JP7121645B2 - Seismic structure of pile pier and seismic reinforcement method - Google Patents

Description

TECHNICAL FIELD The present invention relates to an earthquake-resistant structure and an earthquake-resistant reinforcement method for a pile pier.

Patent document 1 describes a pier reinforcement structure having piles and superstructures, which is independent from the pier and is in a separate system, and has a horizontal rigidity of 1.5 times or more that of the pier. Disclosed is a pier reinforcement structure in which a damper is installed so that one end of the damper is connected to the structure and the other end is connected to the superstructure (claim 1, FIGS. 1 and 2).

In Patent Document 2, one pier having piles and a superstructure as constituent elements is divided into a plurality of pier blocks each having a pile and a superstructure as constituent elements and having different natural periods, and a damper is installed between the pier blocks. Disclosed is an interposed and connected seismic damping pier (Claim 1, Fig. 1).

Patent No. 5298836 JP-A-10-77616

One of the seismic reinforcement methods for pile piers is to increase the number of piles. Usually, a method is used in which the superstructure is expanded to include the additional piles, and the existing structural part and the additional part by the additional piles are integrated. However, in the case of this method of integration, since the upper structure also becomes larger as the piles are added, the inertial force during an earthquake also increases, and the effect of the added piles cannot be effectively exhibited. On the other hand, if the pile diameter is increased, it is necessary to increase the distance between the piles in order to ensure that the piles do not form groups of piles, and the superstructure also becomes larger. In addition, if the number of additional piles is increased, the superstructure will be increased accordingly. In addition, depending on the situation, the burden on the existing structure may increase compared to before reinforcement due to the increase in the size of the superstructure.

Both of the reinforcing structures of Patent Documents 1 and 2 use a damper to connect the superstructure of the pier and the reinforcing structure, and the structure of Patent Document 2 is intended for a newly constructed pier. .

In view of the problems of the prior art as described above, the present invention provides a pile-type pier that does not increase the inertial force due to earthquakes even if a seismic reinforcement structure is provided in the pile-type pier, and that can be applied to existing pile-type piers. An object of the present invention is to provide an earthquake-resistant structure for a pier and an earthquake-resistant reinforcement method.

An earthquake-resistant structure for a pile-type pier for achieving the above-mentioned object is a pile-type pier provided with first and second earthquake- resistant reinforcing sections for earthquake resistance at least on both end sides in the direction in which an external force acts due to an assumed seismic motion of the pile-type pier. provided close to the
The pile type pier and the first and second seismic reinforcement sections are not integrated, but a first gap is interposed between the pile type pier and the first seismic reinforcement section, and the pile type pier is provided. A second gap is interposed between the second seismic reinforcement portion and the second seismic reinforcement portion,
The first and second seismic reinforcements are installed on the piles so that the displacements of the first and second seismic reinforcements that occur during the assumed earthquake are smaller than the displacements of the pile pier that occur during the earthquake. It is configured with greater rigidity than the type pier,
When the pile pier and the first and second seismic reinforcement portions are displaced in the same direction in the direction of action of the external force, the first gap and the second gap are set to the above Either one of the first seismic reinforcement and the second seismic reinforcement is in contact with the pile pier, and the first seismic reinforcement and the second seismic reinforcement are removed from the pile pier. and the other of the first seismic reinforcement and the second seismic reinforcement is not in contact with the pile pier, and the first seismic reinforcement and the second seismic reinforcement portion are set so as not to apply a pressing force to the pile type pier .

According to the seismic structure of this pile pier, a gap is interposed between the pile pier and the seismic reinforcement without integrating the pile pier and the seismic reinforcement. Since the rigidity is high, the displacement of the seismic reinforcement is smaller than the gap between the pile type pier and the seismic reinforcement during an earthquake, and the force of the seismic reinforcement to press the pile type pier does not act. The inertial force acting on the On the other hand, when the pile type pier is displaced beyond the gap, the pile type pier comes into contact with the seismic reinforcement section, the force is transmitted to the seismic reinforcement section, and the reinforcement effect of the seismic reinforcement section is effectively exhibited. In addition, this earthquake-resistant structure can be applied to both new and existing pile piers. The assumed seismic motion is the seismic motion caused by the earthquake targeted by the pile pier, which is the target structure.

In the earthquake-resistant structure of the pile-type pier, the displacement of the earthquake-resistant reinforcement part is smaller than the gap on one side during the assumed earthquake, and the force that the earthquake-resistant reinforcement part presses against the pile-type pier does not act, and the pile When the displacement of the pier exceeds the other gap, the pile pier comes into contact with the seismic reinforcement, and force is transmitted from the pile pier to the seismic reinforcement.

