JP5539554B1 - Girder bridge connection structure and girder bridge structure - Google Patents

Abstract

The present invention provides a connecting structure between girder bridges and a girder bridge structure capable of withstanding a huge earthquake and a huge tsunami generated by the huge earthquake.
SOLUTION: A structure in which a girder bridge 4 installed on a plurality of bridge piers 1 installed between multiple diameters is connected, and a convex stigma 3 is integrally provided on the pier 1 so that the convex stigma 3 is provided. Girder bridges 4 installed on both sides of the steel plate are connected with PC steel material 8 penetrating the convex column head 3, and the pre-stress is applied by fixing the PC steel material 8 by tension, thereby connecting the convex column head 3 and the girder bridge 4. Two connection structures by either rigidly connecting integrally or by elastically connecting the convex capital 3 and girder bridge 4 with no tension to the PC steel 8 or with a tension up to 0.2 Pu The resulting girder bridge structure becomes a strong girder bridge by constructing a girder bridge structure by combining the two connecting structures.
[Selection] Figure 2

Description

  The present invention relates to a connection structure between girder bridges in which concrete girder bridges are arranged across multiple diameters to construct a bridge, and the girder bridge structure.

  A plurality of inventions (techniques) have been known as conventional techniques as a connecting structure of girder bridges for constructing girder bridges across such multi-diameters. As the first related art known in the art, a small-diameter rod in which one or more materials selected from the group consisting of glass fiber, carbon fiber and unsaturated polyester fiber are bound with an epoxy resin is knitted in three dimensions. In addition, the composite material formed by impregnating epoxy resin as a matrix material is interposed between the ends of the simple girders facing each other on the fulcrum, and the end cross beams of the facing simple girders are made of PC steel bars. It is the connection structure of the girder bridge of the structure connected and made into a pseudo continuous girder bridge (refer patent document 1).

  This girder bridge connection structure can be formed by modifying the end of an existing simple girder bridge as well as newly constructed. By using a composite material with unique properties and durability, it is easy to obtain a girder bridge close to a continuous girder, improving running performance and eliminating the need for repair of expansion joints, improving economic effects and earthquake resistance. It can be expected.

  In addition, as a second related art which is publicly known, the adjacent simple girder bridges of the viaduct, in which simple girder bridges are continuously arranged in series, are connected continuously. The girder bridge is continuous by being joined in a girder arrangement area of both simple girder bridges and joined by a joining concrete member continuous over both simple girder bridges, and In a box-shaped space surrounded by an end face mold plate arranged in the girder arrangement area in a direction perpendicular to the main girder and a bottom mold plate that is snowed substantially flush with the lower surface of the main girder It is a continuous structure of a simple girder bridge having a structure in which concrete is cast and filled on the surface (see Patent Document 2).

  According to the continuous structure of the simple girder bridge, by connecting the simple girder bridge with the connecting concrete member, it can be firmly continuous with good continuity, and the running performance of the vehicle is improved. The vibration generated when the vehicle passes is reduced and the generated vibration is absorbed by the bonded concrete member, so that deterioration is suppressed. In addition, a strong joint concrete member can resist the negative moment that acts on the pier through the support through the continuous part by the joint concrete member, and the occurrence of cracks in the joints can be prevented. .

  Furthermore, as a third related art which is publicly known, there is a bearing joint structure for joining a bridge and a pier, and a concrete joint formed by surrounding the concrete part with a steel plate between the bridge and the pier. The reinforcing bar is arranged through the concrete part to the bridge pier and the bridge, and the concrete part is extended and penetrated to the bridge side, or The bridge and the concrete portion have a structure of a pier support semi-fixed joint portion that is integrally formed (see Patent Document 3).

  According to this semi-fixed joint structure of the pier support, the pier and the bridge are designed as a single unit, so unlike the pin support structure and the roller support structure, the structural stability of the entire bridge can be confirmed. Therefore, the structural strength and deformation performance of the bridge are improved compared to the pin support structure and roller support structure.

