JP4675915B2 - Continuous structure of bridge joints - Google Patents

Description

  The present invention relates to a continuous structure of a joint portion at an intermediate portion or an end portion of a bridge girder of a bridge such as a road bridge.

  In road bridges, etc., the difference in movement caused by the deflection of the bridge girder due to traffic load and the expansion and contraction due to temperature change is absorbed between the bridge girder and the bridge girder. There is provided a structure called an expansion joint for passing through.

  Conventional expansion joints have used a combination of steel claws and steel plates, and a rubber joint structure that expands and contracts. However, due to the presence of unevenness and steps on the surface, vibration and noise occur as traffic loads pass. It is the cause of the occurrence.

  FIG. 6 is an example of a rubber-type expansion joint, and the pavement 5 at the ends of the bridge girders 1 and 1 that are arranged facing each other with a gap is removed over a predetermined range, and the upper part of the floor slab 2 of the bridge girder is within a predetermined range. The rubber joint 70 is disposed across the gap 4 in the formed notch space, and the gap space is filled with the ultra-high-strength concrete 71, and is fixed using the anchor bolt 72 and the floor slab embedded muscle 73. . A urethane foam 74 is disposed in the clearance 4. In the case of this joint structure, noise / vibration occurs when passing through the vehicle, wear / steps at the joint between the asphalt pavement 5 and the concrete 71 occur, rattling of the anchor bolt 72 occurs, and the rubber joint 70 is damaged. There are problems such as water leakage from the joint.

  Measures to eliminate this noise and vibration include buried joint method for continuous surface pavement, floor slab connection method for continuous floor slab concrete, main girder connection method for continuous main girder, There is a cross girder connecting method for connecting girders, etc., and improvement of a traveling road partitioned by expansion joints to a uniform road surface (generally called no-joint) is being performed.

  As the no-joint construction method that can ensure the durability, the floor slab connection method in which only a part of the floor slab concrete and steel girders is made continuous is considered to be the only one. FIG. 7 shows an example of the no-joint floor slab connection structure. The pavement 5 at the ends of the bridge girders 1 and 1 is removed over a predetermined range, the floor slab 2 of the bridge girder is removed over a predetermined range, and the existing floor slab 2 is installed. A connecting reinforcing bar 80 is attached to the reinforcing bar 6 by welding, a resin concrete 81 is placed in the space between the floor slabs 2 and 2, and a pavement 5 such as asphalt is re-paved thereon. The ends of the upper flanges of the steel girders 3 are connected using a connecting steel plate 82, a splicing plate 83, and a filler plate 84. On the connecting steel plate 82 and the like, a styrofoam edge-cutting material 85 is arranged on the beam. Resist the elastic displacement of the connecting rebar 80 and the connecting steel plate 82 against the vertical rotation displacement (angular change, corner bending) and temperature shrinkage / expansion of the end of the beam.

  Moreover, there exist patent documents 1-4 as a prior art document relevant to this invention. The invention of Patent Document 1 is to construct a pavement made of an asphalt mixture containing aggregates on both sides of a stretchable gap, and the end of a bridge body (bridge girder or abutment) facing the stretchable gap. A sheet-like sliding layer is laid across the stretchable play, a net is laid on top of this, and an asphalt mixture (rubber asphalt compound) consisting of a base layer and a surface layer is laminated on it, and stress is distributed to the base layer. A mesh-like reinforcing fiber that embeds a stress transmission member such as a honeycomb or expanded metal that prevents cracking and disperses the stress transmitted from the base layer to the surface layer between the base layer and the surface layer to prevent cracking. Is inserted through a strain dispersion sheet embedded in an asphalt material.

  The invention of Patent Document 2 is an embedded joint member that is embedded in a pavement on an expansion / contraction gap, and a rubber embedded joint member is installed across the expansion / contraction gap, and a steel cord or The fiber cords are arranged in the bridge axis direction and the bias direction so that the strain in the bridge axis direction, the bridge axis perpendicular direction, and the rotation direction can be dispersed, and tension bars are embedded at both ends of the embedded joint member. A bar is fixed to a bridge body or an overland road with a tension bolt, and a load supporting member made of a hard plate is embedded in the lower surface of the central portion of the embedded joint member to prevent the embedded joint member from falling between expansion and contraction.

