JP2015045212A - Seismic strengthening structure of existing bridge pier, and newly-constructed bridge pier structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a seismic strengthening structure of a bridge pier, which decreases a seismic load acting on a foundation of the bridge pier during earthquakes, while achieving shortening of a construction period and a reduction in construction cost.SOLUTION: In a bridge pier, a column part 4 is erected from a footing 3 that is buried in the ground 2, and a beam part 6 for loading superstructure work 5 is formed at an upper end of the column part. A vibration-control reinforcement member 8 having one end coupled to the beam part and having the other end coupled to the footing is arranged. The vibration-control reinforcement member has a plastic deformation part 8a with hysteresis damping characteristics provided in at least a part from the side of one end to the side of the other end.

Description

  TECHNICAL FIELD The present invention relates to an existing highway viaduct, a seismic reinforcing structure for a bridge pier of an existing road, a railway, and the like, and a new pier structure.

Viaducts and bridge piers are designed to support vertical loads such as superstructures and vehicle loads, and to withstand horizontal loads due to seismic forces. However, in recent years, there has been a need to prepare for huge earthquakes such as the experience of the Great East Japan Earthquake and the Tokyo metropolitan earthquake and Nankai Trough earthquake.
In addition, in urban viaducts, when the road width of the superstructure is widened due to an increase in traffic and routes, the load on the pier increases, which may increase the seismic force. In such a situation, an earthquake load larger than the earthquake force expected at the time of designing the bridge acts on the pier, and the pier is required to be seismically reinforced.

As an earthquake-proof reinforcement structure of an existing pier, for example, there are techniques as disclosed in Patent Documents 1 and 2.
In the technology of Patent Document 1, a pillar portion is erected from a footing embedded in the ground, and the ground around the footing is excavated on a bridge pier in which a beam portion is placed on the upper end of the pillar portion. Form an annular underground wall that surrounds the footing, place multiple additional piles in the ground between the footing and the underground wall, add concrete to integrate with the additional piles, and provide seismic reinforcement for existing piers. It is a technique to perform.
On the other hand, in the technique of Patent Document 2, an oblique member having a hysteresis damping characteristic (energy damping characteristic accompanying plastic deformation of a metal member) is arranged like a cane between a foot of a bridge pier and a column part, and in the event of an earthquake. The diagonal material is deformed plastically while expanding and contracting in the axial direction to absorb the seismic force and reduce the impact on the existing pier due to the earthquake.

Japanese Patent Laid-Open No. 2005-180079 JP 2003-74019 A

In the technique of Patent Document 1, the ground around the footing must be excavated in a wide area, and it is necessary to regulate road traffic around the existing pier. Also, since the ground excavation range is wide, environmental problems such as prolonged construction periods, increased construction costs, noise during construction, and wastewater treatment are likely to occur.
Moreover, since the technique of patent document 2 becomes unnecessary [excavation of the ground of the large area around a footing], the problem of the technique of patent document 1 can be solved.
And the technique of patent document 2 has the reinforcement effect of rigidity and intensity | strength with respect to a bridge pier, the diagonal material arrange | positioned in the shape of a cane between the footing of an existing bridge pier, and a pillar part. However, the diagonal material of Patent Document 2 has a problem that since the amount of expansion and contraction in the axial direction during an earthquake is small, the energy attenuation characteristic due to plastic deformation is small, and the effect of reducing the seismic force is small.

In addition, when building a new pier, it is necessary to provide seismic reinforcement that can withstand a huge earthquake while shortening the construction period and reducing construction costs.
Therefore, the present invention has been made paying attention to the unsolved problems of the above-described conventional example, and it is possible to reliably perform seismic reinforcement of the pier during an earthquake while shortening the construction period and reducing the construction cost. The purpose is to provide a seismic reinforcement structure for existing piers and a new pier structure.

  In order to achieve the above object, the seismic reinforcement structure for an existing pier according to one aspect of the present invention is such that a pillar portion is erected from a footing embedded in the ground, and an upper work is placed on the upper end of the pillar portion. A seismic reinforcement structure of an existing bridge pier in which a beam portion is formed, wherein a vibration suppression reinforcement member having one end connected to the beam portion and the other end connected to the footing is disposed. A plastic deformation part having a hysteresis damping characteristic is provided from at least one end to the other end.

The seismic reinforcement structure for an existing pier according to one aspect of the present invention includes a vibration suppression reinforcement member having one end connected to the beam portion and the other end connected to the column portion. A plastic deformation portion having a hysteresis damping characteristic may be provided from at least one end to the other end.
The seismic reinforcement structure for an existing pier according to one aspect of the present invention is such that a pillar portion is erected from a footing embedded in the ground, and a beam portion is formed on the upper end of the pillar portion to place an upper work. A seismic reinforcement structure for an existing bridge pier, wherein a vibration suppression reinforcement member having one end connected to the beam portion and the other end connected to the column portion is disposed, and the vibration suppression reinforcement member is formed from the one end side. You may make it the plastic deformation part which has a hysteresis damping characteristic provided in at least one part of the other end side.

  The seismic reinforcement structure for an existing pier according to one aspect of the present invention is such that a pillar portion is erected from a footing embedded in the ground, and a beam portion is formed on the upper end of the pillar portion to place an upper work. A seismic reinforcement structure for an existing bridge pier, wherein a footing pedestal projecting to the ground surface is integrally formed at the upper part of the footing, one end is connected to the beam portion, and the other end is connected to the footing pedestal. A vibration damping reinforcement member may be disposed, and the vibration damping reinforcement member may be provided with a plastic deformation portion having a hysteresis damping characteristic at least at a part from the one end side to the other end side.

The seismic reinforcement structure for an existing pier according to one aspect of the present invention is a river structure having a revetment and a sidewalk formed along the revetment, wherein the column portion of the pier is erected from the sidewalk. You may be allowed to.
Further, in the seismic reinforcement structure for an existing pier according to one aspect of the present invention, the vibration-damping reinforcement member has a highly rigid axial force transmission portion and a hysteresis damping characteristic fixed coaxially with the axial force transmission portion. And a plastically deformed portion.

  Further, in the seismic reinforcement structure for an existing pier according to one aspect of the present invention, the vibration-damping reinforcement member has a flat plate shape having a hysteresis damping characteristic, a transverse section H shape, a transverse section U shape, a transverse section T shape, and a transverse section circle. , A cross-shaped cross-section, a cross-section L-shape, a cross-section S-shape, a cross-section hollow circle and a solid rod, and a plastic deformed portion that is inserted into the plastic deformed portion. It is preferable to provide a stiffening tube having a square cross section or a circular cross section that prevents bending deformation.

In the seismic reinforcement structure for an existing pier according to one aspect of the present invention, it is preferable that a filler for constraining the plastic deformation portion is filled in the stiffening tube in which the plastic deformation portion is inserted.
In the seismic reinforcing structure for an existing pier according to one aspect of the present invention, the plastic deformation portion is preferably made of ordinary steel or low yield point steel.
Moreover, the seismic reinforcement structure of the existing bridge pier which concerns on 1 aspect of this invention may provide the vibration suppression means which suppresses the shaking of the said superstructure at the time of an earthquake in the superstructure currently mounted in the said beam part.

  On the other hand, the new pier structure according to one aspect of the present invention is a new pier structure in which a column portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the column portion. A vibration-damping reinforcement member having one end connected to the beam portion and the other end connected to the footing is disposed, and the vibration-damping reinforcement member is at least one of the one end side to the other end side. A plastic deformation portion having a hysteresis damping characteristic is provided in the portion.