Also, the first gap and the second gap are set between a minimum value and a maximum value, and the maximum value is set so that the pile type pier will not move the first or second gap during the assumed earthquake. The maximum displacement of the pile type pier after coming into contact with the seismic reinforcement part of is set to be equal to or less than the allowable displacement of the pile type pier, and the minimum value is set to the first or second seismic reinforcement at the time of the earthquake It is preferable that the maximum displacement of the first or second seismic reinforcing part at the time of an earthquake is larger than the maximum displacement of the first or second seismic reinforcing part so that force does not act from the part to the pile type pier.

Moreover, it is preferable that the pile type pier and the first and second seismic reinforcement sections each include a superstructure, and the first gap and the second gap are provided between the superstructure. In this case, the inertial force acting on the seismic reinforcement part during an earthquake will be smaller than when the superstructure of the seismic reinforcement part is integrated with the superstructure of the pile pier. It can be made smaller than when it is integrated with the superstructure.

Further, third and fourth seismic reinforcements are provided close to the pile type pier on both end sides in a direction orthogonal to the direction of external force acting on the pile type pier on the horizontal plane, and the pile type The pier and the third and fourth seismic reinforcement sections are not integrated, but a third gap is interposed between the pile pier and the third seismic reinforcement section, and the pile pier and the third seismic reinforcement section are interposed. A fourth gap is interposed between the seismic reinforcement part of 4, and the displacement of the third and fourth seismic reinforcement parts caused by the assumed earthquake is greater than the displacement of the pile type pier caused by the earthquake. The third and fourth seismic reinforcement sections are configured to have a higher rigidity than the pile type pier so as to be small, and the third gap and the fourth gap are configured to have the pile type pier at the time of the assumed earthquake. When the pier and the third and fourth seismic reinforcements are displaced in the same direction in the direction orthogonal to the direction of action of the external force on the horizontal plane, the third seismic reinforcement and the fourth seismic reinforcement are displaced. Any one of them contacts the pile-type pier, and force is transmitted from the pile-type pier to the contacting one of the third seismic reinforcement and the fourth seismic reinforcement, and the third The other of the seismic reinforcement and the fourth seismic reinforcement does not contact the pile pier, and the other of the third seismic reinforcement and the fourth seismic reinforcement is connected to the pile pier It is preferably set so that no pressing force acts on the .

Further, buffering members are respectively arranged in the first gap and the second gap, and the buffering members are fixed to the first seismic reinforcement part or the pile pier in the first gap, It is preferable that the buffer member is fixed to the second seismic reinforcing part or the pile pier within two gaps . It is possible to reduce the force transmitted from the pile type pier to the seismic reinforcing part during an earthquake through the cushioning member arranged in the gap.

The seismic structure of another pile pier is
A seismic reinforcing part is provided close to the pile pier for earthquake resistance on one end side in a direction perpendicular to the direction of external force acting on the pile pier on the horizontal plane, due to the assumed seismic motion,
A first load transmission part is provided in either the pile type pier or the seismic reinforcement part,
A second load transmission part is provided in either the pile type pier or the seismic reinforcement part,
The seismic reinforcement portion or the pile pier and the first load transmission portion, which are members not provided with the first load transmission portion, are not integrated, and the seismic reinforcement portion or the pile pier and the first load transmission portion are not integrated. A fifth gap is interposed between the load transmission part of
The seismic reinforcement section or the pile type pier and the second load transmission section, which are members not provided with the second load transmission section, are not integrated, and the seismic reinforcement section or the pile type pier and the second load transmission section are not integrated. A sixth gap is interposed between the load transmission part of
The seismic reinforcement section is configured to have greater rigidity than the pile type pier so that the displacement of the seismic reinforcement section that occurs during the assumed earthquake is smaller than the displacement of the pile type pier that occurs during the earthquake,
When the pile type pier and the seismic reinforcing section are displaced in the same direction in the direction of action of the external force during the assumed earthquake, the fifth gap and the sixth gap are set to the first load transmission section. and the seismic reinforcement portion or the pile pier, which is a member not provided with the first load transmission portion, contact to transmit force from the pile pier to the seismic reinforcement portion, and the second load It is set so that the transmission part does not come into contact with the seismic reinforcement part or the pile pier, which is a member not provided with the second load transmission part, and the force that presses the pile pier from the seismic reinforcement part does not act. be .