  The invention of Patent Document 3 is a repair method of a bridge joint portion such as a road bridge, and after the existing joint member between the floor slab facing ends is removed, the idler portion is sealed with a backup material, and then on the portion. After laying a sheet-like material, an elastic pavement in which geotextile and elastic resin are laminated is formed.

  The invention of Patent Document 4 is a structure of an embedded expansion joint, and a flexible synthetic resin plate having a slack in which a central portion hangs across a gap between joints is attached to an opposite girder, and a mutual sliding surface is mounted thereon. A slide plate and a cover plate having slabs are fixed to opposite beams, and a backfill pavement is placed thereon.

JP 7-166506 A JP-A-10-292316 JP-A-6-257105 JP-A-11-140821

  The buried joint method disclosed in Patent Document 2 distributes the rotation angle of the beam end and the expansion and contraction of the bridge beam as a uniform strain within a certain range by a flexible member directly under the pavement so as not to concentrate cracks in the pavement itself in one place. Although it is constructed based on careful consideration, it has become clear that it has deteriorated in several years due to deformation of flexible members under paving due to frequent passing of traffic load and braking load, and its durability cannot be maintained. I came.

  In the case of the floor slab connection method (Fig. 7) in which only a part of the floor slab concrete and steel girders are continuous, removal of the wide and deep areas of existing concrete, joining of the upper flanges of the steel girders, welding of existing reinforcing bars, It takes time and effort, such as cutting the edges of the connecting slabs, placing resin concrete, and re-paving, and it is indispensable to stop traffic for more than a day and night, making large-scale deployment difficult.

  In the continuous structure of the joint portion provided in the discontinuous portion of the intermediate portion or the end portion of the bridge, the present invention is able to reduce a part of the expansion and contraction deformation caused by the girder rotational displacement or temperature change caused by the loading of the traffic load. By suppressing the partial connection structure and absorbing the rest with the deformation performance of the joint member, while preventing early deterioration of the surface asphalt pavement, it is possible to pass smooth traffic loads by improving durability and in a short time The object is to provide a continuous structure of bridge joints that can be constructed.

In the invention according to claim 1 of the present invention, the bridge joint portion that makes the bridge surface of the discontinuous portion in which the bridge body (the bridge girder and the abutment) face each other with a gap in the middle portion or the end portion of the bridge is continuous. It is a continuous structure, and a partial connection structure that partially integrates the bridge body ends by placing mortars in the notches provided at the top of the bridge body ends facing each other across the gap. A plate-shaped precast joint plate made of a high-toughness fiber-reinforced cement composite material (hereinafter referred to as high-toughness FRCC) is installed across the gap between the upper surface of the partially connected structure and the upper surfaces of the left and right bridge bodies, the upper surface of the precast joint plate is covered with paving material (asphalt, etc.), and fixing reinforcing bars end portions of the bridge axis direction of precast joint plate, respectively, which projects from the joint plate body bridge axis direction, this By a filler fixing rebar is embedded a continuous structures of the bridge joint, characterized in that it is fixed on Hashitai top (FIG. 1, FIG. 2, see FIG. 4). Applicable for continuation of existing and new bridges.

  Like the conventional no-joint floor slab connection structure, by connecting existing RC floor slabs at adjacent bridge ends, the floor slab structure can be integrated and a structure supporting the pavement can be provided. Therefore, it is necessary to constantly check the safety of earthquakes as a connecting structure, and there are restrictions from this aspect. The performance required for connecting the floor slabs of the joint part is to support the loading load and to have the function of quickly transmitting this to the existing floor slab, and the current structure type is over spec. Therefore, the present invention provides a minimum slab connection method. That is, the present invention is premised on partial damage when a load exceeding the design is applied as a secondary member. In order to cover the damaged portion, a precast joint plate made of high toughness FRCC and By using together, the performance as a whole is ensured.