JP 09-287111 A JP-A-10-96207 JP 2000-336618 A

In the first prior art, concrete girders are erected on the upper surface of the pier for each span, and are connected by an elastic combination of composite materials and PC steel bars between the girders. However, it is explained that it absorbs the deformation of the girder bridge due to the earthquake and the traffic of the vehicle, but it is a simple girder bridge that is supported by the support without connecting the pier and the girder directly. It is recognized that the workability is good and economical.
However, structurally, the running performance is inferior, the vibration noise is large, the elastic coupling body with a highly consumable composite material is required for each span, and the maintenance cost is high. Because it has a simple support structure, the bending moment of the main girder cross section at the center of the span increases, so the cross section must be enlarged. There is a problem that it is necessary to constantly monitor the shift in the width direction.

In the second prior art, a box-shaped space surrounded by an end face formwork and a bottom face formwork is formed between the end faces of adjacent simple girder bridges, and concrete is cast in the space in the field. Because it is a continuous girder bridge structure with a rigid connection connected to the floor slab with a horizontal girder just above the support, excellent running performance can be expected, vibration noise is mitigated, and expansion joints are unnecessary Maintenance is easy, the girder bridges are integrated with each other to improve earthquake resistance, and a rigid bending on the pier causes a negative bending moment, so bending occurs in the main girder section at the center of the span. It is recognized that the maximum value of the moment is smaller than a simple digit.
However, static instability due to creep and drying shrinkage of concrete as a continuous girder occurs, the amount of temperature deformation of the girder bridge accumulates in the movable bearing, and the amount of expansion and contraction increases, making it difficult to cope with it, and There is a problem that not only the workability is poor due to the assembly work of the formwork at the site, but also the cost becomes high.

  Further, in the third prior art, similarly to the second prior art, a reinforcing bar is projected in advance on the upper surface of the pier, and the protruding reinforcing bar is placed in a ring-shaped steel plate in the bridge spanned between the piers. It is inserted and filled with concrete to form a connecting portion, and since the pier and the bridge are rigidly connected, it is recognized that the same effect is obtained, but on the other hand, the second It has the same problems as the prior art.

  In any case, in the prior art, a common problem is that the girder bridges are connected in the direction of the girder axis, but the girder bridge and the pier (abutment) are connected via a support. In the direction and the direction perpendicular to the girder bridge axis (in the direction of the width of the road), it is not rigidly connected. In particular, in the 3.11 Great East Japan Earthquake, when a huge tsunami occurred due to a huge earthquake, the underlying structure (piers and abutments) was intact, but the anchor bars connecting the girders were fragile and could be pushed up or lifted by the tsunami. There was a report that the superstructure (girder bridge) was destroyed or swept away by the tsunami, and a lot of falling bridge damage occurred because it could not withstand.

  Accordingly, the present invention is not limited to earthquakes and tsunamis, but can withstand huge tsunamis that occur in conjunction with large earthquakes, and can be used safely and safely. The purpose is to provide a bridge structure.

As a concrete means for solving the problems of the above-described conventional example, the invention is provided with convex column heads integrally provided on a plurality of bridge piers installed between multiple diameters, and girders installed on both sides of the convex column heads. A structure in which a bridge is connected and installed by a PC steel material penetrating the convex column head, and a structure in which the bridge is connected and installed on an upper surface of a pier of the multi-span girder bridge imparts prestress to the PC steel material. The present invention provides a connection structure between girder bridges, which is constructed by alternately combining a rigid connection structure and an elastic connection structure that does not impart prestress, one by one.

In the connecting structure between the girder bridges according to the present invention, the rigid connecting structure applies pre-stress by tension fixing the PC steel material, and the PC steel material in which the lower part is installed at the required depth of the bridge pier. The present invention provides a double rigid connection structure that fixes the tension between the two parts .

