JP2021075968A - Reinforcement structure of existing wall-like structure, and construction method of the same - Google Patents

Abstract

To reinforce an existing wall-like structure so as to resist even a horizontal force exceeding an assumption at a time of completion of a construction of a wall-like structure, in an embodiment in which securing a ground space at a rear face side is hardly restricted.SOLUTION: A reinforcement structure of an existing wall-like structure includes an existing wall-like structure (an existing dam body 12) having a main wall portion (a dam body main wall portion 12X) and a reinforcement portion 14, in which the existing wall-like structure (the existing dam body 12) is reinforced by the reinforcement portion 14. The reinforcement portion 14 is attached to a rear face 12B that is an opposite side wall face to a wall face 12A to which a horizontal external force applies, of wall faces of the main wall portion (the dam body main wall portion 12X). The whole of the reinforcement portion 14 is provided in a region below a ground surface 92.SELECTED DRAWING: Figure 1

Description

The present invention relates to a reinforcing structure of an existing wall-shaped structure and a method for constructing the same. Specifically, the present invention is a reinforcing structure for reinforcing the existing wall-shaped structure against a horizontal external force exceeding the assumption at the time of completion of the wall-shaped structure and a method for constructing the reinforcing structure. Regarding.

In the present application, the "existing wall-like structure" means a wall-like structure formed so as to be able to withstand the design horizontal load at the time of completion, and specifically, for example, in a water area. Examples include seawalls provided along the lines and retaining walls that receive the lateral pressure of the soil.

Further, in the present application, the "design horizontal load" is the maximum external force in the horizontal direction that is expected to be applied to the wall surface of the wall-shaped structure. For example, if the wall-shaped structure is a seawall, it is from the water area. It is the maximum external force in the horizontal direction toward the land side.

For large natural disasters that exceed expectations in recent years, in addition to the method of reconstructing a newly redesigned levee body, we will utilize the existing levee body without removing it to respond to these disasters. Is being considered.

For example, as a countermeasure against tsunamis and a countermeasure against storm surges caused by large typhoons that have frequently occurred in recent years, increasing the height (raising) of the existing embankment body in the seawall has been considered. Further, for retaining walls and the like, it has been considered to increase the embankment height on the back side not only for the above-mentioned purpose but also for other purposes.

Regarding the raising of the existing levee body, Patent Document 1 discloses a method of raising the existing levee body by using a flat plate connecting body having a substantially U-shaped cross section and an opening in the direction of the existing levee body at the upper end portion of the existing levee body.

Japanese Unexamined Patent Publication No. 2006-45814

However, if the wall height of the existing embankment is increased in this way, a horizontal force larger than the design horizontal load at the time of completion acts. The inventor thought that the force could be insufficient.

In addition, the present inventor considered that if the embankment height on the back side of the retaining wall or the like is increased, the resistance to an increase in earth pressure may be insufficient.

As a method for increasing the resistance to horizontal force, it is conceivable to strengthen the wall surface on the land side (rear side) of the existing embankment with concrete, but in that case, there is a possibility of having a place of residence. It is necessary to secure a ground space for additional concrete on the back side. If the ground space on the back side for the concrete addition cannot be secured, it is possible that a levee body with insufficient resistance will be constructed as a result.

This is also the case when the retaining wall is reinforced to improve the resistance in order to cope with the increase in earth pressure.

The present invention has been made in view of this point, and is capable of resisting a horizontal external force exceeding the assumption at the time of completion of the wall-shaped structure in a manner in which it is not easily restricted by securing the ground space on the back side. An object of the present invention is to provide a reinforcing structure for reinforcing an existing wall-shaped structure and a method for constructing the reinforcing structure.

The present invention solves the above-mentioned problems by the following reinforcing structure of an existing wall-shaped structure and a method for constructing the same.

