JP4675826B2 - 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. 8 shows an example of a rubber-type expansion joint. The pavement 5 at the ends of the bridge girders 1 and 1 that are arranged to face 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 predetermined. The rubber joint 70 is arranged across the gap 4 in the formed notch space, and the gap space is filled with the ultra-high-strength concrete 71 and fixed using the anchor bolt 72 and the floor slab embedding muscle 73. Yes. A urethane foam 74 is disposed in the clearance 4. In the case of this joint structure, noise / vibration is generated 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. 9 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 paving body 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. In the invention of Patent Document 1, a pavement made of an asphalt mixture containing aggregate is continuously applied across both sides of an expansion / contraction gap, and an end of a bridge body (bridge girder or abutment) facing the gap between expansion / contraction gaps. A sheet-like sliding layer is laid over the stretchable space, 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 thereon, 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 to prevent cracks 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 the 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. 9) in which only a part of floor slab concrete and steel girders are continuous, removal of the wide and deep area of existing concrete, joining of upper flanges of 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 part provided in the discontinuous part of the intermediate part or the end part of the bridge, the present invention is capable of subjecting the joint member to expansion / contraction deformation caused by a girder rotational displacement or a temperature change caused by the loading of the traffic load. Providing a continuous structure for bridge joints that absorbs deformation performance and avoids premature deterioration of the surface asphalt pavement, enables smooth passage of traffic loads by improving durability, and enables construction in a short time. For the purpose.

The invention according to claim 1 of the present invention is a bridge joint portion that makes a bridge surface of a discontinuous portion in which bridge bodies (bridge girders and abutments) face each other with a gap in the middle or end of the bridge. It is a continuous structure, and a notch is provided in the upper part of the bridge body end facing each other with a gap between them to form a buried space for the joint member. In this buried space, a high-toughness fiber-reinforced cement composite material (hereinafter referred to as a high-strength fiber composite material) toughness FRCC as described) Tona is, the plate-shaped precast joint member having an injection hole penetrating from the upper surface to the lower surface disposed across joint Gap,
Both ends of the precast joint member in the bridge axis direction are fixed to the bridge body by anchors (anchor bolts, anchor reinforcing bars, etc.), and the precast joint member lower surface of the precast joint member is buried between the bridge body and the lower surface of the precast joint member. It is a continuous structure of a bridge joint part characterized in that a filling material (resin mortar, etc.) is filled through the injection hole and the upper surface of the precast joint member is covered with a pavement material (asphalt, etc.) (FIGS. 1 to 1). 4). The precast joint member is covered with a pavement. Applicable for continuation of existing and new bridges.

  The present invention is a buried joint method that is one of no-joint methods for road bridges, etc., by replacing a flexible member, which is a weak point of a conventional buried joint, with a precast joint member made of high-toughness FRCC. The vertical displacement of the girders at the end of the girders (angular changes, angular breaks) due to loading or expansion / contraction deformation due to temperature changes, etc. are absorbed by the crack dispersal performance of the same member, and the same level of material as concrete Because it has vertical rigidity, it can prevent local destruction of the surface pavement by maintaining the same deformation characteristics as the surrounding concrete floor slab with respect to traffic load. 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 extremely thin and strong chemical fibers such as vinylon fiber and polyethylene fiber are randomly dispersed and blended in the three-dimensional direction in the cement matrix, 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 precast joint member is provided with a gap communicating with the bridge body on the upper surface side of the bridge body. It is the continuous structure of the bridge joint part characterized by being arrange | positioned.

According to a third aspect of the present invention, in the continuous structure of the bridge joint portion according to the first or second aspect , a concave portion is provided at a lower portion in the central portion of the precast joint member in the bridge axis direction. It is the continuous structure of the bridge joint part characterized by this.

At the bridge joint, both the support conditions of the adjacent bridge girder are fixed and only the girder's girder rotational displacement acts (see Fig. 1). And deformation (see FIG. 3), and as shown in FIGS. 2 (a), 2 (b), 4 (b), etc., the girder rotation displacement or expansion / contraction is caused by the deformation of the thin portion by the recess. Absorbs deformation, and when the amount of displacement is large, it disperses into very fine cracks in the material to absorb displacement. FIG. 2A shows an arch type, in which the deformation is absorbed by the arch portion, the vehicle load is transmitted to the floor slab by the arch effect, and the load resistance performance is maintained. FIG. 2B shows a crack dispersion type with a plurality of slits, and the cracks are effectively dispersed by the plurality of slits.