  And by replacing the flexible member, which is a weak point of the conventional buried joint, with a precast joint member made of high-toughness FRCC, the girder's vertical displacement (angular change, corner breakage) in the vertical direction at the end of the traffic load, Or, it absorbs the expansion and contraction caused by temperature changes with the crack dispersion performance of the same member, and the same member has the same vertical rigidity as concrete, so it has the same degree of traffic load as the surrounding concrete floor slab. By maintaining the deformation characteristics, local destruction of the surface pavement can be prevented. Furthermore, because this structure is made up of precast members like conventional expansion joint members, replacement of conventional expansion joints could be performed overnight under one-side traffic restrictions (in the case of existing bridges). Like, it can be constructed in a short time.

  High-toughness FRCC is such that very thin and strong chemical fibers such as vinylon fibers and polyethylene fibers are randomly dispersed and blended in the cement matrix in a three-dimensional direction, and the apparent tensile strain reaches several percent (2 to 3%). This material is rich in toughness. A precast joint member formed of such a material has high tensile deformation capacity and bending deformation capacity, and has vertical rigidity equivalent to that of reinforced concrete.

  The invention according to claim 2 of the present invention is the continuous structure of the bridge joint part according to claim 1, wherein the shear transmission reinforcing bars along the bridge axis direction are arranged across the gap in the partially connected structure. It is the continuous structure of the bridge joint part characterized by being made.

  The partial connection structure is preferably a concrete structure in which shear transmission reinforcing bars (anchor bars) and mesh bars for dispersing cracks are arranged as necessary.

  Claim 3 of the present invention is characterized in that in the continuous structure of the bridge joint part according to claim 1 or 2, an edge cutting sheet is arranged on the lower surface of the precast joint plate. It is a continuous structure of the bridge joint part.

  The upper surface of the partially connected structure is shaped to the same level as the upper surface of the bridge body, and after smoothly cutting the upper surface of the bridge body, powder or fluid such as powder cement for adjusting the upper surface unevenness is spread and leveled. In addition, a precast joint plate is installed, and on the lower surface of this precast joint plate, a sheet for edge cutting such as celluloid is placed, and the relative displacement of both ends connected to the bridge body is determined by the average strain of the free length of the precast joint plate, Alternatively, it can be absorbed in the form of crack dispersion.

  According to a fourth aspect of the present invention, in the continuous structure of the bridge joint portion according to any one of the first or second aspects, an edge cutting material having fluidity is disposed on the lower surface of the precast joint plate. It is the continuous structure of the bridge joint part characterized by this.

  As the edge cutting structure, it is also possible to use a structure that combines unevenness adjustment and edge cutting with an edge cutting material such as fluid asphalt coating without using the edge cutting sheet.

  According to a fifth aspect of the present invention, in the continuous structure of the bridge joint portion according to any one of the first to fourth aspects, both ends in the bridge axis direction of the precast joint plate are respectively bridged by fiber bundle anchors. It is a continuous structure of a bridge joint part characterized by being fixed on the upper surface of the body.

  As shown in FIG. 1, it is a case where the fiber bundle anchor which bundled the carbon fiber etc. is used for fixation to the bridge surface of the precast joint plate, and one end part of the fiber bundle anchor is embedded beforehand in both ends of the precast joint plate. It is fixed, and the bundle at the end on the protruding side is spread and bonded to the upper surface of the bridge body. In order to protect the bonded portion of the fiber bundle anchor, it is covered and shaped with resin mortar or early strong mortar for the thickness of the pavement base layer.

  According to a sixth aspect of the present invention, in the continuous structure of the bridge joint portion according to any one of the first to fourth aspects, both ends in the bridge axis direction of the precast joint plate are each made of a fiber sheet. It is a continuous structure of a bridge joint part characterized by being fixed on the upper surface.

  As shown in FIG. 2, instead of the fiber bundle anchor, a high-strength fiber sheet is used, and the high-strength fiber sheet is attached so as to connect the upper surface of the precast joint plate and the upper surface of the bridge body, Glue. In this case as well, in order to protect the bonded portion of the high-strength fiber sheet, it is coated and shaped with a resin mortar, an early strong mortar, or the like.