A buffer member is arranged in each of the fifth gap and the sixth gap, and the buffer member in the fifth gap is provided with the first load transmission portion or not provided with the first load transmission portion. It is fixed to the seismic reinforcement part or the pile pier which is a member,
In the sixth gap, the cushioning member may be fixed to the second load transmission section, or to the seismic reinforcing section or the pile pier which is a member without the second load transmission section. Preferred .
Further, another seismic reinforcement part is provided close to the pile-type pier for earthquake resistance on one end side of the pile-type pier in the direction in which an external force acts due to an assumed seismic motion, and the pile-type pier and the another seismic reinforcement are provided. A third load transmission part is provided in either the part, a fourth load transmission part is provided in either the pile type pier or the separate seismic reinforcement part, and the third load transmission part is not provided The separate seismic reinforcement section or the pile type pier and the third load transmission section, which are members, are not integrated, and the seismic reinforcement section or the pile type pier and the third load transmission section are not integrated. A seventh gap is interposed between
The separate seismic reinforcement section or the pile type pier, which is a member not provided with the fourth load transmission section, is not integrated with the fourth load transmission section, and the separate seismic reinforcement section or the pile type pier is not integrated. and the fourth load transmission portion intervening an eighth gap,
The separate seismic reinforcement section is configured to have greater rigidity than the pile type pier so that the displacement of the separate seismic reinforcement section that occurs during the assumed earthquake is smaller than the displacement of the pile type pier that occurs during the earthquake. is,
The seventh gap and the eighth gap are displaced in the same direction in the direction orthogonal to the direction of action of the external force on the horizontal plane of the pile type pier and the separate seismic reinforcement part during the assumed earthquake. When the third load transmission part and the other seismic reinforcement part or the pile type pier which is a member not provided with the third load transmission part come into contact with each other, the pile type pier is displaced from the another seismic reinforcement part. and the seismic reinforcement portion or the pile pier, which is a member not provided with the fourth load transmission portion and the fourth load transmission portion, does not contact, and the separate seismic reinforcement portion is preferably set so that no force is applied to the pile type pier .

A method for seismic reinforcement of a pile-type pier for achieving the above object is a method for seismic reinforcement of a pile-type pier using the earthquake-resistant structure of the pile-type pier described above, wherein the pile-type pier is an existing structure, and the existing The earthquake-resistant structure is used to reinforce the structure .

According to the earthquake-resistant structure and the earthquake-resistant reinforcement method for a pile-type pier according to the present invention, even if the pile-type pier is provided with an earthquake-resistant reinforcing part, the inertial force due to an earthquake does not increase in the pile-type pier, is also applicable.

1 is a sectional view (a) and a top view (b) schematically showing an earthquake-resistant structure of a pile pier according to the first embodiment; FIG. It is a top view which shows roughly the earthquake-resistant structure of the pile type pier by 2nd Embodiment. It is a principal part top view (a) (b) which shows roughly the earthquake-resistant structure of the pile type pier by 3rd Embodiment. FIG. 8A is a plan view of a main part and a side view of the main part is (b) showing an example in which a load transmission part is provided in the pile type pier in the second embodiment; FIG. 8A is a plan view of a main part and a side view of the main part is a side view of FIG. FIG. 4 is a top view showing examples (a) to (d) in which the seismic reinforcing sections of FIGS. 1 to 3 are arranged in various combinations with respect to the pile pier. 1. It is the principal part sectional drawing (a) and principal part top view (b) which show roughly the earthquake-resistant structure of the pile type pier of a structure different from FIG. FIG. 3 is a cross-sectional view (a) and a top view (b) of essential parts schematically showing an earthquake-resistant structure of a pile type pier having a configuration different from that of FIG. 2 ;

EMBODIMENT OF THE INVENTION Hereinafter, the form for implementing this invention is demonstrated using drawing. FIG. 1 is a cross-sectional view (a) and a top view (b) schematically showing an earthquake-resistant structure of a pile type pier according to a first embodiment of the present invention.

The earthquake-resistant structure of the pile-type pier shown in FIGS. Seismic reinforcement parts 20 and 30 are additionally provided on both end sides of 10 . The seismic reinforcing sections 20 and 30 are installed for seismic resistance at both ends of the direction in which an external force acts on the pile pier 10 due to an assumed seismic motion (horizontal direction F in FIG. 1 and the opposite horizontal direction F′).

In addition, the assumed seismic motion is the seismic motion caused by the earthquake targeted by the pile type pier, which is the target structure. level 2 earthquakes (earthquakes with the maximum intensity that can be expected at the site from now to the future) if the facilities are for seismic reinforcement.

The seismic reinforcement part 20 has a plurality of foundation piles 21 and a superstructure 22 supported by the foundation piles 21 . Similarly, the seismic reinforcement section 30 has a plurality of foundation piles 31 and a superstructure 32 supported by the foundation piles 31 . The foundation piles 21 and 31 of the seismic reinforcement sections 20 and 30 are made of steel pipes, and have a larger diameter and/or thickness than the steel pipe foundation piles 11 of the pile pier 10. The seismic reinforcement sections 20 and 30 are The rigidity is higher than that of the pile type pier 10. - 特許庁In order to make the rigidity of the seismic reinforcing parts 20 and 30 higher than the rigidity of the pile pier 10, the diameter and thickness of the foundation piles may be increased to increase the rigidity of the piles, or the number of piles may be increased. , a slanted pile structure, a jacket structure, etc., and any method may be used. Moreover, the structure of the seismic reinforcement part may be a gravity type.