Further, in the connection structure between the girder bridges, the elastic connection structure does not apply tension to the PC steel material penetrating the convex column heads or elasticizes the convex column heads and the girder bridges with a tension force of up to 0.2 Pu. It is intended to provide a connection structure .

Furthermore, regarding the connection structure between girder bridges according to the present invention, a configuration in which girder bridges are installed with elastic materials sandwiched between both sides of the convex capital and / or the upper part of the bridge pier is included as an additional requirement.

According to the connecting structure between the girder bridges according to the present invention, the structure to be connected and installed on the pier upper surface of the multi-span girder bridge includes a rigid connecting structure that applies prestress to the PC steel material and an elastic connecting structure that does not apply prestress. Since the structure is constructed by alternately combining each of the spans, it will not be lifted by a huge earthquake or tsunami, and will have an excellent effect as a measure to prevent falling bridges. Even in the girder bridge structure created by adopting, the girder bridge will not be lifted and destroyed or swept away by a huge earthquake or tsunami, and it will have an excellent effect as a measure to prevent falling bridges.
In addition, the expansion joint and the falling bridge prevention device as in the prior art are not required, the maintenance management becomes easy, and the excellent effect that the vibration noise is remarkably reduced as a whole is exhibited.

It is the side view which showed schematically only the principal part of the connection structure between the girder bridges concerning the 1st Embodiment of this invention. It is the side view which showed only the principal part of the connection structure between the girder bridges concerning 2nd Embodiment schematically. FIG. 3 is a schematic cross-sectional view taken along line AA in FIGS. 1 and 2 and line BB in FIG. 2. It is the side view which showed an example which connects the bridge pier (abutment) and girder bridge of the both ends in the bridge construction which concerns on this invention. It is explanatory drawing which showed only the principal part which concerns on other embodiment of the connection structure of FIG. 1 schematically. FIG. 6 is a schematic cross-sectional view taken along lines CC and DD in FIG. 5. FIG. 3 is a side view schematically showing a girder bridge structure constructed by alternately using the connection structure of FIG. 1 and FIG. It is the side view which showed schematically the girder bridge structure constructed | assembled using the connection structure of FIG. FIG. 3 is a side view schematically showing a girder bridge structure constructed by alternately using the connection structure of FIG. 2 and a conventional continuous girder bridge. FIG. 6 is a side view schematically showing a girder bridge structure constructed by alternately using the elastic connection structure of FIG. 2 and the rigid connection structure shown in FIG. 5.

  The present invention will be described in detail based on the illustrated embodiment. First, in the connection structure between the girder bridges according to the first embodiment shown in FIGS. 1 and 3, for example, a plurality of piers or abutments are constructed in a region where a bridge such as a river or a harbor is to be constructed, It is the side view which showed one of the connection structure on the bridge pier of the girder bridge constructed for every span of a bridge pier, Comprising: The upper surface of the head 2 in a bridge pier 1 follows the width direction of a road In the central portion, a convex stigma 3 having a required thickness and a required height is integrally formed to project. And the girder bridge 4 is erected on both sides of the convex stigma 3, and the height of the convex stigma 3 is slightly higher than the girder height of the girder bridge 4 to be erected (the thickness of the support described later). ) Is formed.

  The girder bridge 4 includes a plurality of main girders 5 along the axial direction (length direction), and end cross girders 6 integrally attached to both ends of the main girder 5 along the width direction (width direction). As for the construction of the girder bridge 4, supports 7 having a required thickness are arranged in the width direction on both sides of the convex capital 3 on the head 2 of the pier 1, and the girder bridge is provided on the support 7. 4 end portions are placed and arranged, and the end portions of the girder bridges 4 arranged on both sides are connected by a PC steel material 8 penetrating the convex column head 3, and the PC steel material 8 is tensioned. By fixing, prestress is applied, and the convex stigma 3 is joined integrally. In this case, between the end of the girder bridge 4 and the convex stigma 3, a joint material for filling the joint is provided, and a sheath 9 for inserting the PC steel material 8 is provided in advance. 8 is inserted into the sheath 9 and is tension-fixed through the fixing device 10, and a grout (not shown) is filled between the PC steel material and the sheath to be solidified (fixed).