  As shown in FIG. 4 and FIG. 5, it is a case where a fixed reinforcing bar such as a loop reinforcing bar (high strength deformed reinforcing bar, stainless deformed reinforcing bar, etc.) having a U-shaped planar shape is used, and a predetermined interval is provided in a direction perpendicular to the bridge axis. The fixing reinforcement loops and the like arranged in a large number are embedded in a filler (such as fiber-mixed ultra-early strong mortar), and the fixing reinforcement and filler are fixed on the upper surface of the RC floor slab with anchor bolts or the like.

According to a seventh aspect of the present invention, in the continuous structure of the bridge joint portion according to any one of the first to sixth aspects, the upper surface of the precast joint plate is covered with a waterproof sheet. It is a continuous structure of the bridge joint part.

  A protective layer is formed in the precast joint plate of high toughness FRCC, which is assumed to crack during operation, so that rainwater and other moisture from the bridge surface do not penetrate. 1 and 2, the top surface of the precast joint plate and the top surface of the fixing portion protection portion are subjected to waterproofing treatment such as asphalt sheet waterproofing such as polyester nonwoven fabric and glass cloth, and coating waterproofing such as urethane and polyurethane. In the case of FIG. 3, the top surface of the precast joint plate is waterproofed.

  In the present invention configured as described above, the partial connection structure that joins the upper ends of the bridge body end portions of the adjacent bridge end portions is made of concrete, such as shear transmission reinforcement bars, mesh bars, traffic loads, etc. As for the reinforced concrete structure, the load is transmitted to the end of the bridge body to support this, and at the same time, the shear transmission reinforcing bars are used to support the relative displacement of the adjacent bridge body end in the vertical and perpendicular directions to the bridge axis. Have a function to suppress. The relative axial displacement of adjacent bridges due to temperature changes is resisted by the axial compressive strength of the concrete of the continuous bridge when the temperature rises, but is completely resistant to tension when the temperature drops. Instead, the deformation is absorbed by controlled crack generation. Since it is a controlled crack, load transmission performance with respect to the mounted load and a certain degree of durability are ensured.

  The high toughness FRCC of the precast joint version is a composite material composed of vinylon fiber, polyethylene fiber, etc., blended with cement and fine aggregates, and has a tensile deformation capacity and bending deformation capacity that exceed the common sense of conventional cement materials. Have. For example, the proof stress can be maintained even at 3% pure tensile strain (equivalent to 20 times the yield strain of steel). In mortar and existing fiber reinforced concrete (FRC), if an initial crack occurs, this crack expands and breaks as it is. However, high-toughness FRCC has a high ability to crosslink cracks due to fibers, and an increased tensile load. Since it is borne by the fiber, the initial crack does not lead to fracture, the next crack is generated, this chain continues one after another, and the minute cracks are finely dispersed, resulting in a very large tensile strain, resulting in a load Can withstand.

  By covering the upper surface of the partially connected structure with a precast joint plate made of this material, connecting the bridge body end parts across the gap on the upper surface of the bridge body connected to this, and paving the same as the general part The appearance can make a uniform road surface appear. Partially connected structure bears part of the angle change and expansion / contraction displacement of the bridge body end, but the displacement is large, but if the displacement is large, the precast joint plate on top is dispersed into very fine cracks. Since the displacement is absorbed and evenly distributed by the waterproof sheet installed on the upper surface, local strain can be suppressed within the range of the flexible followability of the pavement itself, and the destruction of the pavement is avoided. Demonstrate performance. Further, since the vertical rigidity of the high-toughness FRCC member is almost the same as the rigidity of the RC floor slab, it is difficult to cause a step due to a sudden change in rigidity, pavement deterioration, or abrasion.

  Since the present invention is configured as described above, the following effects can be obtained.

(1) By connecting the ends of the bridge girders with a precast joint plate made of high toughness FRCC and paving the same as the general part, a continuous road surface can be revealed.

(2) Concerning the girder rotational displacement and expansion / contraction deformation at the end of the girder, concrete with a partially connected structure resists compression deformation when the temperature rises. Further, the shear transmission reinforcing bars embedded in the partially connected structure resist the relative displacement in the vertical direction and in the direction perpendicular to the bridge axis. For tensile deformation during temperature drops, the partially connected structure does not resist and allows controlled crack level damage.