Further, in the new pier structure according to one aspect of the present invention, a vibration damping reinforcement member having one end connected to the beam portion and the other end connected to the column portion is disposed. A plastic deformation part having a hysteresis damping characteristic may be provided from at least one end side to at least a part of the other end side.
The new pier structure according to one aspect of the present invention is a new pier structure in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion. A vibration-damping reinforcement member having one end connected to the beam portion and the other end connected to the pillar portion is disposed at least from the one end side to the other end side. A plastic deformation part having a hysteresis damping characteristic may be provided in part.

  The new pier structure according to one aspect of the present invention is a new pier structure in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion. A pier structure, wherein a footing pedestal projecting to the ground surface is integrally formed at the upper part of the footing, one end is connected to the beam portion, and the other end is connected to the footing pedestal. The vibration-damping reinforcement member may be arranged such that a plastic deformation portion having a hysteresis damping characteristic is provided in at least a part from the one end side to the other end side.

Moreover, the new pier structure which concerns on 1 aspect of this invention is the river structure which has a revetment and the sidewalk formed along this revetment, and the said pillar part of the said pier stands upright from the said sidewalk. You may do it.
Further, the new pier structure according to one aspect of the present invention is characterized in that the vibration-damping reinforcement member has a high-rigidity axial force transmission portion and a hysteresis damping characteristic that is fixed coaxially with the axial force transmission portion. And a portion.

  Further, in the new pier structure according to one aspect of the present invention, the vibration-damping reinforcing member has a flat plate shape having a hysteresis damping characteristic, a H-shaped cross section, a U-shaped cross section, a T-shaped cross section, a circular cross-section, a cross-section. A plastic deformed portion having any one of a cross shape, an L-shaped cross section, an S-shaped cross section, a hollow circular shape and a solid rod, and a buckling deformation of the plastic deformed portion by interpolating the plastic deformed portion. It is preferable to provide a stiffening tube having a square cross section or a circular cross section that prevents the above.

Further, in the newly installed pier structure according to one aspect of the present invention, it is preferable that a filler for restraining the plastic deformation portion is filled in the stiffening tube in which the plastic deformation portion is inserted.
In the newly installed pier structure according to one aspect of the present invention, it is preferable that the plastic deformation portion is ordinary steel or low yield point steel.
In the newly installed pier structure according to one aspect of the present invention, it is preferable that a vibration control unit that suppresses shaking of the superstructure during an earthquake is provided in the superstructure placed on the beam portion.

According to the seismic reinforcement structure of the existing pier and the newly installed pier structure according to the present invention, the footing is not excavated in a large area, and it is not necessary to add foundation piles or reinforce the footing. Costs can be reduced.
In addition, the vibration damping reinforcement member is connected to a beam portion that vibrates with a large amplitude at the time of an earthquake, and when a large earthquake occurs, the plastic deformation portion of the vibration damping reinforcement member plastically deforms by increasing the amount of axial expansion and contraction. As a result, the hysteresis attenuation characteristics can be improved, and the effect of reducing seismic force can be increased.

It is a side view which shows the reinforcement structure of the pier of 1st Embodiment which concerns on this invention. It is a figure which shows operation | movement of the reinforcement structure of the pier of 1st Embodiment. It is a figure which shows the hysteresis damping characteristic of the vibration suppression reinforcement member of 1st Embodiment. It is a side view which shows the seismic reinforcement structure of the bridge pier of 2nd Embodiment which concerns on this invention. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 3rd Embodiment which concerns on this invention. It is a figure which shows the earthquake-proof reinforcement structure of the bridge pier of 4th Embodiment which concerns on this invention, (a) is a side view. (B) is the AA arrow line view of (a). It is a top view which shows the modification of 4th Embodiment. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 5th Embodiment which concerns on this invention. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 6th Embodiment which concerns on this invention. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 7th Embodiment which concerns on this invention. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 8th Embodiment which concerns on this invention. It is a side view which shows the earthquake-proof reinforcement structure of the bridge pier of 9th Embodiment which concerns on this invention. It is a side view which shows the pier of 10th Embodiment which concerns on this invention. The process of forming a digging hole in the sidewalk of 10th Embodiment is shown, (a) is a side view, (b) is a BB line arrow directional view of (a). The reinforcement structure of the pier of 10th Embodiment is shown, (a) is a side view, (b) is the CC arrow directional view of (a). It is a modification of the seismic reinforcement structure of the bridge pier of 10th Embodiment which concerns on this invention. It is another modification of the seismic reinforcement structure of the bridge pier of 10th Embodiment which concerns on this invention. It is a side view which shows the earthquake-resistant reinforcement structure of the bridge pier which uses the other structure (1st Embodiment) of the vibration suppression reinforcement member which concerns on this invention. It is a figure which shows the principal part of the other structure (2nd Embodiment) of the damping reinforcement member which concerns on this invention. It is a figure which shows the principal part of the other structure (3rd Embodiment) of the damping control member which concerns on this invention. It is a cross-sectional view which shows the principal part of the other structure (4th-9th embodiment) of the damping reinforcement member which concerns on this invention. It is a cross-sectional view which shows the principal part of the other structure (10th-15th embodiment) of the damping reinforcement member which concerns on this invention. It is a cross-sectional view which shows the principal part of the other structure (16th-23rd embodiment) of the damping reinforcement member which concerns on this invention.

DESCRIPTION OF EMBODIMENTS Hereinafter, modes for carrying out the present invention (hereinafter referred to as embodiments) will be described in detail with reference to the drawings.
[First Embodiment]
1 to 3 show a seismic reinforcement structure for an existing pier of a first embodiment in which a vibration damping reinforcement member is disposed between a beam portion and a footing according to the present invention.
As shown in FIG. 1, the pier (existing pier) 1 (this embodiment has a columnar column 4 erected from a footing 3 embedded in the underground 2, and an upper work is formed at the upper end of the column 4. 5 is formed, and a plurality of foundation piles 7a to 7d are driven into the underground 2 to a predetermined depth, and footings are formed on the upper ends of the plurality of foundation piles 7a to 7d. 3 is integrally formed.

Two vibration damping reinforcement members 8 are arranged along the outer periphery of the column portion 4. The vibration-damping reinforcement member 8 includes a plastic deformation portion 8a made of a steel pipe of ordinary steel or low yield point steel having a hysteresis damping characteristic (energy attenuation characteristic accompanying plastic deformation), and one end side formed at one end of the plastic deformation portion 8a. The connecting part 8b and the other end side connecting part 8c formed at the other end of the plastic deformation part 8a are provided.
These two vibration-damping reinforcement members 8 have one end side connection portion 8b pin-joined on the inner peripheral side close to the column portion 4 on the lower surface of the beam portion 6, and the plastic deformation portion 8a extends in the vertical direction. The end-side connecting portion 8c is pin-joined on the inner peripheral side close to the column portion 4 on the upper surface of the footing 3, so that when the beam portion 6 vibrates during an earthquake, an axial force is transmitted to the plastic deformation portion 8a. It has become.