According to a fourth aspect of the present invention, in the continuous structure of the bridge joint portion according to the first or second aspect , the lower protrusion that is inserted in the gap in the lower portion of the central portion of the precast joint member in the bridge axis direction is provided. It is the continuous structure of the bridge joint part characterized by being provided.

As shown in FIG. 2 (c) and the like, it is a case where a lower protrusion is integrally provided under the flat plate portion, and deformation and cracks can be dispersed in two places on the left and right sides of the flat plate portion. The lower protrusion that is continuous in the longitudinal direction (the direction perpendicular to the bridge axis) improves the rigidity of the flat plate portion and can support the wheel load.

According to a fifth aspect of the present invention, in the continuous structure of the bridge joint portion according to the first or second aspect , the precast joint member is divided into upper and lower parts, and both end portions in the bridge axis direction of the upper precast joint member are anchors. This is a continuous structure of the bridge joint portion, which is fixed to the bridge body and the lower precast joint member is disposed under the central portion of the upper precast joint member in the bridge axial direction.

As shown in FIG. 3 and FIG. 4 (a), the precast joint member is a vertically separated type, and the thin part of the upper precast joint member absorbs the girder rotational displacement and expansion / contraction deformation of the lower precast joint member. The wheel load is supported by the member. The lower precast joint member is preferably provided with a lower protrusion.

In continuous structures of the bridge joint according to any one of claims 1 to 5, in some cases the flexure on the upper surface of the precast joint member sheet (fiber reinforced resin sheet or the like) is affixed . As shown in FIGS. 2 (d), 2 (e), etc., by reinforcing the upper surface and both side surfaces of the precast joint member with an elastic sheet, the effect of closing cracks with the restoring characteristics of the elastic sheet, The effect of reducing the effect is obtained.

  High-toughness FRCC of precast joint members configured as described above is a composite material consisting of vinylon fiber, polyethylene fiber, etc., blended appropriately with cement and fine aggregate, and has a tensile deformation exceeding the common sense of conventional cement materials Ability and bending deformation ability. 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 connecting the ends of the bridge girders with precast joint members made of this material and paving the same as the general part, it is possible to make the road surface appear uniform. Girder rotation displacement and expansion displacement at the end of the beam are borne by the high-toughness FRCC precast joint member fixed to both beams, and if the displacement is large, it is dispersed into very fine cracks to absorb the displacement 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.

  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 precast joint members made of high toughness FRCC and paving the same as the general part, a continuous road surface can be revealed, and the girders at the end of the girders are rotated. Displacement and expansion / contraction deformation are borne by the precast joint member, and when the displacement is large, the displacement can be absorbed by being dispersed into very fine cracks, so local strain is suppressed within the flexible followability of the pavement itself. It is possible to avoid the destruction of the pavement, and it is possible to smoothly pass the traffic load by improving the durability while avoiding the early deterioration of the pavement.
(2) Since the vertical rigidity of high-toughness FRCC is almost the same as that of RC floor slabs, it is unlikely to cause steps due to sudden changes in rigidity, pavement deterioration, or abrasion, resulting in paving. Contributes to longer life.
(3) Since the joint member is a precast member, it can be constructed in a short time, and in the case of an existing bridge, it can be jointed overnight.

  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 vertical cross-sectional view showing an embodiment in which the bridge joint portion according to the present invention is a continuous structure, and the support conditions of adjacent bridge girders are both fixed by fixed support (FF). FIG. 2 is a vertical sectional view showing various forms of the joint member used in the continuous structure of FIG. FIG. 3 is a vertical cross-sectional view showing an embodiment in the case where the support condition of the adjacent bridge girder is one-way fixed (F-M) or both-moving (MM) by one-way fixed / movable support. FIG. 4 is a vertical sectional view showing various forms of the joint member used in the continuous structure of FIG. FIG. 5 is a vertical sectional view parallel to the bridge axis direction, a plan view, and a vertical sectional view parallel to the direction perpendicular to the bridge axis, showing details of the continuous structure of FIG. 6 is a vertical sectional view parallel to the width direction, a vertical sectional view parallel to the longitudinal direction, and a bottom view showing details of the joint member used in FIG. FIG. 7 is a vertical sectional view showing an example of a continuous structure actually performed.