(3) Tensile deformation at this time is distributed in very fine cracks when the precast joint plate of high toughness FRCC installed on the partially connected structure has a large amount of uniform strain or displacement at its free length. To absorb. Furthermore, since the waterproof sheet covering the upper surface disperses the tensile deformation in the direction of the bridge axis, the local strain can be suppressed within the range of the flexible followability of the pavement itself, and the performance of avoiding the destruction of the pavement is exhibited. While avoiding early deterioration of the pavement, it is possible to smoothly pass traffic loads by improving durability.

(4) Since the rigidity of the bridge body of the high-toughness FRCC precast joint plate is almost the same, it is unlikely to cause steps due to sudden changes in rigidity, pavement deterioration, or abrasion. Contributes to longer pavement life.

(5) Since the joint member is a precast member, it can be constructed in a short time, and in the case of existing bridges, it can be made overnight without joints.

  Hereinafter, the present invention will be described based on the illustrated embodiments. This embodiment is an example applied to continuation of a bridge having an existing steel girder slab structure. It can also be applied to the continuation of new bridges. Moreover, it is applicable not only to steel girder slabs but also to other types of bridges. Moreover, although illustrated about the joint part of a continuous bridge girder and a bridge girder, it is the same also about the joint part of a bridge girder and an abutment.

FIG. 1 is a plan view and a vertical sectional view showing an example of a continuous structure of a bridge joint portion of the present invention. FIG. 2 is a plan view and a vertical sectional view showing an example in which the fixing method to the bridge surface at both ends of the precast joint plate is different. FIG. 3 is a plan view and a vertical cross-sectional view showing an example of a center fixing / bridge adhesion type of a precast joint plate as a reference example .

  In FIG. 1, a bridge girder 1 is composed of a reinforced concrete (RC) slab 2 and a steel girder 3. The RC slab 2 and the RC slab 2 are arranged opposite to each other with a gap 4 therebetween. Notches 10 are respectively provided on the upper portions of the adjacent RC floor slabs 2 and 2 by the space from which the joints have been removed. A partial connection structure 11 in which the upper ends of the RC floor slabs 2 and 2 are partially integrated in the partial connection space formed by the two notches 10 is manufactured in place.

  The pavement 5 is removed over a predetermined range centering on the gap 4 and is a plate made of high performance fiber reinforced cement composites (FRCC) on the upper surface of the partially connected structure 11 and the upper surfaces of the left and right RC floor slabs 2. A precast joint plate (hereinafter referred to as a PCa joint plate) 12 is installed across the gap 4 and fixed to the RC floor slab 2 by an appropriate method described later. The thickness of the PCa joint plate 12 is about the thickness of the base layer 5a of the pavement 5. As will be described later, an edge-cutting sheet 13 is provided on the lower surface, and a waterproof sheet 14 is provided on the upper surface. By covering the surface 14 with the surface layer 5b of the pavement 5 made of an asphalt mixture or the like, the bridge surface is made continuous.

  Inside the partial connection structure 11, shear transmission reinforcing bars (anchor bars) 15 along the bridge axis direction and mesh bars 16 for crack distribution are arranged across the gap 4, and the gap 4 is backed up by urethane foam or the like. The partial connection structure 11 is manufactured by closing with the material 17 and placing an ultra-high strength mortar 18 or the like. The shear transmission reinforcing bar 15 transmits a shear force to the floor slab 2 at the end of the girder in response to live load loading and girder end kick-up. Since the displacement is restricted, the fixing length for the axial tension is unnecessary, and if necessary, it is made to function as a slip bar.

  This partial connection structure 11 supports the load by transmitting the load to the end of the existing RC floor slab 2 as a reinforced concrete structure for an overload such as a traffic load, and at the vertical / bridge of the adjacent girder end. The shear transmission reinforcing bar 15 has a function of suppressing the relative displacement in the direction perpendicular to the axis. It resists against the relative axial displacement of adjacent girders due to temperature changes with the axial compressive strength of the concrete of the continuous slab when the temperature rises, but completely resists the tension when the temperature drops. Instead, the deformation is absorbed by the controlled generation of cracks. Since it is a controlled crack, it can be specified that load transmission performance with respect to the mounted load and a certain degree of durability are ensured.