Next, the earthquake resistance behavior of the present embodiment when a large earthquake occurs will be described with reference to FIGS.
When an earthquake horizontal force F1 pointing to the left in the figure shown in FIG. 2 and an earthquake horizontal force in the opposite direction to the earthquake horizontal force F1 act on the pier 1 due to the occurrence of a large earthquake, the beam 6 vibrates with a large amplitude. To do.
The vibration damping reinforcement member 8 to which the axial force is transmitted by the vibration of the beam portion 6 exhibits the hysteresis damping characteristic shown in FIG. 3 by repeatedly generating expansion and contraction in the axial direction.

  That is, the vibration damping reinforcement member 8 on the right side in which the axial force in the extending direction acts in the axial direction in FIG. 2 extends in an elastically deformed state as indicated by a broken line K1, and then Plastic deformation is started when the same axial force P1 as the yield point is applied (point A1 in FIG. 3). The right vibration damping reinforcement member 8 in which the axial force in the tensile direction acts in the axial direction undergoes plastic deformation until it increases from the elongation amount H1 to the elongation amount H2 (point A2 in FIG. 3). In addition, the left vibration damping reinforcement member 8 on which the axial force in the contraction direction acts in the axial direction in FIG. 2 is contracted along the broken straight line K2 in an elastically deformed state, and then the yield point of the vibration damping reinforcement member 8 When the same axial force -P1 is applied, plastic deformation is started (point B1 in FIG. 3). Then, the left vibration damping reinforcement member 8 on which the axial force in the contraction direction acts in the axial direction undergoes plastic deformation until it increases from the contraction amount H3 to the contraction amount H4 (point B2 in FIG. 3).

Further, when an earthquake horizontal force in the opposite direction to the earthquake horizontal force F1 acts on the pier 1 (not shown), an axial force in the contraction direction acts on the vibration damping reinforcement member 8 on the right side in FIG. 2 in the axial direction. Then, plastic deformation in the contraction direction is performed from point A2 to point A3 in FIG. Further, when an earthquake horizontal force in the opposite direction to the earthquake horizontal force F1 acts on the pier 1, an axial force in the extending direction acts on the vibration damping reinforcement member 8 on the left side of FIG. 2 in the axial direction. Plastic deformation in the extending direction is performed from point B2 to point B3.
As described above, when a large earthquake horizontal force acts on the pier 1 due to the occurrence of a large earthquake, the two damping reinforcement members 8 to which the axial force is transmitted by the vibration of the beam portion 6 repeatedly generate expansion and contraction in the axial direction. Thus, the hysteresis attenuation characteristic as shown in FIG. 3 is exhibited, and a large energy attenuation effect is obtained with respect to the seismic force.

By the way, the some foundation pile 7a-7d embed | buried in the underground 2 supports the vertical load N of the bridge pier 1, and also shares and supports an earthquake load when a big earthquake occurs.
The white arrows shown in the plurality of foundation piles 7a to 7d shown in FIG. 2 indicate the magnitudes of the loads (vertical load and earthquake load) supported by the foundation piles 7a to 7d, and the horizontal earthquake force F1 is generated. The foundation pile 7a located in the forefront of the direction supports the largest load _Gmax . Here, the bridge pier 1 of the present embodiment exerts an energy damping effect on the seismic force by repeating the expansion and contraction in the axial direction of the vibration damping reinforcement member 8, so that the support of the earthquake load of the foundation piles 7a to 7d is reduced, The load G _max is a small value.

As described above, in the present embodiment, the damping reinforcement member 8 repeatedly expands and contracts in the axial direction in the event of a large earthquake and exhibits an energy attenuation effect against the seismic force, thereby excavating the underground 2 and attaching an additional pile to the footing 3. It is possible to eliminate the need for integrated seismic reinforcement work.
Therefore, the seismic reinforcement structure of the pier 1 according to this embodiment does not excavate the underground 2 around the footing 3 in a large area, and it is not necessary to add foundation piles or reinforce the footing 3. Can be reduced, and environmental problems such as noise and wastewater treatment during construction can be solved.

Moreover, the one end side connection part 8b of the vibration suppression reinforcement member 8 of this embodiment is pin-joined to the lower surface of the beam part 6 which vibrates with a large amplitude at the time of an earthquake, and when a large earthquake occurs, the vibration suppression reinforcement member 8 Since the plastic deformation portion 8a is plastically deformed by increasing the amount of expansion and contraction in the axial direction, it is possible to improve the hysteresis damping characteristics, and thus it is possible to obtain the seismic reinforcement structure of the pier 1 with a large effect of reducing the seismic force. .
In addition, since the plastic deformation portion 8a of the vibration damping reinforcement member 8 of the present embodiment is made of ordinary steel or low yield point steel, the manufacturing cost of the vibration damping reinforcement members 8A and 8B can be reduced. .

[Second Embodiment]
Next, FIG. 4 shows a seismic reinforcement structure for a bridge pier according to a second embodiment in which a vibration damping reinforcement member is disposed between the beam portion of the pier and the footing according to the present invention. In addition, the same code | symbol is attached | subjected to the component same as 1st Embodiment mentioned above, and the description is abbreviate | omitted.
As shown in FIG. 1, in the pier 1 of the present embodiment, two vibration damping reinforcement members 10 are arranged between the beam portion 6 and the footing 3.

The vibration-damping reinforcement member 10 includes a plastic deformation portion 10a made of a steel pipe of ordinary steel or low yield point steel having hysteresis damping characteristics, one end side connecting portion 10b formed at one end of the plastic deformation portion 10a, and a plastic deformation portion 10a. The other end side connection part 10c formed in the other end of this is provided. The plastic deformation portion 10a of the vibration damping reinforcement member 10 of the present embodiment is a member that is longer than the plastic deformation portion 8a of the vibration suppression reinforcement member 8 of the first embodiment.
The two vibration damping reinforcement members 10 are pin-bonded at the outer peripheral side where the one end side connecting portion 10b is separated from the column portion 4 on the lower surface of the beam portion 6, and the plastic deformation portion 10a intersects the axis P of the column portion 4. The other end side connecting portion 10 c extends obliquely in the up-down direction, and is pin-bonded on the outer peripheral side away from the column portion 4 on the upper surface of the footing 3.

According to this embodiment, since the plastic deformation portion 10a of the two vibration damping reinforcement members 10 intersects the axis P of the column portion 4 and extends obliquely in the vertical direction, this implementation is performed when a large earthquake occurs. The plastic deformation portion 10a of the form is plastically deformed by increasing the amount of expansion and contraction in the axial direction as compared with the plastic deformation portion 8a of the vibration damping reinforcement member 8A of the first embodiment. For this reason, the hysteresis damping characteristic can be further improved as compared with the vibration-damping reinforcement member 8 of the first embodiment, and the seismic reinforcement structure of the pier 1 that can increase the effect of reducing the seismic force can be obtained.
Note that the two vibration damping reinforcing members 10 of the present embodiment are pin-joined on the outer peripheral side where the other end side connecting portion 10c is separated from the column portion 4 on the upper surface of the footing 3, but the other end side connecting portion 10c. If it arrange | positions so that it may pin-join on the upper surface of the footing 3 in alignment with the axis line of the pillar part 4, the plastic deformation part 10a enlarges an expansion-contraction amount, and plastically deforms, and it can improve a hysteresis damping characteristic.

[Third Embodiment]
Next, FIG. 5 shows a seismic reinforcement structure for a bridge pier according to a third embodiment in which a vibration damping reinforcement member is disposed between the beam portion of the pier and the footing according to the present invention.
The bridge pier 1 of this embodiment is integrated with the outer peripheral side of the upper surface of the footing 3 and extends upward, and the two footing bases 11A and 11B made of reinforced concrete with the upper part protruding to the ground surface, the beam part 6 and the footing base Two damping reinforcement members 12 are arranged between 11A and 11B.