  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 to face each other with a gap 4 therebetween. 2 is provided with a notch 10 at the top of the plate 2 and a precast joint member (hereinafter referred to as a PCa joint member) made of high tough FRCC (High Performance Fiber Reinforced Cementitious Composites) in the embedded space 11 formed by the two notches 10. And 12) are arranged across the gap 4 and both ends of the PCa joint member 12 in the bridge axis direction are fixed to the RC floor slab 2 by anchor bolts 13 or the like. The upper part of the gap 4 is closed with a backup material 14 such as urethane foam, and a filling material 16 such as resin mortar is inserted into a gap between the PCa joint member 12 and the RC floor slab 2 through an injection hole 15 provided in the PCa joint member 12. Fill. A waterproof sheet 17 or the like is provided on the upper surface of the PCa joint member 12, and the bridge surface is made continuous by covering with a pavement 5 made of an asphalt mixture or the like.

  In the case of an existing bridge, the pavement 5 is removed over a predetermined range, the upper part of the RC floor slab 2 is partially suspended over the predetermined range, and the existing reinforcing bar 6 above the RC floor slab 2 protruding into the embedded space 11 is cut. After removing and constructing an anchor in the buried space 11, the PCa joint member 12 is installed. Next, the filling material 16 and the waterproofing work for the filling material 16 are applied, and then the paved body 5 is re-paved to complete. Rapid construction is possible, and no-joint construction is possible overnight under traffic restrictions on one side.

  High toughness FRCC is a matrix of materials used for ordinary mortar such as cement, water, sand, etc., which is a very thin and strong chemical fiber such as vinylon or polyethylene that is randomly dispersed in a three-dimensional direction. This material has tensile deformation capacity (elongation performance) and bending deformation capacity that exceed the common sense of cement materials. For example, the proof stress 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.

  Although the PCa joint member 12 is manufactured with this material, the shape is considered as follows. FIG. 1 shows that the support condition of the adjacent bridge girders 1 and 1 is FF by fixed support, so there is no expansion and contraction of the girder end due to temperature change, and the girder end vertical displacement of the girder end due to the load of traffic load. It is a continuous structure in which only (angular changes, corner breaks) and moving components act. Accordingly, the cross-sectional shape of the PCa joint member 12 used in the continuous structure of FIG. 1 is formed as an arch shape with a recess 20 formed in the lower part of the central part in the bridge axis direction as shown in FIG. Yes. The central portion is a thin portion 21 and thick portions 22 are provided at both ends. The upper surface is flat, and inclined surfaces 23 narrowing downward are formed on both end surfaces so that loads are concentrated and transmitted.

  In the arch type PCa joint member 12 shown in FIGS. 1 and 2A, the spar rotational displacement at the spar end is absorbed by deformation of the arch portion of the high toughness FRC material. When the amount of displacement is large, the displacement is dispersed by dispersing in very fine cracks. The vehicle load is transmitted to the RC floor slab 2 by the arch effect. The high toughness FRCC has a vertical rigidity comparable to that of reinforced concrete, and local destruction of the pavement 5 is avoided.

  FIG. 2B shows a crack-dispersed PCa joint member 12 in which a plurality of slits 24 are formed in a sawtooth shape on the upper surface of the recess 20. In addition to the same effect as the arch type in FIG. 2A, cracks can be effectively dispersed by the plurality of slits 24.

  FIG. 2C shows the T-type PCa joint member 12 provided with a lower protrusion 26 that protrudes downward and is inserted into the gap 4 on the lower surface of the central portion of the upper flat plate portion 25 in the bridge axis direction. The spar rotational displacement at the end of the spar can be absorbed by the deformation on both the left and right sides of the flat plate portion 25 of the high toughness FRCC, and the cracks can be dispersed at the two left and right sides of the flat plate portion 25. The lower protrusion 26 is a member that is continuous in the direction perpendicular to the bridge axis, and can increase the rigidity of the thin portion, support the wheel load, and hold the flat plate portion 25 and the pavement 5 flat.