  The upper surface of the partial connection structure 11 is shaped to the same level as the upper surface of the existing RC floor slab 2, and the upper surface of the existing RC floor slab 2 is cut smoothly using a concrete fence or the like, and then the upper surface unevenness adjustment is performed. A powder or fluid such as powder cement for the above is spread and leveled, and the PCa joint plate 12 is installed. On the lower surface of the PCa joint plate 12, an edge cutting sheet 13 is installed, and the relative displacement of both ends connected to the existing RC floor slab 2 is defined as the average strain of the free length portion of the PCa joint plate 12 or crack dispersion. It is supposed to be absorbed by

  In addition, as said edge cutting structure, without using the sheet for edge cutting, it may be set as the structure which served as unevenness adjustment and edge cutting with edge cutting materials, such as fluid asphalt coating.

  PCA joint plate 12 high toughness FRCC is a matrix of materials used for ordinary mortar such as cement, water and sand, and very thin and strong chemical fibers such as vinylon and polyethylene are dispersed and blended randomly in the three-dimensional direction. It is a material that has tensile deformation capacity (elongation performance) and bending deformation capacity that exceed the common sense of conventional cement materials. For example, the yield strength can be maintained even with a pure tensile strain of 3% (20 times the steel yield strain).

  Such a toughening mechanism is as follows. That is, in the mortar and the existing FRC material, when an initial crack occurs, the crack expands and is destroyed as it is. However, in the high toughness FRCC, the ability to crosslink cracks by fibers is high, and an increasing tensile external force is borne by the fibers, so that the initial crack does not lead to breakage and the next crack occurs. Subsequently, many new fine cracks are generated one after another, and even if an apparently large tensile strain occurs, it can withstand the load.

  In the stress-strain diagram, normal mortar and existing steel fiber FRC materials do not have a yield shelf like steel, but high-toughness FRCC such as vinylon fiber increases tensile strain for a given tensile force. It has a yield shelf and an apparent tensile strain of 2-3% is obtained.

  For fixing the PCa joint plate 12 to the bridge surface, as shown in FIG. 1, a fiber bundle anchor 20 in which carbon fibers or the like are bundled can be used. One end portion of the fiber bundle anchor 20 is embedded and fixed to both ends of the PCa joint plate 12 in advance, and the bundle at the end portion on the protruding side is spread and bonded and fixed to the upper surface of the existing RC floor slab 2. In order to protect the bonded portion of the fiber bundle anchor 20, it is coated and shaped with a resin mortar, an early strong mortar 21, or the like by the thickness of the base layer 5a of the pavement 5.

  As shown in FIG. 2, a high-strength fiber sheet 22 can be used instead of the fiber bundle anchor. In this case, after the end surface of the PCa joint plate 12 is smoothly shaped with the resin putty 23 for level difference adjustment, the high-strength fiber sheet 22 is pasted so as to connect the upper surface of the PCa joint plate 12 and the upper surface of the RC floor slab 2. Glue with adhesive. Also in this case, in order to protect the bonded portion of the high-strength fiber sheet 22, it is covered and shaped with a resin mortar, an early strong mortar 21, or the like.

  1 and 2, the central portion of the PCa joint plate 12 is fixed by a fiber bundle anchor 20. In this case, one end of the fiber bundle anchor 20 is embedded in advance in the PCa joint plate 12 and the other end is embedded in the mortar of the partial connection structure 11.

  A waterproof sheet 14 is applied to the upper surface of the PCa joint plate 12 and the upper surface of the fixing portion protection portion of the resin mortar or early strong mortar 21. A protective layer is formed in the PCa joint plate 12 of the high toughness FRCC, which is assumed to be cracked during operation, so that rainwater and other moisture from the bridge surface do not penetrate. On the upper surface of the waterproof sheet 14, the surface layer 5b is paved in the same manner as the general part.