The seismic reinforcement part 20 is installed so that the superstructure 22 of the superstructure 22 of the pile-type pier 10 has a gap 41 interposed therebetween. Similarly, the seismic reinforcement part 30 is installed so that the superstructure 32 of the seismic reinforcement part 30 is provided with a gap 42 with respect to the superstructure 12 of the pile type pier 10 . In this way, the seismic reinforcing sections 20 and 30 are installed close to the pile pier 10, but are not integrated with the pile pier 10 by interposing the gaps 41 and 42 therebetween.

The gaps 41 and 42 are set as follows. That is, the maximum value of the gaps 41 and 42 is the maximum displacement of the pile pier 10 after the superstructure 12 of the pile pier 10 comes into contact with the superstructures 22 and 32 of the seismic reinforcements 20 and 30 during an assumed earthquake. It is determined by structural calculation so as to be less than the allowable displacement of the pile type pier 10 . The permissible displacement of the pile type pier 10 of the existing structure may be determined depending on the structure of the structure or depending on the purpose of use of the structure. In addition, the minimum value of the gaps 41 and 42 is set so that the force from the superstructures 22 and 32 of the seismic reinforcements 20 and 30 does not act on the superstructure 12 of the pile pier 10 during an earthquake. the maximum displacement or more.

The effect of the earthquake-resistant structure of the pile type pier shown in FIGS. 1(a) and 1(b) will be described. When the pile pier 10 of FIGS. 1(a) and 1(b) is displaced in the horizontal direction F during an earthquake, the displacement of the superstructure 22 is small because the rigidity of the foundation piles 21 of the seismic reinforcement part 20 is large, and the gap 41 is seismically reinforced. Since the displacement of the section 20 is greater than the maximum displacement during an earthquake, the superstructure 22 of the seismic reinforcement section 20 does not come into contact with the superstructure 12 of the pile type pier 10, and force acts on the pile type pier 10 from the seismic reinforcement section 20. do not do. On the other hand, in the gap 42, the superstructure 12 of the pile-type pier 10 contacts the superstructure 32 of the seismic reinforcement section 30, but the contact causes the maximum displacement of the pile-type pier 10 to be less than the allowable displacement of the pile-type pier 10. , the pile-type pier 10 is affected by the seismic effect of the seismic reinforcement portion 30 . The same applies when the pile pier 10 is displaced in the horizontal direction F' during an earthquake.

According to the earthquake-resistant structure of the pile-type pier shown in FIGS. Since the gaps 41 and 42 are interposed between the seismic reinforcements 20 and 30 and the rigidity of the seismic reinforcements 20 and 30 is greater than that of the pile-type pier 10, the displacement of the seismic reinforcements 20 and 30 is small during an earthquake, and the superstructure of the seismic reinforcements 20 and 30 is reduced. The force that presses the superstructure 12 of the pile-type pier 10 does not act on the pile-type pier 10, and therefore the inertial force acting on the pile-type pier 10 during an earthquake does not increase even if the seismic reinforcement parts 20, 30 are provided. On the other hand, when the pile type pier 10 is displaced beyond the gaps 41 and 42, the pile type pier 10 contacts the seismic reinforcements 20 and 30, the force is transmitted to the seismic reinforcements 20 and 30, and the seismic reinforcements The reinforcing effect of 20 and 30 is effectively exhibited.

In addition, since the inertial force acting on the seismic reinforcements 20 and 30 during an earthquake can be made smaller than when the pile type pier 10 is integrated, the superstructures 22 and 32 of the seismic reinforcements 20 and 30 are replaced by the pile type pier. It can be configured to be smaller than when it is integrated with 10 superstructures 12 .

Next, a second embodiment according to the present invention will be described with reference to FIG. FIG. 2 is a top view schematically showing the earthquake-resistant structure of the pile type pier according to the second embodiment.

The seismic structure of the pile pier shown in FIG. The transmission parts 51 and 52 are provided, the seismic reinforcement part 50 is installed between the load transmission parts 51 and 52, and the gaps 43 and 44 are interposed between the superstructure of the seismic reinforcement part 50 and the load transmission parts 51 and 52. It is a thing. The seismic reinforcement part 50 is installed close to the pile pier 10 , but is not integrated with the pile pier 10 by interposing gaps 43 and 44 between the load transmission parts 51 and 52 . The seismic reinforcement section 50 has the same configuration as the seismic reinforcement sections 20 and 30 in FIG. 1, and has a foundation pile and a superstructure. The foundation piles of the seismic reinforcement section 50 are configured to have a larger diameter and/or thickness than the foundation piles 11 of the pile pier 10 , and the seismic reinforcement section 50 has a structure with greater rigidity than the pile pier 10 .