  FIGS. 2D and 2E are examples in which the upper and side surfaces of the PCa joint member 12 are reinforced with an elastic sheet 50 such as a fiber-reinforced resin sheet, and cracks are closed by the restoring characteristics of the elastic sheet 50. FIG. The effect and the effect which reduces the influence on the pavement 5 are acquired.

  Next, in FIG. 3, since the support conditions of the adjacent bridge girders 1 and 1 are fixed on one side, FM on one side, or M-M on both sides, the change in temperature at the end of the girder, etc. It is a continuous structure at the site where the expansion and contraction of the accompanying girder acts. Therefore, the PCa joint member 12 used in the continuous structure shown in FIG. 3 is divided into two parts, one above the other. The upper PCa joint member 30 absorbs deformation and the lower PCa joint member 31 supports the wheel load. It is supposed to be configured.

  As shown in FIG. 4A, the upper PCa joint member 30 has a central portion in the bridge axis direction as a thin portion 32 and thick portions 33 at both ends. A serrated slit 34 is provided on the lower surface of the thin portion 32. The lower PCa joint member 31 is formed in a T shape from a flat plate portion 35 disposed in a recessed portion below the thin portion 32 and a lower projection portion 36 inserted into the gap 4. A fixing reinforcing bar 37 as an anchor is provided in the thick portion 33 in advance, and is fixed to the RC floor slab 2 via a floor slab embedded bar 38 (see FIG. 3). Note that a lower surface edge cutting member 39 such as polystyrene foam is disposed between the upper thin portion 32 and the lower flat plate portion 35.

  In the separation type PCa joint member 12 of FIG. 3 and FIG. 4A, the tensile deformation accompanying the girder rotational displacement and temperature change in the vertical direction of the girder end is caused by the thin portion of the upper PCa joint member 30 of the high toughness FRCC. Absorbs with 32 deformations. When the amount of displacement is large, the displacement is dispersed by dispersing in very fine cracks. The vehicle load is transmitted to the RC floor slab 2 by the lower PCa joint member 31. The high toughness FRCC has the same vertical rigidity as that of concrete, and the thin portion 32 is backed up by the lower PCa joint member 31, so that local destruction of the pavement 5 is avoided. In addition, the compression deformation accompanying a temperature change etc. bears a play part by the upper PCa joint member 30, and finally the lower projection part 36 of the lower PCa joint member 31 bears.

  FIG. 4B shows the integrated PCa joint member 12, and the lower PCa joint member 31 for supporting the wheel load can be omitted by making the thin-walled portion 32 of FIG. 4A a thick flat-plate portion 40. It is what I did. In this case, the fixing reinforcing bar 37 and the like can be minimized by devising the shape of the notch 10 of the RC floor slab 2 and forming a concave portion having the same depth as the thickness in the fixing portion 41.

  4C, the lower PCa joint member 31 for supporting the wheel load is omitted by providing a lower protrusion 36 at the lower portion of the central portion of the thin portion 32 of FIG. 4A. Furthermore, the elastic sheet 51 such as a fiber reinforced resin sheet can be attached to the lower surfaces of the adjacent RC floor slabs 2 and 2 so that the displacement can be controlled as a girder end movement limiting work.

  5 and FIG. 6, the PCa joint member 12 is a plate having a width of about 60 cm and a length of about 1 m, as shown in FIG. Bolt holes 18 are arranged in a staggered manner at intervals in the longitudinal direction. The bolt hole 18 is a long hole extending in the longitudinal direction so that an installation error of the anchor bolt 13 can be absorbed. As shown in FIG. 5, the anchor bolt 13 is a cast-in-place anchor, and for example, a chemical anchor is used. At the time of construction, as shown in FIG. 5, the RC floor slab 2 is divided into two in the direction perpendicular to the bridge axis, and the primary construction and the secondary construction can be performed under the traffic restriction on one side, and the construction can be completed overnight. .

  FIG. 7 shows an actual construction example. The PCa joint member 12 is a thin plate having a width of about 60 cm and a length of about 2 m. Thick portions 22 are provided at both ends and the center. ing. Inside the high toughness FRCC, a wire mesh is embedded as a reinforcing material. The upper surface is flat, and inclined surfaces having a downward slope are formed on the upper surfaces of both ends. The upper part of the RC floor slab 2 is connected in two steps, and a buried space 11 having a deep central part is formed.