That is, the reinforcing structure of the existing wall-shaped structure according to the present invention has an existing wall-shaped structure having a main wall portion and a reinforcing portion, and the existing wall-shaped structure is reinforced by the reinforcing portion. It is a reinforcing structure of an existing wall-like structure, and the reinforcing portion is attached to the back surface of the wall surface of the main wall portion, which is the wall surface opposite to the wall surface on which an external force in the horizontal direction acts. It is a reinforcing structure of an existing wall-like structure, characterized in that the entire reinforcing portion is provided in a region below the ground.

In the present application, the "existing wall-like structure" includes, for example, a structure in which a raised portion is added to the top end of the main wall portion in order to further increase the wall height of the embankment body at the time of completion. , Also includes structures to which such a raised portion is not added. Therefore, in the case of an existing wall-shaped structure to which a raised portion is added, the "main wall portion" of the existing wall-shaped structure means a portion excluding the raised portion, and the existing wall-shaped structure does not have the raised portion. In the case of a wall-shaped structure, the "main wall portion" means the entire existing wall-shaped structure.

Further, the term "attached to the back surface" includes not only the case where the reinforcing portion is directly attached to the back surface but also the case where the reinforcing portion is attached to the back surface via another member.

Further, the "region below the ground" means a region at the same height as the ground and a region at a height lower than the ground.

Further, in the present application, the ground means the surface of the land, and when the embankment is filled, it means the surface of the embankment, and when it is covered with concrete or the like, the covered concrete. Etc. means the surface.

The raised portion includes a precast concrete panel and a support column fixed to the top end of the main wall portion, and the precast concrete panel may be configured to be fixed to the support column. Good.

The reinforcing portion has a normal portion having one end fixed to the back surface of the main wall portion and having a predetermined length in a horizontal direction orthogonal to the normal direction of the existing wall-like structure. The predetermined length may be configured to be a length that can resist the resistance moment that tends to overturn the existing wall-like structure by the design horizontal load.

Here, the "normal direction of the existing wall-shaped structure" is the extending direction of the wall surface of the existing wall-shaped structure, and is the extending direction of the existing wall-shaped structure. For example, when the existing wall-like structure is a seawall, its normal direction is often along the coastline.

Further, the "normal portion" may have a predetermined length in the horizontal direction orthogonal to the normal direction of the existing wall-shaped structure, and the longitudinal direction and the overall orientation of the "normal portion" may be changed. It does not have to be in the horizontal direction orthogonal to the normal direction of the existing wall-like structure.

The normal portion may be a rod-shaped steel material whose longitudinal direction is a horizontal direction orthogonal to the normal direction of the existing wall-shaped structure.

The rod-shaped steel material may be configured to be connected to the existing wall-shaped structure via a connecting steel plate in which one surface is in contact with the back surface.

The rod-shaped steel material may be a steel material having an H-shaped cross section.

There are a plurality of the rod-shaped steel materials, and among the plurality of the rod-shaped steel materials, a flat plate-shaped concrete member is provided between the rod-shaped steel materials adjacent to each other in the normal direction, and the flat plate-shaped concrete member is a member. The flat plate-shaped concrete member may be connected to the rod-shaped steel material sandwiching the flat concrete member in the normal direction.

The reinforcing portion has a predetermined length in the vertical direction, and has a vertical portion provided so that the lower end thereof is located below the lower end of the existing wall-shaped structure. The predetermined length may be configured to be a length that can withstand a force that tends to slide the existing wall-like structure in the horizontal direction by a design horizontal load.

Here, the "vertical portion" has a predetermined length in the vertical direction, and the lower end may be located below the lower end of the existing wall-shaped structure, and the "vertical portion" may be in the longitudinal direction or as a whole. Does not have to be in the vertical direction.

The vertical portion is configured to be connected to the normal portion at a position separated from the existing wall-shaped structure by a predetermined distance in a horizontal direction orthogonal to the normal direction of the existing wall-shaped structure. You may.

The vertical portion may be configured to have a predetermined width in the normal direction of the existing wall-shaped structure.

The length of the predetermined width of the vertical portion in the normal direction is substantially the same as the length of the existing wall-like structure in the normal direction, and the length of both ends of the vertical portion in the normal direction is said. The normal direction coordinate position may be configured to substantially coincide with the normal direction coordinate position at both ends of the existing wall-like structure in the normal direction.

