slab adjacent portion, and are part of the floor slab and the floor slab adjacent portion;
A steel member that is disposed between opposing surfaces of the pair of existing structural members, and is joined and fixed to at least one of the pair of existing structural members;
The plurality of steel members are formed by post-cast concrete filled between the pair of existing structural materials in a state in which the steel members are encapsulated and prevented from being deformed, and are installed between the pair of existing structural materials. A restraining member for joining materials;
A steel reinforced concrete composite formed by the restraining member, a plurality of steel frame members, and a pair of existing structural members, blocking the gap to prevent expansion and contraction of the gap width, and connecting the floor slab and the floor slab adjacent parts to each other. A bridge joint structure characterized by comprising a body.   The bridge slab and the floor slab adjacent part are integrated through the composite to form an interlocking structure capable of integrally displacing the bridge girder and the bridge girder adjacent part. The described bridge joint structure.   The pair of existing structural members is a cradle member for a finger joint having a pair of web plates facing each other with the gap between them, or a remaining portion obtained by removing unnecessary portions from the cradle member. The bridge joint structure according to claim 1 or 2, characterized in that   The steel frame member is a steel plate arranged in a posture inclined downward from the upper side to the lower side between the opposing surfaces of the pair of existing structural members, and the end portions in the play width direction of the steel plate in the inclined posture A bridge joint structure according to any one of claims 1 to 3, further comprising a welded joint that joins and fixes the structure to the existing structural material. The steel member includes a steel plate disposed between opposing surfaces of the pair of existing structural members, and a welded joint that joins and fixes the widthwise end of the steel plate to the existing structural member,
In the plurality of steel members, the steel plate is joined and fixed to the one existing structural member via the weld joint and separated from the other existing structural member, and the steel plate is the other existing structural member. 5. The structure according to claim 1, wherein the first and second existing structural members that are joined and fixed to each other through the welded joint are alternately arranged in the gap direction of the play. The described bridge joint structure. The steel member includes a steel plate disposed between opposing surfaces of the pair of existing structural members, and a welded joint that joins and fixes the widthwise end of the steel plate to the existing structural member,
The steel plate is formed at a fixed end portion that is bonded and fixed to the existing structural material by the welded joint, a free end portion that is separated from the existing structural material, and a portion on the free end portion side of the restraining member. The bridge joint structure according to any one of claims 1 to 5, further comprising an anchor portion that is hooked inside.   The bridge joint according to claim 6, wherein the anchor portion is provided by branching and extending from the free end portion in a symmetric direction with respect to a direction from the fixed end portion to the free end portion of the steel plate. Construction.   The steel frame member includes a steel plate disposed between opposing surfaces of the pair of existing structural members, and welded joints that join and fix both ends of the steel plate in the width direction of the gap to the pair of existing structural members. The bridge joint structure according to any one of claims 1 to 4, wherein the bridge joint structure is provided.   The steel member is a steel plate that is formed between the opposing surfaces of the pair of existing structures and is formed longer than the width between the opposing surfaces, and both ends of the steel plate in the passing direction are provided in the pair of existing structures. The bridge joint structure according to any one of claims 1 to 4 or 8, further comprising a welded joint that is bonded and fixed to both of the members. The steel member has a steel plate passed between the opposing surfaces of the pair of existing structural members in a downwardly inclined posture from the upper side to the lower side, and both ends of the steel plate in the downward inclined posture in the passing direction. A welded joint for joining and fixing to both of the pair of existing structural materials,
The plurality of steel members include a direction in which the steel plate is inclined downward toward one end in the gap direction and a direction in which the steel plate is inclined downward toward the other end in the gap direction. The bridge joint structure according to claim 1, wherein the bridge joint structure is arranged alternately.   The bridge joint structure according to any one of claims 1 to 10, further comprising a waterproof member that seals a joint between the restraining member and the pair of existing structural members.   The waterproof member seals a joint between the pair of existing structural members and the floor slab and a floor slab adjacent portion in addition to a joint between the restraining member and the pair of existing structural members. Item 12. The bridge joint structure according to any one of Items 1 to 11. The composite is composed of a new paved portion formed by closing the gap between the floor slab and the paved portion of the floor slab adjacent portion, and newly forming the closed portion, and a ground cover of the floor slab and the floor slab adjacent portion. And a new ground covering portion that is newly formed in the closed portion by closing the play between the portions,
The bridge joint structure according to any one of claims 1 to 12, wherein the new ground covering portion is raised higher than a road surface of a paved body laid on the newly paved portion. The composite includes a new paved portion that is newly formed at the closed position by closing the play between the floor slab and the paved portion of the floor slab adjacent portion,
The bridge joint structure according to any one of claims 1 to 13, wherein the new paved portion is formed flush with the paved portion of the floor slab and the adjacent portion of the floor slab. The floor slab adjoining is an abutment,
The floor slab adjacent part is an abutment parapet,
The portion of the complex that spans the gap is smaller in cross-sectional area than the cross-sectional area of the bridge girder and the cross-sectional area of the abutment parapet, and the cross-sectional modulus is the cross-section coefficient of the abutment girder and the cross-section coefficient of the abutment parapet. The bridge joint structure according to any one of claims 1 to 14, wherein the bridge joint structure is formed smaller than the bridge joint. The floor slab adjacency is a second bridge girder adjacent to the bridge girder with a gap.
The floor slab adjacent portion is a floor slab of a second bridge girder,
The portion of the composite that extends between the gaps has a cross-sectional area that is smaller than the cross-sectional area of the bridge girder and the cross-sectional area of the second girder, and the cross-sectional modulus is the cross-sectional coefficient of the bridge girder and the second cross-sectional area. The bridge joint structure according to any one of claims 1 to 14, wherein the bridge joint structure is formed to be smaller than a section modulus of the bridge girder.

Images