The reference example shown in FIG. 3 is the case of the PCa joint plate center fixing / bonding type, and a fixing protrusion 30 to be inserted into the play 4 is provided on the lower center surface of the PCa joint plate 12. Fixed to the partial connection structure 11, the lower surface of the PCa joint plate 12 is fixed to the upper surface of the RC floor slab 2 with a resin adhesive 31.

  The fixing projection 30 is penetrated by a shear transmission reinforcing bar (anchor bar) 15. By filling the right and left sides of the fixing projection 30 with mortar injection holes 32 and the like, the partial connection structure 11 is formed. The center of the PCa joint plate 12 is integrally fixed to the partial connection structure 11 and the RC floor slab 2.

  For bridge surface adhesion, after roughly shaping the suspended portion, the upper surface of the existing RC floor slab 2 is cut smoothly with a concrete fence or the like is adjusted with a putty material or the like, and then, for example, a nonwoven fabric is impregnated with resin. The PCa joint plate 12 is placed on top and bonded.

  The embodiment shown in FIGS. 4 and 5 is an example in which the PCa joint plate is fixed by the fixing reinforcing bar, and the construction time can be greatly shortened. In FIG. 4, the pavement removal range, the waterproof sheet sticking range, the floor slab are the lifting range, the PCa joint plate range, and the existing expansion / contraction device removal range are shown in order from the top.

  As shown in FIG. 4, the gap 4 is closed with a backup material 17 such as urethane foam, and the partially connected structure 11 is manufactured by placing an ultra-high strength mortar 18 or the like in the range where the existing expansion device is removed. In this partial connection structure 11, a shear transmission reinforcing bar 15 along the bridge axis direction is disposed across the gap 4.

  The PCa joint plate 12 is installed in the PCa joint plate range adjusted for non-landing, and both ends in the bridge axis direction of the PCa joint plate 12 are fixed to the upper surface of the RC floor slab 2 by the fixing reinforcing bar 40, the filler 41 and the anchor bolt 42, respectively. Let As shown in FIGS. 4 and 5, the fixing reinforcing bar 40 is preferably a loop reinforcing bar having a U-shaped planar shape made of a high-strength deformed reinforcing bar, and a base portion is embedded in the main body of the PCa joint plate 12 for a predetermined length, The loop part protrudes into the filling space for a predetermined length. A large number of bridges are arranged at predetermined intervals in the direction perpendicular to the bridge axis.

  The filler 41 is made of fiber-mixed ultra-early strong mortar, and the loop portion of the fixing rebar 40 is embedded in the filler 41, and the fixing rebar 40 and the filler 41 are fixed to the upper surface of the RC floor slab 2 by anchor bolts 42. Let The anchor bolt 42 is inserted into the anchor hole 43 drilled in the RC floor slab 2, and the gap between the anchor holes 43 is filled with resin. Further, as shown in FIG. 4, the fixing reinforcing bar 40 is connected by a reinforcing bar 44 perpendicular to the bridge axis, and is arranged in a loop portion of the fixing reinforcing bar 40.

  The PCa joint plate 12 has a plate thickness of about 30 mm. As shown in FIG. 5, a welded wire mesh 45 is embedded, and a plurality of long nuts 46 and pipe injection holes 47 are embedded. The long nut 46 and the injection hole 47 are used as a mortar filling confirmation hole or a mortar injection hole that also serves as a hole for attaching a hanging jig. On the lower surface of the PCa joint plate 12, an edge cutting sheet 13 made of a post-bonded celluloid plate is disposed, and a waterproof sheet 14 is disposed on the upper surface, and the pavement 5 is constructed thereon.

  Construction includes preparatory work, cutter, removal of existing joint, floor slab unevenness adjustment, PCa joint slab height adjustment, mortar mixing and laying, PCa joint slab installation, anchor installation, anchor mortar filling, It is carried out in the order of waterproofing work, pavement restoration and cleaning up. In the method of fixing the PCa joint plate directly with anchor bolts, it took 16 to 21 hours of construction time per lane due to interference with existing reinforcing bars in the drilling of anchor bolt embedded holes. In this embodiment, construction can be performed overnight (9 hours / lane).