The vibration-damping reinforcement member 12 includes a plastic deformation portion 12a made of a steel pipe of ordinary steel or low yield point steel having hysteresis damping characteristics, one end side connecting portion 12b formed at one end of the plastic deformation portion 12a, and a plastic deformation portion 12a. The other end side connection part 12c formed in the other end of this is provided.
In the vibration damping reinforcement member 12, one end side connecting portion 12b is pin-joined to the lower surface of the beam portion 6, the plastic deformation portion 12a extends in the vertical direction, and the other end side connecting portion 12c is the footing base 11A or the footing base 11B. It is pin-joined.
According to this embodiment, the same effects as those of the first embodiment can be obtained, and the plastic deformation portion 12a of the vibration damping reinforcement member 12A is disposed above the ground surface (upper part of the footing bases 11A and 11B). Thus, after the pier 1 is quake-resistant during the earthquake, it is possible to easily replace the plastic deformed portion 12a that has been plastically deformed without excavating the underground 2.

[Fourth Embodiment]
Next, FIGS. 6 (a) and 6 (b) show a seismic reinforcement structure for a bridge pier according to a fourth embodiment in which a vibration damping reinforcement member is disposed between the beam portion of the pier and the footing according to the present invention. .
As shown in FIG. 6 (b), the bridge pier 1 of the present embodiment is formed with a pair of vibration damping connection portions 13 a and 13 b protruding from both sides in the short direction of the beam portion 6 having a rectangular shape in plan view.
In addition, four damping reinforcement members 8 are arranged at positions obtained by dividing the outer periphery of the column part 4 into four parts. As in the first embodiment, the vibration damping reinforcing member 8 is a member including a plastic deformation portion 8a, one end side connection portion 8b, and the other end side connection portion 8c.

The two vibration damping reinforcement members 8 are pin-bonded at one end side connecting portion 8b on the inner peripheral side close to the column portion 4 on the lower surface of the beam portion 6, the plastic deformation portion 8a extends in the vertical direction, and the other end The side connecting portion 8 c is pin-joined on the inner peripheral side close to the column portion 4 on the upper surface of the footing 3.
In the remaining two vibration damping reinforcing members 8, one end side connecting portion 8b is pin-joined to the pair of vibration damping connecting portions 13a and 13b, the plastic deformation portion 8a extends in the vertical direction, and the other end side connecting portion 8c. Are pin-joined on the inner peripheral side close to the column part 4 on the upper surface of the footing 3.

  According to the present embodiment, four vibration-damping reinforcement members 8 are connected to the beam portion 6 and the footing 3 at positions where the outer periphery of the pillar portion 4 is divided into four parts, Even if a seismic horizontal force acts from the direction, any of the four damping reinforcement members 8 repeatedly expands and contracts in the axial direction to exert an energy attenuation effect on the seismic force, further increasing the effect of reducing the seismic force A seismic reinforcement structure for the pier 1 can be obtained.

6 (a) and 6 (b), the four vibration damping reinforcing members 8 are arranged at positions divided into four in the long direction and the short direction of the beam portion 6, but the gist of the present invention is shown. However, the structure is not limited to this, and may be a structure arranged at a position divided into three or more with respect to the center of the columnar column part 4. Note that the effect of reducing seismic force can be increased even if three or more positions are arranged unevenly.
Further, as shown in FIG. 7, instead of the columnar column portion 4, a column portion 14 having a rectangular cross section is formed, and a pair of vibration damping connection portions 15 a and 15 b are formed to protrude from both sides in the short direction of the beam portion 6. Further, a structure may be adopted in which a plurality of vibration damping reinforcement members 8 having the same structure as that of the vibration damping reinforcement member 8 are arranged around the column portion 14 having a rectangular cross section.

[Fifth Embodiment]
Next, FIG. 8 shows a seismic reinforcement structure for a bridge pier according to a fifth embodiment in which a vibration-damping reinforcement member is disposed between the beam portion of the pier and the footing according to the present invention.
The bridge pier 1 of the present embodiment is formed with a pair of vibration damping connection portions 17 (only one of which is shown in FIG. 8) protruding from both sides of the beam portion 6 in the short direction.
Further, four reinforced concrete footings 18 (three footing pedestals 18 are shown in FIG. 8) are arranged at four positions on the inner peripheral side of the upper surface of the footing 3 and the upper part protrudes from the ground surface. .

Between the beam portion 6 and the pair of vibration damping connection portions 17 and the four footing bases 18, four vibration damping reinforcement members 19 (three vibration damping reinforcement members 19 are shown in FIG. 8) are arranged. ing.
The four vibration-damping reinforcement members 19 include a plastic deformation portion 19a made of a steel pipe of ordinary steel or low yield point steel having hysteresis damping characteristics, one end side connection portion 19b formed at one end of the plastic deformation portion 19a, The other end side connection part 19c formed in the other end of the deformation | transformation part 19a is provided.

  Then, one end side connection portion 19b of the two vibration damping reinforcement members 19 is pin-bonded to the lower surface of the beam portion 6, the plastic deformation portion 19a extends in the vertical direction, and the other end side connection portion 19c is connected to the footing pedestal 18. Pin-joined. Further, the one end side connecting portion 19b of the remaining two vibration damping reinforcement members 19 is pin-joined to the pair of vibration damping connecting portions 17, the plastic deformation portion 19a extends in the vertical direction, and the other end side connecting portion 19c is Pin-bonded to the footing base 18.

According to the present embodiment, the four vibration damping reinforcement members 19 are connected to the beam portion 6, the pair of vibration damping connection portions 17, and the footing 3 at positions where the outer periphery of the column portion 4 is divided into four. Even if an earthquake horizontal force acts on the pier 1 from all directions, any one of the four vibration damping reinforcement members 19 repeatedly expands and contracts in the axial direction to exert an energy attenuation effect on the earthquake force. The seismic reinforcement structure of the bridge pier 1 with the increased effect of reducing the seismic force can be obtained.
Moreover, since the plastic deformation part 19a of the four damping control reinforcement members 19 is arrange | positioned above the ground surface (upper part of the footing base 18), after performing the earthquake resistance of the pier 1 at the time of an earthquake, it excavates underground 2 Therefore, it is possible to easily replace the plastic deformed portion 19a which has been plastically deformed.

[Sixth Embodiment]
Next, FIG. 9 shows a seismic reinforcement structure of a bridge pier according to a sixth embodiment in which a vibration damping reinforcement member is disposed between the beam portion of the pier and the footing according to the present invention.
The pier 20 of the present embodiment is formed at two upperings 21 embedded in the underground 2, a columnar column 22 standing from these two footings 21, and an upper end of the column 22, It is a portal structure provided with a beam portion 24 on which a work 23 is placed. In the underground 2, a plurality of foundation piles 25 respectively integrated with the two footings 21 are driven to a predetermined depth.

Two damping reinforcement members 8 are arranged along the outer peripheries of the two column portions 22, respectively. The structure of the vibration damping reinforcement member 8 is the same as that shown in FIG.
The bridge-shaped bridge pier 20 of this embodiment also does not excavate the underground 2 around the two footings 21 in a large area, so that it is not necessary to add foundation piles or reinforce the footings 3. Costs can be reduced and environmental problems such as noise and wastewater treatment during construction can be solved.