The vertical portion may be configured to be a concrete member.

The concrete member may be configured to include a steel material connected to the straight portion.

The concrete member may be configured to be a precast concrete member.

The vertical portion may be configured to be a steel material.

The vertical portion and the vertical portion may be configured to be integrally connected before being carried into the site.

The existing wall-like structure may be an existing embankment body.

The construction method for constructing the reinforcing structure of the existing wall-shaped structure according to the present invention is a construction method for constructing a reinforcing structure of the existing wall-shaped structure in which the existing wall-shaped structure having the main wall portion is reinforced by the reinforcing portion. The calculation process for calculating the design horizontal load of the existing wall-like structure and the external force in the horizontal direction of the wall surface of the main wall portion so that the entire reinforcing portion can be arranged in the area below the ground. An excavation step of excavating a predetermined range of soil on the back side, which is the wall surface opposite to the wall surface on which the In addition, one end of the straight portion of the reinforcing portion having a predetermined length capable of resisting a resistance moment for overturning the existing wall-shaped structure by the design horizontal load calculated by the calculation step. The reinforcing portion mounting step of mounting the existing wall-shaped structure so that the predetermined length faces the horizontal direction orthogonal to the normal direction of the existing wall-like structure, and the entire reinforcing portion mounted in the reinforcing portion mounting step are backfilled. It is a method of constructing a reinforcing structure of an existing wall-like structure, which comprises a backfilling step of backfilling the hole provided in the excavation step so as to be located in a region below the ground.

When backfilling the hole in the backfilling step, the hole may be backfilled only with soil, or all or part of it may be backfilled with something other than soil (for example, concrete).

In the method for constructing a reinforcing structure of an existing wall-shaped structure, a raising step of adding a raising portion for increasing the wall height is provided at the top end of the main wall portion, and the calculation step includes the raising portion. It may be configured as a step of calculating the design horizontal load of the existing wall-shaped structure.

In the method for constructing the reinforcing structure of the existing wall-shaped structure, the reinforcing portion has a vertical portion, and the vertical portion makes the existing wall-shaped structure horizontal by the design horizontal load calculated by the calculation step. Even if it is configured so that it has a length that can resist the force to slide in the vertical direction and the lower end is provided so as to be located below the lower end of the existing wall-like structure. Good.

According to the present invention, the existing wall-shaped structure is reinforced so as to be able to withstand horizontal external forces exceeding the assumption at the time of completion of the wall-shaped structure in a manner that is not easily restricted by securing the above-ground space on the back side. Reinforcing structures and methods of construction thereof can be provided.

A perspective view showing a reinforcing structure 10 of an existing wall-shaped structure according to a first embodiment of the present invention. Vertical sectional view showing the reinforcing structure 10 of the existing wall-shaped structure according to the first embodiment of the present invention (cross-sectional view cut along the vertical plane orthogonal to the normal direction (FIG. II-II sectional view of FIG. 1)). Perspective view schematically showing the state of the existing embankment body 12 before constructing the reinforcing structure 10. A perspective view schematically showing a typical step when constructing the reinforcing structure 10 according to the first embodiment. A perspective view schematically showing a typical step when constructing the reinforcing structure 10 according to the first embodiment. A perspective view schematically showing a typical step when constructing the reinforcing structure 10 according to the first embodiment. A perspective view schematically showing a typical step when constructing the reinforcing structure 10 according to the first embodiment. A perspective view showing a reinforcing structure 30 of an existing wall-shaped structure according to a second embodiment of the present invention. Vertical sectional view showing the reinforcing structure 30 of the existing wall-shaped structure according to the second embodiment of the present invention (cross-sectional view cut along the vertical plane orthogonal to the normal direction (IX-IX line sectional view of FIG. 8)). A perspective view showing a raised levee body 100 constructed by using the current construction method (conventional construction method) in which concrete is newly cast to increase the height of the existing levee body. Vertical cross-sectional view showing the raised bank body 100 constructed by using the conventional method (cross-sectional view cut at a vertical plane orthogonal to the normal direction (XI-XI line cross-sectional view of FIG. 10)). A perspective view showing a reinforcing structure 34 of an existing wall-shaped structure according to a third embodiment of the present invention. A perspective view showing a reinforcing structure 40 of an existing wall-shaped structure according to a fourth embodiment of the present invention. A perspective view showing a reinforcing structure 50 of an existing wall-shaped structure according to a fifth embodiment of the present invention. A perspective view showing a reinforcing structure 60 of an existing wall-shaped structure according to a sixth embodiment of the present invention.

Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. In the embodiment described below, the existing wall-shaped structure to be reinforced is the existing embankment body 12 in the first, third to sixth embodiments, and the existing embankment body 32 in the second embodiment. The existing wall-like structure targeted by the present invention is not limited to existing embankments such as seawalls.

(1) First Embodiment (1-1) Configuration and action and effect of the first embodiment FIG. 1 shows a reinforcing structure 10 of an existing wall-shaped structure according to the first embodiment of the present invention (hereinafter, simply “reinforcing structure”). It is a perspective view which shows 10 ”. The existing wall-like structure to be reinforced in the first embodiment is the existing embankment body 12. The reinforcing structure 10 and the existing embankment body 12 extend in a row in the normal direction of the existing embankment body 12 (hereinafter, may be simply referred to as “normal direction”). Only a predetermined length range (one block of the existing embankment body 12) is described in the line direction. Further, the reinforcing portion 14 of the reinforcing structure 10 is provided in the area below the ground 92 (see FIG. 2) as a whole, but for the sake of easy understanding of the illustration, the reinforcing portion 14 (plumb bob) is shown in FIG. The part 16 and the vertical part 18) are drawn in a bare state not covered with the soil 90.

FIG. 2 is a vertical cross-sectional view showing a reinforcing structure 10 of the existing wall-shaped structure according to the first embodiment of the present invention (cross-sectional view taken along a vertical plane orthogonal to the normal direction (cross-sectional view taken along line II-II of FIG. 1). Figure)). In order to explain the action and effect of the reinforcing structure 10 according to the first embodiment, FIG. 2 schematically shows a horizontal external force F, a passive earth pressure P, and the like.

As shown in FIGS. 1 and 2, the reinforcing structure 10 according to the first embodiment includes an existing embankment body 12 and a reinforcing portion 14.

The existing embankment body 12 is a wall-like structure capable of resisting an external force in the horizontal direction, and specific examples thereof include a tide embankment provided along a water area. When the existing embankment body 12 is a tide embankment, the external force in the horizontal direction may include an external force due to a tsunami, an external force due to a storm surge, and the like. However, as described above, the existing wall-shaped structure targeted by the present invention is not limited to the existing wall-shaped structure such as a seawall, and the existing wall-shaped structure targeted by the present invention includes soil. Retaining walls that receive lateral pressure are also included.

The existing levee body 12 does not have a raised portion, and the existing levee body 12 is a levee body main wall portion 12X as a whole.

As the existing embankment body 12, it is assumed that the embankment body is made of a concrete-based material such as reinforced concrete. In the following, it is assumed that the material of the existing embankment body 12 is a concrete-based material. The material of the existing wall-like structure to which the present invention is applied is not particularly limited, and even a material such as steel can be applied.

The length of one block of the existing levee body 12 in the normal direction is usually about 5 to 10 m, and a joint material is usually provided between the blocks of the existing levee body 12. However, the length in the normal direction of one block of the existing embankment body 12 to which the present invention is applied is not limited to this.

The existing embankment body 12 to be applied is preferably a height of about 3 to 5 m in consideration of workability, economic efficiency, etc., but the height of the existing embankment body 12 is less than 3 m. It is also applicable even if the height of the existing bank body 12 is higher than 5 m, and the height of the existing bank body 12 to be applied is not particularly limited.