The gaps 43 and 44 in FIG. 2 are set in the same manner as the gaps 41 and 42 in FIG. When the pile pier 10 of FIG. 2 is displaced in the horizontal direction G during an earthquake along with the load transmission sections 51 and 52, the superstructure of the seismic reinforcement section 50 undergoes little displacement, and the gap 43 is the maximum displacement of the seismic reinforcement section 50 during an earthquake. As described above, the superstructure of the seismic reinforcement section 50 does not come into contact with the load transmission section 51 , and no force acts on the pile pier 10 from the seismic reinforcement section 50 . On the other hand, in the gap 44, the load transmission section 52 of the pile pier 10 contacts the superstructure of the seismic reinforcement section 50 due to the displacement caused by the earthquake. Since it becomes as follows, the seismic effect by the seismic reinforcement part 50 acts on the pile type pier 10. As shown in FIG. The same applies when the pile pier 10 is displaced in the horizontal direction G' during an earthquake.

According to the earthquake-resistant structure of the pile-type pier of FIG. Since the seismic reinforcement part 50 has greater rigidity than the pile type pier 10, the displacement of the seismic reinforcement part 50 is small during an earthquake, and the superstructure of the seismic reinforcement part 50 can withstand the load of the pile type pier 10. The force that presses the transmission parts 51 and 52 does not act, and therefore the inertial force acting on the pile type pier 10 during an earthquake does not increase even if the seismic reinforcement part 50 is provided. On the other hand, when the pile type pier 10 is displaced beyond the gaps 43 and 44, the load transmission portions 51 and 52 of the pile type pier 10 come into contact with the seismic reinforcement portion 50, and the force is transmitted to the seismic reinforcement portion 50. The reinforcing effect of the seismic reinforcing portion 50 is effectively exhibited.

According to the configuration of FIG. 2, the seismic reinforcement portion 50 arranged on one side of the pile type pier 10 can cope with seismic motions in both directions G and G'. In addition, the structure of FIG. 2 is based on the actual position of the existing pile pier 10 and the surrounding environment. It is preferable to apply it when the reinforcing part cannot be arranged. In FIG. 2, the load transmitting portion and the anti-seismic reinforcement portion may be arranged on the left end side of the paper surface of FIG.

Next, a third embodiment according to the present invention will be described with reference to FIG. FIGS. 3A and 3B are top views (a) and (b) of essential parts schematically showing the earthquake-resistant structure of the pile type pier according to the third embodiment.

In this embodiment, a cushioning member is arranged in the gap between the pile pier and the seismic reinforcement. In the example of FIG. 3(a), in the configuration of FIG. The cushioning member 49 is configured to absorb the collision energy when it is displaced toward the reinforcing portion 20 side. Various materials such as rubber, lead, polystyrene foam, polyurethane, and mixtures of rubber and metal materials can be used as the cushioning member 49, but the material is not limited to these materials. For example, various fenders may be used. Although two buffer members 49 are provided in FIG. 3A, the present invention is not limited to this, and one, three, or more may be provided.

In the example of FIG. 3(b), in the configuration of FIG. The buffer member 49A is configured to absorb the collision energy when the pile type pier 10 is displaced toward the seismic reinforcement portion 50 side. In FIG. 3(b), one buffer member 49A is provided for each of the gaps 43 and 44, but this is not a limitation, and two buffer members 49A are provided for each of the gaps 43 and 44. More may be provided in the horizontal or vertical direction of the part.

Although the cushioning members 49 and 49A in FIGS. 3(a) and 3(b) are provided and fixed on the seismic reinforcing portions 20 and 50 side, they may be provided on the pile type pier 10 side. However, if the installation of the cushioning members 49 and 49A increases the weight of the pile pier 10 and increases the inertial force during an earthquake, it is preferable to install the cushioning members 49 and 49A on the side of the seismic reinforcing sections 20 and 50 . Moreover, it is preferable to arrange the cushioning member 49 of FIG. 3A in the gap 42 on the side of the seismic reinforcing portion 30 of FIG. 1 in the same manner. The cushioning members 49 and 49A may be arranged so as to extend from the vicinity of the upper end to the vicinity of the lower end of the superstructure of the pile type pier or the seismic reinforcement section, but they may be arranged separately.

According to the configuration of FIGS. 3(a) and 3(b), the cushioning members 49 and 49A absorb the collision energy when the pile pier is displaced toward the seismic reinforcement part during an earthquake, so that the pile pier is displaced from the pile pier during an earthquake. Less force is transmitted to the reinforcement.