  As the joint material 11 to be used, a non-shrinkable mortar or the like is used, and prestress is applied by tension fixing the PC steel material 8, and the joint material 11 is formed between the convex capital 3 and the girder bridges 4 on both sides. In other words, the connection structure is integrally formed without gaps, and this connection structure can be said to be a rigid connection structure. In addition, about the joint space | interval filled with the joint material 11, it considers the construction error by the length of the girder bridge 4 between 1 diameter, and about the bearing 7, a fixed bearing may be sufficient and a seismic force is reduced. Therefore, it may be a seismic isolation bearing with a damping function. In short, the bearing 7 can be used by appropriately selecting from various conventional bearings according to the design conditions of the girder bridge 4 and the pier 1 supporting it.

Next, a connection structure between girder bridges according to the second embodiment shown in FIGS. 2 and 3 will be described.
In short, the connection structure of this example is an elastic connection structure, and there are many components common to the first embodiment, and there are few differences. Therefore, the common components are substantially the same as those described above. Since it is substantially the same as the first embodiment, the same reference numerals are given and the description thereof is omitted. The configuration of the main part according to the second embodiment will be described. The elastic material 12 is inserted or interposed between the convex capital 3 and the end of the girder bridge 4 instead of the joint material. The girder bridge 4 and the convex stigma 3 are joined together with a tension force that does not loosen the PC steel material 8 without strong tension, or up to about 0.2 Pu.

  The elastic material 12 used in this case is preferably a buffer rubber, but is not limited thereto, and may be, for example, an anti-vibration rubber, a laminated rubber or an elastic spring material. In short, any material that elastically deforms and absorbs expansion and contraction due to temperature of the girder bridge 4 or the like may be used, or any material that can absorb the earthquake energy by relaxing the impact caused by the horizontal force such as an earthquake. . And about the thickness of the elastic material 12, it determines suitably with the said expansion-contraction and deformation amount, and energy absorption capability. Further, the fixing tension of the PC steel material 8 is in the range of 0 to 0.2 Pu (Pu is the tensile load of the PC steel material). In short, a substantially high tension force is not given so as to allow elastic deformation. To do so.

In any case, the fact that the PC steel material 8 is not tensioned (tension force = 0) means that the elastic deformation of itself is possible without intentionally applying tension force, in other words, A roller connection structure is adopted. And, in order to eliminate the gap between the elastic member 12 and the girder bridge 4 and the convex stigma 3 so as to be intimately fitted to each other, it is desirable to set the tension force to about 0.2 Pu. In this case, the semi-fixed connection structure It becomes. In addition, on the upper surface of the erected girder bridge 4, a slab floor slab 13 that is normally performed, a roadway pavement 14, sidewalk adjusting concrete 15 and the like are laid on both sides.
When the PC steel material 8 is not tensioned (tensile force = 0), the convex stigma and the bridge girder are integrated by filling the gap between the PC steel material and the sheath with a grout and solidifying the joint. Since they are connected, the fixing devices at both ends can be omitted. In this case, high strength steel bars and reinforcing bars may be used instead of the PC steel material.

  On the land side or bank side where the bridge is constructed, as shown in FIG. 4, the girder bridge 4 constructed with respect to the piers (abutments) 1 formed at both ends is the same as that described above, although it is on one side. An elastic connection structure is preferred. Even in this case, the convex stigma 3 having a required height is integrally formed on the upper surface of the head 2 of the pier (abutment) 1 along the width direction of the road so that the girder bridge 4 and the convex stigma 3 The end of the girder bridge 4 is placed on the support 7 with the elastic material 12 interposed therebetween, and the girder bridge 4 and the convex column head 3 are connected by the PC steel material 8, and the tension is about 0 to 0.2 Pu. It is fixed by force. The rigid connection structure described above may be employed depending on the length of the bridge, the number of piers (abutments) (odd number or even number), environment, and the like.