  The thick wall portions 22 at both ends are fixed to the RC floor slab 2 by the anchor bolts 13, and the filling material (ultra-early strong mortar) 16 is inserted from the injection holes 15 provided in the thick wall portion 22 or the thin wall portion 21 at the center portion. Filled. A fixing reinforcing bar 37 is provided in the thick portion 22 at the center. An edge cutting sheet 39 is provided on the lower surface of the thin portion 21. A waterproof sheet 17 is provided from the upper surface of the PCa joint member 12 to the upper surface of the RC floor slab 2, and the pavement 5 is re-paved thereon.

It is a continuous structure of the bridge joint part of this invention, and is a vertical sectional view which shows one Embodiment in case the support conditions of an adjacent bridge girder are both fixed by fixed support (FF). It is a vertical sectional view which shows the various forms of the joint member used with the continuous structure of FIG. One embodiment of the present invention is the continuous structure of the bridge joint portion of the present invention, in which the support condition of the adjacent bridge girder is one-way fixed (F-M) or fixed-movable one-way movement (F-M) or both movements (MM). FIG. It is a vertical sectional view which shows the various forms of the joint member used with the continuous structure of FIG. It is the detail of the continuous structure of FIG. 1, (a) is a vertical sectional view parallel to the bridge axis direction, (b) is a plan view, and (c) is a vertical sectional view parallel to the direction perpendicular to the bridge axis. It is the detail of the joint member used in FIG. 1, (a) is a vertical sectional view parallel to the width direction, (b) is a vertical sectional view parallel to the longitudinal direction, and (c) is a bottom view. It is a vertical sectional view showing an example of a continuous structure actually performed. 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 …… Sleeve 5 …… Pavement 6 …… Existing Rebar 10 …… Notch 11 …… Built Space 12 …… Precast Joint Member (PCa Joint Member)
13 ... Anchor bolt 14 ... Backup material 15 ... Filling hole 16 ... Filling material 17 ... Waterproof sheet 18 ... Bolt hole 20 ... Recess 21 ... Thin part 22 ... Thick part 23 ... Inclined Surface 24 ... Slit 25 ... Flat plate part 26 ... Lower projection part 30 ... Upper PCa joint member 31 ... Lower PCa joint member 32 ... Thin part 33 ... Thick part 34 ... Slit 35 ... Flat part 36 …… Lower protrusion 37 …… Fixing rebar 38 …… Floor slab embedding bar 39 …… Lower surface edge cutting material (sheet)
40 ... Flat plate part 41 ... Fixing part 50 ... Elastic sheet 51 ... Elastic sheet

Claims (5)

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 end part of the bridge, and the bridge body end part that faces the gap are each embedded space of the joint member by providing a notch in the top of the formation, Ri Do from high toughness fiber reinforced cement composite materials in this embedding space, plate-shaped precast joint member having an injection hole penetrating from an upper surface to a lower surface There is disposed across the Joint Gap,
During this both ends of the bridge axis direction of the precast joint member is fixed to the bridge body by the anchor each of the precast joint member lower surface of the embedded space, between the bridge member, through said injection hole of said precast joint member A continuous structure of a bridge joint, which is filled with a filler and the upper surface of a precast joint member is covered with a pavement material. 2. The continuous structure of a bridge joint portion according to claim 1, wherein the precast joint member is disposed with a gap communicating with the bridge body on the upper surface side of the bridge body . The continuous structure of the bridge joint part according to claim 1 , wherein a recess is provided in a lower part of a central part of the precast joint member in the bridge axis direction. The continuous structure of a bridge joint part according to claim 1 , wherein a lower protrusion is provided at a lower part in a central part of the precast joint member in the bridge axis direction. The precast joint member is divided into upper and lower parts, both ends in the bridge axis direction of the upper precast joint member are fixed to the bridge body by anchors, and the lower precast joint member is arranged below the center part in the bridge axis direction of the upper precast joint member. The continuous structure of the bridge joint part according to claim 1 , wherein the bridge joint part is a continuous structure.

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