Next, a specific example of the second embodiment of FIG. 2 will be described with reference to FIGS. 4 and 5. FIG. 4A and 4B are a plan view (a) and a side view (b) of a main part showing an example in which a load transmission part is provided on a pile type pier in the second embodiment. 5A and 5B are a plan view (a) and a side view (b) of a main part showing an example in which a load transmission part is provided in the seismic reinforcement part in the second embodiment.

4(a) and 4(b), a load transmitting portion 52a made of steel is bolted onto one surface 12b of a receiving portion 12a of a foundation pile 11 projecting downward from the lower side of the superstructure 12 of the pile type pier 10. A gap 44 is interposed between the load transmitting portion 52a and the superstructure of the seismic reinforcing portion 50. As shown in FIG. The load transmitting portion 51 side of FIG. 2 can be configured similarly. It should be noted that the steel material of the load transmission part 52a may be attached by welding when the receiving part 12a of the foundation pile 11 of the pile pier 10 is made of steel material.

5(a) and 5(b), a load transmission portion 52b made of steel is attached to the superstructure of the seismic reinforcing portion 50 by bolts, welding, or the like, and one surface of the receiving portion 12a of the superstructure 12 of the pile pier 10 is mounted. 12c, and a gap 44 is interposed between the load transmitting portion 52b and the lower surface 12c of the superstructure. The load transmitting portion 51 side of FIG. 2 can be configured similarly. According to this example, there is no problem of an increase in weight and an increase in inertial force during an earthquake due to the provision of the load transmission section on the side of the pile type pier. The steel material of the load transmission portion 52b may be attached to the lower side of the superstructure of the seismic reinforcement portion 50 by embedding.

Next, an example in which the first to third embodiments are combined will be described with reference to FIG. 6A to 6D are top views showing examples (a) to (d) in which the seismic reinforcing sections of FIGS. 1 to 3 are arranged in various forms with respect to the pile type pier.

In the example of FIG. 6A, new seismic reinforcements 61 and 62 having the same configuration as the reinforcements 20 and 30 are added to the configuration of FIG. is added to provide seismic reinforcement against seismic motion not only in direction F and its opposite direction F' but also in direction G and its opposite direction G'. The directions F, F' and the directions G, G' are horizontal directions orthogonal to each other.

In the example of FIG. 6(b), new seismic reinforcements 63 and 64 having the same configuration as the seismic reinforcements 20 and 30 are added to the structure similar to that of FIG. 47 and 48 are added to provide further seismic reinforcement against seismic motion in the direction G and in the opposite direction G'. In addition, the load transmission portions 53 and 54 extend from the side of the pile pier 10 to the lower inside of the seismic reinforcement portion 65, and the gap between the cushioning member 49A attached to the load transmission portions 53 and 54 is formed in the lower inside of the seismic reinforcement portion 65. is intervening.

In the example of FIG. 6(c), a new seismic reinforcement section 66 having the same configuration as the seismic reinforcement section 50 of FIG. 2 is added to the configuration of FIG. It was added as a quake, and further seismically reinforced against seismic motions in the direction F and in the opposite direction F'.

In the example of FIG. 6(d), the configuration of the seismic reinforcing part 66 of FIG. 6(c) is added to the configuration of FIG. ' was also reinforced to withstand seismic motion.

6A and 6B, buffer members 49 may be arranged as shown in FIG. 3A, and buffer members 49A shown in FIGS. may be omitted.

Although the embodiments for carrying out the present invention have been described above, the present invention is not limited to these, and various modifications are possible within the scope of the technical idea of the present invention. For example, the combination of seismic reinforcing parts in FIGS. 6(a) to (d) is not limited to these, and other forms may be used. Moreover, the configuration of the load transmitting portion shown in FIGS. 2 and 4 is not limited to these, and other configurations may be employed. Moreover, although the pile type pier of this embodiment is an existing structure, it is needless to say that it may be a new structure.

1 and 2 can be configured to be usable as a part of the pier, they may be omitted. For example, the foundation pile of the seismic reinforcement placed in the bottom of the water and the foundation pile of the pile-type pier can be configured in the same manner. An example of such a configuration will be described with reference to FIGS. 7 and 8. FIG.

7(a) and 7(b) is a pile pier 10 composed of foundation piles 11 and superstructures 12 similar to those shown in FIG. The seismic reinforcement part 70 includes a foundation pile 71 and a load transmission part 72 for transmitting a load horizontally protruding from the top of the foundation pile 71 toward the foundation pile 11, and has greater rigidity than the pile type pier 10. . A gap 73 is interposed between the tip of the load transmission part 72 and the foundation pile 11 of the pile type pier 10 . A similar seismic reinforcing portion is also provided on the left end side of the paper surface of FIG. Such an earthquake-resistant structure of the pile type pier can provide the same effect as that of FIG.