In addition, when a large earthquake occurs, the bridge pier 20 of the portal structure according to the present embodiment has a hysteresis damping characteristic because the plastic deformation portion 8a of the vibration damping reinforcement member 8 is plastically deformed by increasing the amount of expansion and contraction in the axial direction. Since it can improve, the seismic reinforcement structure of the pier 20 which made the reduction effect of a seismic force large can be obtained.
In the present embodiment, two vibration-damping reinforcement members 8 are arranged so as to extend in the vertical direction along the outer peripheries of the two column portions 22, but the other end side connection portion 8c is the column portion. When the plastic deformed portion 8a is disposed with the plastic deformation portion 8a extending obliquely in the vertical direction, the plastic deformable portion 8a is plastically deformed with a large amount of expansion and contraction. Can be improved.

[Seventh Embodiment]
Next, FIG. 10 shows a seismic reinforcement structure for a bridge pier according to a seventh embodiment in which a vibration damping reinforcement member is disposed between a beam portion and a column portion of the pier according to the present invention. In addition, the same code | symbol is attached | subjected to the component same as 1st Embodiment mentioned above, and the description is abbreviate | omitted.
The bridge pier 26 of the present embodiment includes two vibration damping reinforcement members 8, and one end side connection portions 8 b of these two vibration damping reinforcement members 8 </ b> A and 8 </ b> B are separated from the column portion 4 on the lower surface of the beam portion 6. When the outer peripheral side is pin-bonded, the plastic deformation portion 8a extends obliquely in the up-down direction, and the other end-side connection portion 8c is pin-bonded to the lower portion of the column portion 4, and when the beam portion 6 vibrates during an earthquake, An axial force is transmitted to each vibration damping reinforcement member 8A, 8B.

According to this embodiment, when an earthquake horizontal force acts on the pier 26 due to the occurrence of a large earthquake, the beam portion 6 vibrates with a large amplitude.
The two vibration damping reinforcement members 8A and 8B in which the one end side connecting portion 8b is pin-joined to the beam portion 6 and the other end side connecting portion 8c is pin-joined to the lower portion of the column portion 4 repeatedly generate axial expansion and contraction. By doing so, the hysteresis attenuation characteristic is exhibited, and a large energy attenuation effect against the seismic force can be obtained.

And since the damping reinforcement member 8A, 8B repeats an axial expansion-contraction and exhibits the energy attenuation effect with respect to a seismic force, the bridge pier 26 of this embodiment reduces the support of the earthquake load of the foundation piles 7a-7d. .
Therefore, the seismic reinforcement structure of the pier 26 of the present embodiment also does not excavate the underground 2 around the footing 3 in a large area, so that it is not necessary to add foundation piles or reinforce the footing 3. Can be reduced, and environmental problems such as noise and wastewater treatment during construction can be solved.

  Further, the one end side coupling portion 8b of the vibration damping reinforcement members 8A and 8B of the present embodiment is pin-joined to the lower surface of the beam portion 6 that vibrates with a large amplitude during an earthquake, and when a large earthquake occurs, the vibration damping reinforcement member Since the plastic deformation portion 8a of 8A and 8B is plastically deformed by increasing the amount of expansion and contraction in the axial direction, it is possible to improve the hysteresis damping characteristics. Can be obtained.

[Eighth Embodiment]
Next, FIG. 11 shows a seismic reinforcement structure for a bridge pier according to an eighth embodiment in which a vibration-damping reinforcement member is disposed between the beam portion and the column portion of the pier according to the present invention.
The bridge pier 26 of the present embodiment has a column-shaped column reinforcing portion 27 made of reinforced concrete that is integrated with the upper surface on the inner peripheral side of the footing 3 and covers the entire circumference on the base side of the column portion 4 and the upper portion protrudes from the ground surface. Is formed. In addition, two vibration damping reinforcement members 12 are arranged between the beam portion 6 and the column reinforcement portion 27. The structure of the vibration damping reinforcing member 12 is the same as that shown in FIG.

The vibration damping reinforcement member 12 has one end side connection portion 12b pin-bonded on the outer peripheral side spaced from the column portion 4 on the lower surface of the beam portion 6 and the other end side connection portion 12c pin-bonded on the upper portion of the column reinforcement portion 27. Yes.
According to the present embodiment, the same effects as those of the seventh embodiment described above can be achieved, and the plastic deformation portion 12a of the vibration damping reinforcement member 12 is disposed on the ground surface (upper part of the column reinforcement portion 27). After the earthquake resistance of the bridge pier 26 at the time of the earthquake, it is possible to easily replace the plastic deformation portion 12a that has been plastically deformed without excavating the underground 2.

[Ninth Embodiment]
Next, FIG. 12 shows a seismic reinforcement structure for a bridge pier according to a ninth embodiment in which vibration damping reinforcement members are arranged between the beam portion and footing of the pier according to the present invention and between the beam portion and the column portion. It is.
As in the sixth embodiment shown in FIG. 9, the bridge pier 29 of this embodiment includes two footings 21 embedded in the underground 2 and a columnar column portion standing from these two footings 21. 22 and a beam-shaped structure formed on the upper end of the pillar portion 22 and provided with a beam portion 24 on which the superstructure 23 is placed. In the underground 2, a plurality of pieces integrated with two footings 21 respectively. The foundation pile 25 is driven to a predetermined depth.

In the present embodiment, a plurality of first vibration damping reinforcement members 30 are arranged between the beam portion 24 and the footing 21 along the outer periphery of the two column portions 22, and the beam portion 24 and the two columns are arranged. A plurality of second vibration damping reinforcing members 31 are arranged between the portion 22 and the second portion 22.
The first vibration damping reinforcement member 30 includes a plastic deformation portion 30a made of a steel pipe of ordinary steel or low yield point steel having hysteresis damping characteristics, one end side connection portion 30b formed at one end of the plastic deformation portion 30a, The other end side connection part 30c formed in the other end of the deformation | transformation part 30a is provided.

The first vibration damping reinforcement member 30 has one end side connecting portion 30b pin-connected to the beam portion 24, the plastic deformation portion 30a extending in the vertical direction, and the other end side connecting portion 8c on the upper surface of the footing 21. Pin-joined.
Further, the second vibration damping reinforcing member 31 includes a plastic deformation portion 31a made of a steel pipe of ordinary steel or low yield point steel having hysteresis damping characteristics, and one end side connection portion 31b formed at one end of the plastic deformation portion 31a. The other end side connection part 31c formed in the other end of the plastic deformation part 31a is provided.
The second vibration damping reinforcement member 31 is pin-joined at a position where the one end side connection portion 31b is close to the central portion in the longitudinal direction of the beam portion 24 (left and right direction in FIG. 12), and the plastic deformation portion 31a is obliquely up and down. The other end side connection portion 31 c is pin-bonded to each column portion 22.

  In the case of the bridge-shaped pier 29 of the present embodiment, when a large earthquake occurs, the plastic deformation portions 30a of the plurality of first vibration-damping reinforcement members 30 arranged between the beam portion 24 and the footing 21 are in the axial direction. The plastic deformation portion 31a of the second vibration damping reinforcement member 31 disposed between the beam portion 24 and the column portion 22 is plastically deformed by increasing the amount of expansion and contraction in the axial direction. Therefore, the hysteresis attenuation characteristics can be further improved, and the seismic reinforcement structure for the pier 29 can be obtained in which the effect of reducing the seismic force is increased.