An example of the continuous structure of the bridge joint part of this invention is shown, (a) is a top view, (b) is a vertical sectional view. In the continuous structure of the bridge joint part of this invention, the example from which the fixing method to the bridge surface of the both ends of a precast joint plate differs is shown, (a) is a top view, (b) is a vertical sectional view. In the continuous structure of the bridge joint part of this invention, the reference example of the center fixation and bridge surface adhesion type of a precast joint plate is shown, (a) is a top view, (b) is a vertical sectional view. In the continuous structure of the bridge joint portion of the present invention, it is an example in which anchoring reinforcing bars are used for fixing the precast joint plate to the bridge surface, (a) is a vertical sectional view parallel to the bridge axis direction, and (b) is a partially enlarged view. FIGS. 3C and 3D are a vertical sectional view and a horizontal sectional view showing the arrangement of fixing reinforcing bars. 4 is a precast joint plate used in FIG. 4, (a) is a plan view showing the upper half in cross section, (b) is a side cross-sectional view, and (c) is a front cross-sectional view. It is a vertical sectional view showing a continuous structure with a conventional expansion joint. It is a vertical sectional view showing a conventional no-joint floor slab connection structure.

Explanation of symbols

1 …… Bridge girder 2 …… Reinforced concrete floor slab (RC floor slab)
3 …… Steel girder 4 …… Gap 5 …… Pavement 10 …… Notch 11 …… Partial connection structure 12 …… Precast joint member (PCa joint member)
13 ... Edge cutting sheet 14 ... Waterproof sheet 15 ... Shear transmission reinforcement 16 ... Mesh reinforcement 17 ... Backup material 18 ... Mortars 20 ... Fiber bundle anchors 21 ... Resin mortar and early strength mortar (fixing) Department protection part)
22 …… High-strength fiber sheet 23 …… Resin putty 30 …… Fixing protrusion 31 …… Resin adhesive 32 …… Mortar injection hole 40 …… Fixing rebar 41 …… Filler 42 …… Anchor bolt 43 …… Anchor hole 44 ... Reinforcing bars 45 ... Welded wire mesh 46 ... Long nuts 47 ... Injection holes

Claims (7)

It is a continuous structure of the bridge joint part that makes the bridge surface of the discontinuous part where the bridge body is arranged facing the gap in the middle part or the end part of the bridge. A partial connection structure that partially integrates the ends of the bridge body is formed by placing mortars in notches provided in the upper portions of the bridge, and the upper surface of the partial connection structure and the upper surfaces of the left and right bridge bodies In addition, a plate-shaped precast joint plate made of high tough fiber reinforced cement composite material is installed across the gap, and the upper surface of this precast joint plate is covered with pavement material ,
Both ends in the bridge axis direction of the precast joint plate are fixed on the upper surface of the bridge body by fixing reinforcing bars protruding from the joint plate body in the bridge axis direction and a filler in which the fixing reinforcing bars are embedded. Features a continuous structure of bridge joints.   The continuous structure of the bridge joint part according to claim 1, wherein a shear transmission reinforcing bar along the bridge axis direction is disposed across the gap in the partially connected structure. Continuous structure.   The continuous structure of the bridge joint part according to claim 1 or 2, wherein a sheet for edge cutting is arranged on a lower surface of the precast joint plate. .   The continuous structure of the bridge joint part according to any one of claims 1 and 2, wherein an edge cutting material having fluidity is disposed on a lower surface of the precast joint plate. Continuous structure.   In the continuous structure of the bridge joint part according to any one of claims 1 to 4, both ends of the precast joint plate in the bridge axis direction are respectively fixed to the upper surface of the bridge body by fiber bundle anchors. A continuous structure of bridge joints characterized by   The continuous structure of the bridge joint part according to any one of claims 1 to 4, wherein both ends of the precast joint plate in the bridge axis direction are respectively fixed to the upper surface of the bridge body by a fiber sheet. Features a continuous structure of bridge joints. The continuous structure of the bridge joint part according to any one of claims 1 to 8, wherein an upper surface of the precast joint plate is covered with a waterproof sheet. .

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