8(a) and 8(b), the pile type pier 10 is composed of the same foundation piles 11 and superstructures 12 as in FIG. The seismic reinforcement part 80 includes a foundation pile 81 and a pair of load transmission parts 82 and 83 for load transmission that are fixed to the top of the foundation pile 81 by welding and protrude horizontally toward the foundation pile 11, Rigidity is greater than that of the pile type pier 10. - 特許庁Between the tips of the load transmission parts 82, 83 and the foundation piles 11 of the pile type pier 10, gaps 84, 85 are interposed. Such an earthquake-resistant structure of the pile type pier can provide the same effect as in FIG.

According to the earthquake-resistant structure and the method of earthquake-resistant reinforcement of a pile-type pier of the present invention, even if the earthquake-resistant reinforcement part is provided in the pile-type pier, the inertial force caused by an earthquake does not increase, and the seismic reinforcement effect of the earthquake-resistant reinforcement part is effectively exhibited. Pile piers, whether existing or new, can be effectively made earthquake-resistant.

10 Pile type pier 11 Foundation pile 12 Superstructure 20, 30, 50 Seismic reinforcement section 21, 31 Foundation pile 22, 32 Superstructure 41-48 Gap 49, 49A Buffer member 51, 52, 52a, 52b Load transmission section 53-58 Load transmission parts 61 to 67 Seismic reinforcement parts 70, 80 Seismic reinforcement parts 71, 81 Foundation piles

Claims (9)