[Tenth embodiment]
Next, FIGS. 13 to 15 show a seismic reinforcement structure for a bridge pier according to a tenth embodiment in which a vibration damping reinforcement member is disposed between a beam portion of the pier and a footing according to the present invention. In addition, the same code | symbol is attached | subjected to the component same as the structure shown in 1st Embodiment of FIG. 1, and the description is abbreviate | omitted.
FIG. 13 shows the pier 1 before the seismic reinforcement. A river terrace 33 is formed along the river 32, a revetment 34 is formed along the river terrace 33, and the river terrace 33 is formed along the revetment 34. In a river structure in which a sidewalk 35 is formed at a higher position and a roadway 36 is formed at a lower position along the sidewalk 35, the pillar portion 4 of the pier 1 is erected from the sidewalk 35.
As shown in FIG. 14, the seismic reinforcement structure of the bridge pier 1 of the present embodiment first excavates the sidewalk 35 at a position along the outer periphery of the column part 4 to form a plurality of excavation holes 37 reaching the footing 3.

Next, as shown in FIG. 15, a reinforced concrete footing pedestal 38 integrated with the upper surface of the footing 3 is formed inside the plurality of excavation holes 37, and the upper part of the footing pedestal 38 projects upward from the sidewalk 35. Let
Further, a plurality of vibration damping connection portions 39 are formed so as to protrude from both sides in the short direction of the beam portion 6 so as to be positioned above the plurality of excavation holes 37.
The four vibration damping reinforcement members 12 are disposed between the vibration damping coupling part 39 and the footing base 38. The structure of the vibration damping reinforcing member 12 is the same as that shown in FIG.

In the vibration damping reinforcement member 12, one end side connection portion 12 b is pin-bonded to the vibration suppression connection portion 39, and the other end side connection portion 12 c is pin-bonded to the upper portion of the footing base 38.
According to the present embodiment, when a large earthquake occurs, the plastic deformation portions 12a of the plurality of vibration damping reinforcement members 12 arranged between the beam portion 6 and the footing 3 are plastically deformed by increasing the amount of expansion and contraction in the axial direction. In addition, it is possible to improve the hysteresis damping characteristics and to obtain the seismic reinforcement structure of the pier 1 in which the effect of reducing seismic force is increased.

Further, in the present embodiment, a footing pedestal 38 is formed by excavating the sidewalk 35 around the pillar portion 4, and a vibration damping reinforcing member is provided between the footing pedestal 38 and the vibration damping connecting portion 39 provided on the beam portion 6. By arranging 12, the seismic reinforcement structure of the pier 1 can be reliably performed without occupying the sidewalk 35 of the river structure with the seismic reinforcement structure of the pier 1 and further occupying the revetment 34.
Further, since the plastic deformation portion 12a of the vibration damping reinforcement member 12 is disposed above the sidewalk 35 (upper part of the footing pedestal 38), after the pier 26 is quake-resistant during an earthquake, the sidewalk 35 is not excavated. The replacement operation of the plastically deformed plastic deformation portion 12a can be easily performed.

[Modification of the tenth embodiment]
Next, FIG.16 and FIG.17 shows the modification of 10th Embodiment shown in FIGS. 13-15.
In the modification of FIG. 16, a damping damper 40 is attached to the upper work 5 placed on the beam portion 6. According to the configuration shown in FIG. 16, since the damping damper 40 suppresses the swing of the superstructure 5 when an earthquake occurs and the beam portion 6 is suppressed from vibrating with an excessively large amplitude, a large earthquake occurs. In addition, the bending moment acting on the base portion of the column portion 4 can be attenuated, and the seismic reinforcement structure of the pier 1 can be reliably performed.

  In the modified example of FIG. 17, a damping damper 41 is disposed between the damping connection portion 39 provided on the beam portion 6 and the upper work 5. In the configuration of FIG. 17 as well, the vibration control damper 41 suppresses the swing of the superstructure 5 when an earthquake occurs, and the beam portion 6 is suppressed from vibrating with an excessively large amplitude. The bending moment acting on the base portion of the column portion 4 can be attenuated, and the seismic reinforcement structure of the pier 1 can be reliably performed.

[Structure of vibration damping reinforcement member]
Next, what is shown in FIG. 18 to FIG. 22 shows a vibration damping reinforcement member having a structure different from that of the vibration damping reinforcement members 8, 10, 12, 19, and 30 used in the above-described embodiments.
18 includes an axial force transmission portion 42a made of a highly rigid steel pipe, and a steel tube of plain steel or low yield point steel having hysteresis damping characteristics fixed coaxially to the axial force transmission portion 42a. The plastic deformation part 42b which consists of, the one end side connection part 42c formed in the edge part by the side of the axial force transmission part 42a, and the other end side connection part 42d formed in the edge part by the side of the plastic deformation part 42b are provided. .

In this vibration damping reinforcing member 42, one end side connection portion 42c is pin-joined to the lower surface of the beam portion 6, the axial force transmission portion 42a and the plastic deformation portion 42b extend in the vertical direction, and the other end side connection portion 42d. Are pin-bonded to the upper surface of the footing pedestal 11A or the footing pedestal 11B protruding from the ground surface.
According to the vibration damping reinforcement member 42 of the present embodiment, an optimum hysteresis damping characteristic for performing earthquake-proof reinforcement of the pier 1 by changing the axial length ratio of the axial force transmission portion 42a and the plastic deformation portion 42b. The damping / reinforcing member 42 can be selected, and the effect of reducing the seismic force when a large earthquake occurs can be exhibited sufficiently.

  Further, the vibration-damping reinforcement member 44 shown in FIG. 19 has a plastic deformation portion 44a made of a steel pipe of ordinary steel or low yield point steel having a hysteresis damping characteristic, and the plastic deformation portion 44a when the plastic deformation portion 44a is deformed. A cylindrical stiffening tube 44b for inserting the plastic deformation portion 44a so that the inner peripheral surface is in contact with the outer peripheral surface, one end side connection portion (not shown) formed at one end of the plastic deformation portion 44a, The other end side connection part (not shown) formed in the other edge part of the plastic deformation part 44a is provided.

For example, in the bridge pier 1 shown in FIG. 18, the vibration damping reinforcement member 44 has one end side connecting portion pin-connected to the lower surface of the beam portion 6, and the plastic deformation portion 44 a and the stiffening tube 44 b extend in the vertical direction. The other end side connecting portion is pin-bonded to the upper surface of the footing base 11A or the footing base 11B protruding from the ground surface.
According to the vibration damping reinforcement member 44 of the present embodiment, when the beam portion 6 vibrates during an earthquake, the plastic deformation portion 44a to which the axial force in the contraction direction acts may buckle. At that time, the stiffening tube 44b disposed on the outer periphery of the plastic deformation portion 44a prevents buckling deformation of the plastic deformation portion 44a and repeats the expansion and contraction deformation in the axial direction of the plastic deformation portion 44a during an earthquake. Demonstrates attenuation characteristics, and can fully demonstrate the effect of reducing seismic force when a large earthquake occurs.