Furthermore, another embodiment of the rigid connection structure will be described with reference to FIGS.
The rigid connection structure according to this embodiment is further strengthened by using the rigid connection structure according to the first embodiment. That is, the upper PC steel material 18 is connected to the lower PC steel material 16 preliminarily installed on the pier 1 via the joint coupler 17, and the upper PC steel material 18 is tension-fixed by the fixing tool 19 to fix the main PC girder 4. The prestress is applied to the upper part of the end cross beam 6 between 5 and the pier 1 and the girder bridge 4 are joined. In this case, the lower PC steel material 16 is installed at a required depth. For example, the depth of the lower PC steel material 16 is set to a required anchor length in the head 2 of the pier 1 or the pier 1. The PC steel material installed inside may be extended to the upper surface of the pier, and in any case, the fixing tool 20 is attached to the lower end portion of the lower PC steel material 16. In this embodiment, the joint material 21 similar to the joint material 11 is filled between the head 2 of the pier 1 and the girder bridge 4.

  In this way, the convex stigma 3 and the girder bridge 4 are provided by prestressing by connecting the girder bridges 4 on both sides with the PC steel material 8 through the convex stigma 3 and fixing the PC steel material 8 in tension. And a rigid structure having a joint structure in which the ends of the girder bridges 4 on both sides (end cross girders) and the pier 1 are tension-fixed with PC steel materials 16 and 18. Depending on the structure, a very strong connection structure between the pier 1 and the girder bridge 4 can be obtained. For example, the girder bridge 4 can be pushed up or the connection part can be destroyed even if a huge earthquake or a huge tsunami is received. Therefore, it is possible to provide a connection structure that is not so strong as in the prior art.

  The PC steel material used in any of the above-described embodiments can be used by appropriately selecting from either a bond type or an unbond type. Moreover, although it is good also as a PC steel rod, it is desirable to use a wire from PC steel with a large elastic deformation and elongation for an elastic connection structure. In particular, in order to improve durability in consideration of rust prevention and the like, it is desirable to use all-wire-coated type PC steel wires in which an epoxy resin coating is applied to each strand.

Next, an embodiment relating to a girder bridge structure will be described with reference to FIGS. The girder bridge structures according to these examples are effective structures against a huge earthquake and a huge tsunami, respectively.
First, the girder bridge structure of the first embodiment shown in FIG. 7 is constructed by arranging the girder bridge 4 with respect to the pier 1 by alternately arranging the rigid connection structure and the elastic connection structure one by one, In this case, the bearing in the rigid coupling structure is a fixed bearing, and the bearing in the elastic coupling structure is a movable bearing or an elastic bearing (horizontal distributed bearing or seismic isolation bearing). By doing so, the girder bridge structure can be dispersed without concentrating horizontal force on the pier while absorbing horizontal deformation due to heat, earthquake, etc., thereby improving durability.

  The girder bridge structure of the second embodiment shown in FIG. 8 is constructed by adopting an elastic connection structure for all the girder bridges 4 to the pier 1. In this case, for example, the span length is long. If there is a large amount of expansion / contraction between the girder bridges due to temperature changes, or if the girder bridge deformation amount is large during an earthquake or due to traffic of the vehicle, the amount of deformation is absorbed between the diameters and the horizontal reaction force is applied to the piers and supports. It has structural performance that reduces the amount of deformation.