providing first and second seismic reinforcements close to the pile pier for earthquake resistance at least on both end sides in the direction in which an external force acts due to an assumed seismic motion of the pile pier;
The pile type pier and the first and second seismic reinforcement sections are not integrated, but a first gap is interposed between the pile type pier and the first seismic reinforcement section, and the pile type pier is provided. A second gap is interposed between the second seismic reinforcement portion and the second seismic reinforcement portion,
The first and second seismic reinforcements are installed on the piles so that the displacements of the first and second seismic reinforcements that occur during the assumed earthquake are smaller than the displacements of the pile pier that occur during the earthquake. It is configured with greater rigidity than the type pier,
When the pile pier and the first and second seismic reinforcement portions are displaced in the same direction in the direction of action of the external force, the first gap and the second gap are set to the above Either one of the first seismic reinforcement and the second seismic reinforcement is in contact with the pile type pier, and the first seismic reinforcement and the second seismic reinforcement are removed from the pile type pier. force is transmitted to one of the contact with the first seismic reinforcement and the other of the first seismic reinforcement and the second seismic reinforcement is not in contact with the pile pier, the first seismic reinforcement and the second seismic reinforcement portion are set so that the other of the pile type pier is not pressed against the pile type pier. the first gap and the second gap are set between a minimum value and a maximum value;
The maximum value is defined as the maximum displacement of the pile-type pier after the pile-type pier contacts the first or second seismic reinforcement part during the assumed earthquake, which is equal to or less than the allowable displacement of the pile-type pier. and
The minimum value is equal to or greater than the maximum displacement of the first or second seismic reinforcement during an earthquake so that force does not act on the pile pier from the first or second seismic reinforcement during the earthquake. The earthquake-resistant structure of the pile type pier according to claim 1 . The pile type pier and the first and second seismic reinforcement sections each have a superstructure,
An earthquake-resistant structure for a pile type pier according to claim 1 or 2 , wherein the first gap and the second gap are provided between the superstructure. arranging buffer members in the first gap and the second gap, respectively ;
The buffer member is fixed to the first seismic reinforcement part or the pile pier within the first gap ,
The earthquake-resistant structure for a pile pier according to any one of claims 1 to 3 , wherein the buffer member is fixed to the second earthquake-resistant reinforcement portion or the pile pier within the second gap . Third and fourth seismic reinforcements are further provided close to the pile pier on both end sides in a direction perpendicular to the direction of external force acting on the pile pier due to an assumed seismic motion on the horizontal plane,
The pile type pier and the third and fourth seismic reinforcement sections are not integrated, but a third gap is interposed between the pile type pier and the third seismic reinforcement section, and the pile type pier is provided. A fourth gap is interposed between the and the fourth seismic reinforcement part,
The third and fourth seismic reinforcements are installed on the piles so that the displacements of the third and fourth seismic reinforcements that occur during the assumed earthquake are smaller than the displacements of the pile-type pier that occur during the earthquake. It is configured with greater rigidity than the type pier,
The third gap and the fourth gap are the same in the direction perpendicular to the direction of action of the external force on the horizontal plane between the pile type pier and the third and fourth seismic reinforcement parts during the assumed earthquake. direction, one of the third seismic reinforcement and the fourth seismic reinforcement is in contact with the pile pier, and the pile pier is displaced from the third seismic reinforcement. force is transmitted to one contacting the fourth seismic reinforcement, and the other of the third seismic reinforcement and the fourth seismic reinforcement does not contact the pile pier, 5. The seismic resistance of the pile type pier according to any one of claims 1 to 4 , wherein the other of the third seismic reinforcement section and the fourth seismic reinforcement section is set so as not to apply a pressing force to the pile type pier. structure. A seismic reinforcing part is provided close to the pile pier for earthquake resistance on one end side in a direction perpendicular to the direction of external force acting on the pile pier on the horizontal plane, due to the assumed seismic motion,
A first load transmission part is provided in either the pile type pier or the seismic reinforcement part,
A second load transmission part is provided in either the pile type pier or the seismic reinforcement part,
The seismic reinforcement portion or the pile pier and the first load transmission portion, which are members not provided with the first load transmission portion, are not integrated, and the seismic reinforcement portion or the pile pier and the first load transmission portion are not integrated. A fifth gap is interposed between the load transmission part of
The seismic reinforcement section or the pile type pier and the second load transmission section, which are members not provided with the second load transmission section, are not integrated, and the seismic reinforcement section or the pile type pier and the second load transmission section are not integrated. A sixth gap is interposed between the load transmission part of
The seismic reinforcement section is configured to have greater rigidity than the pile type pier so that the displacement of the seismic reinforcement section that occurs during the assumed earthquake is smaller than the displacement of the pile type pier that occurs during the earthquake,
When the pile type pier and the seismic reinforcing section are displaced in the same direction in the direction of action of the external force during the assumed earthquake, the fifth gap and the sixth gap are set to the first load transmission section. and the seismic reinforcement portion or the pile pier, which is a member not provided with the first load transmission portion, contact to transmit force from the pile pier to the seismic reinforcement portion, and the second load It is set so that the transmission part does not come into contact with the seismic reinforcement part or the pile pier, which is a member not provided with the second load transmission part, and the force that presses the pile pier from the seismic reinforcement part does not act. earthquake-resistant structure of pile type pier. arranging cushioning members in the fifth gap and the sixth gap, respectively;
In the fifth gap, the cushioning member is fixed to the first load transmission portion, or to the seismic reinforcement portion or the pile pier that is a member without the first load transmission portion,
In the sixth gap, the buffer member is fixed to the second load transmission portion, or to the seismic reinforcing portion or the pile pier which is a member without the second load transmission portion. 6. The earthquake-resistant structure of the pile type pier according to 6 . Another seismic reinforcement is provided close to the pile-type pier for earthquake resistance on one end side of the pile-type pier in the direction in which an external force acts due to an assumed seismic motion,
A third load transmission section is provided in either the pile type pier or the separate seismic reinforcement section,
A fourth load transmission section is provided in either the pile type pier or the separate seismic reinforcement section,
The separate seismic reinforcement section or the pile type pier, which is a member not provided with the third load transmission section, is not integrated with the third load transmission section, and the separate seismic reinforcement section or the pile type pier is not integrated. A seventh gap is interposed between the third load transmission portion and the
The separate seismic reinforcement section or the pile type pier, which is a member not provided with the fourth load transmission section, is not integrated with the fourth load transmission section, and the separate seismic reinforcement section or the pile type pier is not integrated. and the fourth load transmission portion intervening an eighth gap,
The separate seismic reinforcement section is configured to have greater rigidity than the pile type pier so that the displacement of the separate seismic reinforcement section that occurs during the assumed earthquake is smaller than the displacement of the pile type pier that occurs during the earthquake. is,
The seventh gap and the eighth gap are displaced in the same direction in the direction orthogonal to the direction of action of the external force on the horizontal plane of the pile type pier and the separate seismic reinforcement part during the assumed earthquake. When the third load transmission part and the other seismic reinforcement part or the pile type pier which is a member not provided with the third load transmission part come into contact with each other, the pile type pier is displaced from the another seismic reinforcement part. and the seismic reinforcement portion or the pile pier, which is a member not provided with the fourth load transmission portion and the fourth load transmission portion, does not contact, and the separate seismic reinforcement portion 8. The earthquake-resistant structure of the pile type pier according to claim 6 or 7, wherein the pile type pier is set so that a force that presses against the pile type pier does not act . A seismic reinforcement method for a pile pier using the earthquake-resistant structure for a pile pier according to any one of claims 1 to 8 ,
The pile pier is an existing structure,
A seismic reinforcement method for a pile type pier, in which the existing structure is seismically reinforced by the seismic structure .

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