Further, in FIG. 20, the vibration damping reinforcement member 45 includes a plastic deformation portion 45a having a flat plate shape of plain steel or low yield point steel having hysteresis damping characteristics, and an inner angle opposed to the width direction end portion of the plastic deformation portion 45a. A square tube-shaped stiffening tube 45b in which the plastic deformation portion 45a is inserted so that the portions are in contact with each other, one end side connection portion (not shown) formed at one end of the plastic deformation portion 45a, and the plastic deformation portion 45a. The other end side connection part (not shown) formed in the other end part.
For example, in the bridge pier 1 shown in FIG. 18, the vibration damping reinforcement member 45 has one end-side connection portion pin-bonded to the lower surface of the beam portion 6, and the plastic deformation portion 45 a and the stiffening tube 45 b extend in the vertical direction. The other end side connecting portion is pin-bonded to the upper surface of the footing base 11A or the footing base 11B protruding from the ground surface.

  According to the vibration-damping reinforcement member 45 of the present embodiment, when the beam portion 6 vibrates during an earthquake, the plate-shaped plastic deformation portion 45a on which the axial force in the contraction direction acts may buckle. At that time, the rectangular tube-shaped stiffening tube 45b whose inner corners opposed to each other in the width direction end of the plastic deformation portion 45a prevent buckling deformation of the plastic deformation portion 45a, and plastic deformation during an earthquake. By repeating the expansion and contraction in the axial direction of the portion 44a, the hysteresis attenuation characteristic can be exhibited, and the effect of reducing the seismic force when a large earthquake occurs can be sufficiently exhibited.

The above-described vibration damping reinforcement member 45 is a square cylindrical stiffening tube 45b into which the plastic deformation portion 45a is inserted, but may be a cylindrical stiffening tube.
Here, the vibration damping reinforcement member 45 shown in FIG. 20 is a flat plate-shaped plastic deformation portion 45a and a square tube-shaped stiffening tube 45b into which the plastic deformation portion 45a is inserted. The plastic deformation portion is not limited, and the plastic deformation portion may have a H-shaped cross section, a U shape, a T shape, a circular shape, and a cross shape, and the stiffening tube that interpolates the plastic deformation portion may have a cylindrical shape.

21A includes a flat plate-shaped plastic deformation portion 46a, a rectangular tube-shaped stiffening tube 46b for interposing the plastic deformation portion 46a, and the plastic deformation portion 46a. And a filler 46c such as mortar filled in the stiffening tube 46b. In this vibration damping reinforcement member 46, the filler 46c filled in the stiffening tube 46b prevents the plastic deformation portion 46a from buckling and repeats the axial deformation of the plastic deformation portion 46a during an earthquake. Demonstrates hysteresis damping characteristics, and can fully demonstrate the effect of reducing seismic force when a large earthquake occurs.
21 (b) embeds a flat plate-shaped plastic deformation portion 47a, a circular cylindrical stiffening tube 47b into which the plastic deformation portion 47a is inserted, and a plastic deformation portion 47a. And the stiffening tube 47b is filled with a filler 46c such as mortar, and the same effects as those of the vibration damping reinforcement member 46 of FIG.

  21C includes a plastic deformation portion 48a having an H-shaped cross section, a square tube-shaped stiffening tube 48b for interpolating the plastic deformation portion 48a, and a plastic deformation portion 48a. And a filling material 48c such as mortar filled in the stiffening tube 48b. In this vibration damping reinforcement member 48, the filler 48 c filled in the stiffening tube 48 b prevents buckling deformation of the plastic deformation portion 48 a, and repeats axial deformation of the plastic deformation portion 48 a during an earthquake. Demonstrates hysteresis damping characteristics, and can fully demonstrate the effect of reducing seismic force when a large earthquake occurs. 21 (d) includes a plastic deformation portion 49a having an H-shaped cross section, a circular cylindrical stiffening tube 49b that interpolates the plastic deformation portion 49a, and a plastic deformation portion 49a. And a filling material 49c such as mortar filled in the stiffening tube 49b, and the same effects as those of the vibration-damping reinforcement member 48 of FIG.

  21 (e) includes a plastic deformation portion 50a having a U-shaped cross section, a square tube-shaped stiffening tube 50b that interpolates the plastic deformation portion 50a, and a plastic deformation portion 50a. And a filling material 50c such as mortar filled in the stiffening tube 50b. In this vibration damping reinforcement member 50, the filler 50c filled in the stiffening tube 50b prevents buckling deformation of the plastic deformation portion 50a, and repeats axial expansion and contraction deformation of the plastic deformation portion 50a during an earthquake. Demonstrates hysteresis damping characteristics, and can fully demonstrate the effect of reducing seismic force when a large earthquake occurs. 21 (f) includes a plastic deformation portion 51a having a U-shaped cross section, a circular cylindrical stiffening tube 51b for interpolating the plastic deformation portion 51a, and a plastic deformation portion 51a. And a filling material 51c such as mortar filled in the stiffening tube 51b, and the same effects as those of the vibration-damping reinforcement member 50 of FIG.

  22 (g), (i), and (k) also include a plastic deformation portion 50a having a T-shaped cross section, a plastic deformation portion 54a having a circular cross section, and a cross section having a sufficient cross section. The plastic deforming portion 56a is provided, and the cylindrical cylindrical stiffening tubes 52b, 54b, and 56b having the plastic deforming portions inserted therein are filled with the fillers 52c, 54c, and 56c, so that the plastic deforming portion is buckled. It is possible to prevent and exert the effect of reducing the seismic force when a large earthquake occurs.

  22 (h), (j), and (l) also include a plastic deformation portion 53a having a T-shaped cross section, a plastic deformation portion 55a having a circular cross section, and a cross section having a sufficient cross section. The plastic deformation portion 57a is provided, and the cylindrical cylindrical stiffening pipes 53b, 55b, 57b inserted with the plastic deformation portion are filled with the fillers 53c, 55c, 57c, thereby buckling deformation of the plastic deformation portion. It is possible to prevent and exert the effect of reducing the seismic force when a large earthquake occurs.

  23 (m), (0), (q), and (s) also include a plastic deformation portion 58a having an L-shaped cross section and a plastic having an S-shaped cross section. A deformable portion 60a, a cylindrical plastic deformable portion 62a, and a plastic deformable portion 64a made of a solid rod are provided. A rectangular tube-shaped stiffening tube 58b, 60b, 62b, 64b in which these plastic deformable portions are inserted is filled with a filler 58c. , 60c, 62c, and 64c are prevented so that the plastic deformation portion is prevented from buckling and the effect of reducing the seismic force when a large earthquake occurs can be sufficiently exhibited.

Furthermore, the vibration-damping reinforcement members 59, 61, 63, 65 shown in FIGS. 23 (n), (p), (r), and (t) are also L-shaped plastic deformed portions 59a and S-shaped cross sections. A plastic deformation portion 61a, a cylindrical plastic deformation portion 63a, and a plastic deformation portion 65a made of a solid rod are provided. Fillers are provided in circular cylindrical stiffening tubes 59b, 61b, 63b, and 65b in which these plastic deformation portions are inserted. By filling 59c, 61c, 63c, and 65c, buckling deformation of the plastic deformation portion is prevented, and the effect of reducing the seismic force when a large earthquake occurs can be sufficiently exhibited.
Such vibration damping reinforcement members 42 to 65 can be used in place of the vibration damping reinforcement members 8, 10, 12, 19, 30 used in each embodiment.