  The girder bridge structure of the third embodiment shown in FIG. 9 is constructed by combining the girder bridge 4 or the continuous girder bridge 4 rigidly connected between the girder 1 and the elastic connection structure. Yes, as a method of rigidly connecting between the girders, for example, a conventional RC connecting method using connecting bars or a PC connecting method using main girder connecting cables, or a long continuous pier that spans the pier across the span, To do. In any case, the rigid continuous girder bridge is installed every other span, and the elastic connection structure is installed on the connecting pier. By configuring in this way, even if there is no convex column head on the upper surface of the bridge pier that receives the rigidly connected girder bridge or continuous girder bridge, the bridge connection between adjacent diameters has an elastic connection structure with a convex column head Therefore, it is suitable for the case where the bridge is not dropped, the construction is simple and economical, and the span length is relatively short so that a continuous girder bridge is used.

  The girder bridge structure of the fourth embodiment shown in FIG. 10 particularly shows a girder bridge (girder bridge arranged obliquely) having an uneven pier with a slope, and the other girder bridge shown in FIG. In this configuration, the rigid connection structure and the elastic connection structure according to the embodiment are alternately installed for each diameter. By configuring in this way, it is connected more firmly in the direction perpendicular to the girder bridge axis (the width direction of the road) as well as in the vertical direction, and structurally, the resistance to side torsion and skidding is greatly increased, and the impact of the earthquake This is a structure that further improves the resistance to force and tsunami push-up force.

As described above, as a common matter in the girder bridge structure according to any embodiment, the concrete girder bridge may be cast-in-place concrete or may be made of precast concrete. Furthermore, regarding the cross-sectional shape of the girder bridge, the T-girder bridge is shown in the embodiment. However, the present invention is not limited to this. For example, a floor slab bridge, a hollow floor slab bridge, or a box girder bridge may be used. Needless to say.
Moreover, it is good also as a tension material using a high intensity | strength steel bar instead of PC steel materials.

  The connection structure between girder bridges according to the present invention and the girder bridge structure is a structure for connecting girder bridges installed on a plurality of bridge piers installed between multiple spans, and a convex stigma is integrally formed on the pier. The girder bridges installed on both sides of the convex capital are connected with PC steel material penetrating the convex capital, and the PC steel is tensioned and fixed to give prestress and Two connections by rigidly connecting the girder bridge integrally or by elastically connecting the convex column head and the girder bridge without applying tension to the PC steel or with tension up to 0.2 Pu By obtaining a structure and combining the two connecting structures to construct a girder bridge structure, a girder bridge that can withstand strong earthquakes and huge tsunamis can be obtained and can be widely used for this kind of bridge.

1 Pier (Abutment)
2 Head 3 Convex 4 Girder Bridge 5 Main Girder 6 End Cross Girder 7 Bearing 8, 16, 18 PC Steel 9 Sheath 10, 19, 20 Fixing Tool 11, 21 Joint Material 12 Elastic Material 13 Girder Floor 14 Roadway Pavement 15 Sidewalk adjustment concrete 17 Joint coupler

Claims (4)

Convex heads are integrally provided on a plurality of bridge piers installed between multiple diameters, and girder bridges installed on both sides of the convex heads are connected by PC steel material penetrating the convex heads. A structure to
The structure to be connected and installed on the pier upper surface of the multi-span girder bridge is constructed by alternately combining a rigid connection structure that applies pre-stress to the PC steel material and an elastic connection structure that does not apply pre-stress for each span. coupling structure between girder bridge, characterized in that the. The rigid connection structure is a double rigid connection structure that applies pre-stress by fixing the PC steel material in tension, and tension-fixes the girder bridge end with PC steel material having a lower portion installed at the required depth of the pier. The connecting structure between girder bridges according to claim 1, wherein: The elastic connection structure is characterized in that the convex column head and the girder bridge are formed into an elastic connection structure without applying a tension force to the PC steel material penetrating the convex column head or with a tension force of up to 0.2 Pu. Item 1. A connecting structure between girder bridges according to item 1. Install girder bridges with elastic material on both sides of the convex capital and / or the upper part of the pier.
The connection structure between girder bridges according to any one of claims 1 to 3 .

Images