In the following, among the wall surfaces of the existing embankment body 12 (that is, the main wall portion 12X of the embankment body), the wall surface on which the external force due to the assumed tsunami or storm surge acts may be described as the outer surface 12A, and the external force may be described as the outer surface 12A. The wall surface opposite to the acting outer surface 12A may be referred to as the back surface 12B. As will be described later, since one end of the straight portion 16 is attached and fixed to the back surface 12B, the back surface 12B may be a "mounting wall surface" to which one end of the straight portion 16 is attached and fixed. it can.

The reinforcing portion 14 is a portion for improving the resistance force of the existing embankment body 12 to a horizontal external force, and includes two straight portions 16 and a vertical portion 18.

The normal portion 16 is predetermined in the horizontal direction orthogonal to the normal direction of the existing bank body 12 (hereinafter, may be referred to as the normal horizontal direction) in consideration of the design horizontal load of the existing bank body 12 calculated in advance. It has a length, and specifically, it has a predetermined length in the normal horizontal direction that can resist a resistance moment that tries to overturn the existing embankment body 12 by a calculated design horizontal load. .. One end of the straight portion 16 is attached and fixed to the back surface 12B of the existing embankment body 12 via the connecting steel plate 20. Specifically, in the reinforcing structure 10 according to the first embodiment, a rod-shaped steel material having an H-shaped cross section is used for the straight portion 16, and the longitudinal direction of the straight portion 16 is horizontal. It is horizontal. Further, one surface of the connecting steel plate 20 is welded to one end of the straight portion 16 (a rod-shaped steel material having an H-shaped cross section), and the other surface of the connecting steel plate 20 is arranged so as to be in contact with the back surface 12B of the existing bank body 12. In this state, the connecting steel plate 20 is attached to the lower end of the back surface 12B of the existing bank body 12 by bolts and nuts 22.

Further, in the reinforcing structure 10 according to the first embodiment, the normal portions 16 are attached to the vicinity of both ends in the normal direction at the lower end of the back surface 12B of the existing bank body 12 of one block, respectively, and the existing bank of one block. Two normal parts 16 are provided for the body 12, but the number of normal parts 16 attached to the existing bank body 12 of one block is the design horizontal load, the shape and size (height, method) of the existing bank body 12. It may be set as appropriate according to the width in the line direction, etc.) and the situation at the site.

In FIG. 1, as described above, the reinforcing portion 14 (the straight portion 16 and the vertical portion 18) is drawn in a bare state not covered with the soil 90, but in reality, the back surface of the existing bank body 12 is drawn. After the attachment and fixing of the reinforcing portion 14 to the lower end portion of 12B is completed, the reinforcing portion 14 is backfilled with soil 90 or the like so as to cover the entire reinforcing portion 14 from above, and as shown in FIG. The entire portion 16 and the vertical portion 18) are located in the area below the ground 92. When backfilling, it may be backfilled only with soil 90, or all or part of it may be backfilled with something other than soil 90 (for example, concrete).

Since the straight portion 16 has a predetermined length in the horizontal horizontal direction, the horizontal external force F acts on the outer surface 12A of the existing bank body 12 as shown in FIG. 2 by providing the straight portion 16. The arm length L of the resistance moment due to its own weight D with respect to the overturning moment generated at the time can be made significantly longer than the arm length L0 before reinforcement. Therefore, in the reinforcing structure 10 according to the first embodiment, the resistance moment due to its own weight D is efficiently increased, and the resistance force against the horizontal external force F applied to the outer surface 12A of the existing embankment body 12 is efficiently improved. ing.

In this way, the straight portion 16 has a role of lengthening the arm length L of the resistance moment due to its own weight D, so that the straight portion 16 has strength and rigidity capable of fulfilling that role. Configure to.

In the reinforcing structure 10 according to the first embodiment, a rod-shaped steel material having an H-shaped cross section is used for the straight portion 16, but steel materials having different shapes may be used as long as they have the necessary strength and rigidity. Good. Further, the material of the straight portion 16 is not limited to steel as long as it has the necessary strength and rigidity, and may be, for example, a concrete-based material such as reinforced concrete.