Moreover, in each embodiment mentioned above, although the column-shaped column part 4 or the column-shaped column part 22 is used, even if it uses the column part of a cross-sectional rectangular shape, there can exist the same effect.
Here, the first embodiment (FIGS. 1 to 3), the second embodiment (FIG. 4), the third embodiment (FIG. 5), and the fourth embodiment (FIGS. 6A and 6B) described above. The fifth embodiment (FIG. 8), the sixth embodiment (FIG. 9), the seventh embodiment (FIG. 10), the eighth embodiment (FIG. 11), the ninth embodiment (FIG. 12), and the tenth embodiment. (FIGS. 13 to 15) and the modifications of the tenth embodiment (FIGS. 16 and 17) have been described with respect to the existing seismic reinforcement structure of the pier 1, but the structures of the modifications of the first to tenth embodiments Even if it is replaced with a newly installed pier structure in which a damping reinforcement member is arranged, as in the modified examples of the first to tenth embodiments described above, when a large earthquake occurs, The seismic force can be reduced sufficiently. When the vibration-damping reinforcement member shown in FIGS. 18 to 22 is arranged in the newly installed pier structure, a newly installed pier structure that further exhibits the effect of reducing seismic force can be obtained.

  DESCRIPTION OF SYMBOLS 1 ... Pier, 2 ... Underground, 3 ... Footing, 4 ... Column part (cylindrical shape), 5 ... Superstructure, 6 ... Beam part, 7a-7e ... Foundation pile, 8 ... Damping reinforcement member, 8a ... Plastic deformation Part, 8b ... one end side connection part, 8c ... other end side connection part, 10 ... vibration damping reinforcement member, 10a ... plastic deformation part, 10b ... one end side connection part, 10c ... other end side connection part, 11A, 11B ... footing Pedestal, 12 ... Damping reinforcement member, 12a ... Plastic deformation part, 12b ... One end side connection part, 12c ... Other end side connection part, 13a, 13b ... Damping connection part, 14 ... Column (rectangular cross section), 15a , 15b ... Damping connection part, 17 ... Damping connection part, 18 ... Footing base, 20 ... Pier, 21 ... Footing, 22 ... Column part, 23 ... Superstructure, 24 ... Beam part, 25 ... Foundation pile, 26 ... Bridge piers, 27 ... column reinforcements, 29 ... piers, 30 ... first damping reinforcement members, 30a ... plastic deformation parts, 0b ... one end side connection part, 30c ... other end side connection part, 31 ... second vibration damping reinforcement member, 31a ... plastic deformation part, 31b ... one end side connection part, 31c ... other end side connection part, 32 ... river, 33 ... River terrace, 34 ... Seawall, 35 ... Sidewalk, 36 ... Roadway, 37 ... Excavation hole, 38 ... Footing base, 39 ... Damping connection, 40, 41 ... Damping damper (damping means), 42 ... Damping Vibration reinforcement member, 42a ... axial force transmission part, 42b ... plastic deformation part, 42c ... one end side connection part, 42d ... other end side connection part, 44 ... vibration damping reinforcement member, 44a ... plastic deformation part, 44b ... stiffening tube 45 ... Damping reinforcement member, 45a ... Plastic deformation part, 45b ... Stiffening pipe, 46-65 ... Damping reinforcement member, 46a-65a ... Plastic deformation part, 46b-65b ... Stiffening pipe, 46c-65c ... Filling Material

Claims (20)

A seismic reinforcement structure for an existing bridge pier in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the footing is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A seismic reinforcement structure for an existing pier, characterized in that a plastic deformation part is provided.   A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the column portion is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. The seismic reinforcement structure for an existing pier according to claim 1, wherein a plastically deformed portion having the following is provided. A seismic reinforcement structure for an existing bridge pier in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the column portion is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A seismic reinforcement structure for an existing bridge pier, characterized in that a plastically deformed portion having s is provided. A seismic reinforcement structure for an existing bridge pier in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A footing pedestal protruding on the ground surface is integrally formed on the upper part of the footing,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the footing pedestal is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A seismic reinforcement structure for an existing bridge pier, characterized in that a plastically deformed portion having s is provided.   5. The river structure having a revetment and a sidewalk formed along the revetment, wherein the pillar portion of the pier is erected from the sidewalk. Seismic reinforcement structure for existing piers.   2. The vibration damping reinforcement member includes a highly rigid axial force transmission portion and the plastic deformation portion having a hysteresis damping characteristic fixed coaxially with the axial force transmission portion. The seismic reinforcement structure of the existing pier of any one of thru | or 5.   The vibration-damping reinforcement member has a flat plate shape having a hysteresis damping characteristic, a transverse section H shape, a transverse section U shape, a transverse section T shape, a transverse section circle shape, a transverse cross shape, a transverse section L shape, a transverse section S shape, a transverse shape. A plastically deformed portion having a shape of any one of a hollow hollow circle and a solid rod, and a stiffening tube having a rectangular cross section or a circular cross section that interpolates the plastic deformed portion to prevent buckling deformation of the plastic deformed portion. The seismic reinforcement structure for an existing bridge pier according to any one of claims 1 to 5, wherein   The seismic reinforcement structure for an existing pier according to claim 7, wherein a filler for constraining the plastic deformation portion is filled in the stiffening pipe in which the plastic deformation portion is inserted.   The seismic reinforcement structure for an existing pier according to any one of claims 1 to 8, wherein the plastically deformed portion is made of ordinary steel or low yield point steel.   The existing bridge pier according to any one of claims 1 to 9, wherein the superstructure placed on the beam portion is provided with a vibration control means for suppressing shaking of the superstructure during an earthquake. Seismic reinforcement structure. A new pier structure in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the footing is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A new pier structure characterized in that a plastic deformation part is provided.   A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the column portion is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. The newly installed pier structure according to claim 11, wherein a plastically deformed portion having the following is provided. A new pier structure in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the column portion is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A new pier structure having a plastic deformation portion having A new pier structure in which a pillar portion is erected from a footing embedded in the ground, and a beam portion on which an upper work is placed is formed at the upper end of the pillar portion,
A footing pedestal protruding on the ground surface is integrally formed on the upper part of the footing,
A vibration damping reinforcing member having one end connected to the beam portion and the other end connected to the footing pedestal is disposed, and the vibration damping reinforcing member has a hysteresis damping characteristic from the one end side to at least a part of the other end side. A new pier structure having a plastic deformation portion having   15. A river structure having a revetment and a sidewalk formed along the revetment, wherein the pillar portion of the pier is erected from the sidewalk. New pier structure as described.   12. The vibration damping reinforcing member includes a highly rigid axial force transmission portion and the plastic deformation portion having a hysteresis damping characteristic fixed coaxially with the axial force transmission portion. A new pier structure according to any one of items 15 to 15.   The vibration-damping reinforcement member has a flat plate shape having a hysteresis damping characteristic, a transverse section H shape, a transverse section U shape, a transverse section T shape, a transverse section circle shape, a transverse cross shape, a transverse section L shape, a transverse section S shape, a transverse shape. A plastically deformed portion having a shape of any one of a hollow hollow circle and a solid rod, and a stiffening tube having a rectangular cross section or a circular cross section that interpolates the plastic deformed portion to prevent buckling deformation of the plastic deformed portion. The newly installed pier structure according to any one of claims 11 to 15, wherein   The new pier structure according to claim 17, wherein a filler for restraining the plastic deformation portion is filled in the stiffening pipe in which the plastic deformation portion is inserted.   The new pier structure according to any one of claims 11 to 18, wherein the plastically deformed portion is made of ordinary steel or low yield point steel.   The new bridge pier according to any one of claims 11 to 19, wherein the superstructure placed on the beam portion is provided with a damping means for suppressing shaking of the superstructure during an earthquake. Construction.

Images