As shown in FIGS. 1 and 2, the vertical portion 18 has a predetermined length in the vertical direction in consideration of at least the design horizontal load of the existing bank body 12 calculated in advance, and specifically, it is calculated. It has a predetermined length in the vertical direction that can resist a force that causes the existing bank body 12 to slide in the horizontal direction due to the design horizontal load. Further, the lower end thereof is located below the lower end of the existing embankment body 12. Therefore, when a horizontal external force F acts on the outer surface 12A of the existing levee body 12 and tries to slide the existing levee body 12 in the horizontal direction, a large passive earth pressure P is generated as shown in FIG. resist. Therefore, the reinforcing structure 10 according to the first embodiment efficiently improves the resistance to the horizontal external force F not only from the viewpoint of resistance to the overturning moment but also from the viewpoint of resistance to sliding.

Further, as shown in FIGS. 1 and 2, the vertical portion 18 is connected to the vertical portion 16 at a position separated from the existing embankment body 12 in the horizontal direction by a predetermined distance.

The vertical portion 18 includes a concrete member 18A made of reinforced concrete and a connecting steel material 18B. The vertical portion 18 is connected to the horizontal portion 16 mainly by the connecting steel material 18B. As shown in FIG. 2, the connecting steel material 18B has an H-shaped cross section at one end of which constitutes the horizontal portion 16. It is attached to the lower surface of the steel material by welding at a position separated from the existing bank body 12 in the horizontal direction by a predetermined distance. However, instead of welding, mechanical connection using bolts, nuts, or the like may be used. The shape of the steel material that can be used for the connecting steel material 18B is not particularly limited, but in the first embodiment, a steel material having an H-shaped cross section is used.

As shown in FIG. 1, the vertical portion 18 has a longitudinal direction along the normal direction of the existing bank body 12, and the length in the longitudinal direction is the length in the normal direction of the existing bank body 12. It is substantially the same, and the normal direction coordinate positions of both ends of the vertical portion 18 in the normal direction are positions that substantially coincide with the normal direction coordinate positions of both ends of the existing bank body 12 in the normal direction. The vertical portion 18 has an elongated rectangular shape. For this reason, the vertical portion 18 has a large area of a portion that receives passive earth pressure, and has a large resistance to sliding.

Further, in the first embodiment, the vertical portion 18 is composed of a concrete member, the rigidity of the vertical portion 18 is increased, and the vertical portion 18 is reinforced when a horizontal external force F acts on the outer surface 12A of the existing embankment body 12. The entire structure 10 is likely to behave integrally, and it is less likely that the deformation of a specific portion becomes particularly large. From this point as well, the reinforcing structure 10 according to the first embodiment has a large resistance to the horizontal external force F.

When the vertical portion 18 is made of a concrete member, it may be made of cast-in-place concrete or a precast member. When the vertical portion 18 is composed of a precast member, the vertical portion 16 and the vertical portion 18 are integrally manufactured in advance before being brought into the site, and the vertical portion 16 and the vertical portion 18 are integrally connected. It may be carried to the site and installed in the state.

(1-2) Construction procedure for constructing the reinforcing structure 10 according to the first embodiment The construction procedure for constructing the reinforcing structure 10 according to the first embodiment will be described in steps with reference to the drawings.

FIG. 3 is a perspective view schematically showing a state of the existing embankment body 12 before constructing the reinforcing structure 10, and FIGS. 4 to 7 are representatives when constructing the reinforcing structure 10 according to the first embodiment. It is a perspective view which shows typically the process. The case where the reinforcing structure 10 is constructed by performing the construction on the existing embankment body 12 as shown in FIG. 3 will be described below.

<Step S0>
The same applies to the second to sixth embodiments described later, but first, the design horizontal load of the existing embankment body to be constructed is calculated (design horizontal load calculation step). Such a design horizontal load can be calculated by applying various known calculation methods such as considering the hydrostatic pressure corresponding to the height of the bank body when considering a tsunami or the like.

The timing for calculating the design horizontal load does not necessarily have to be after the existing levee body is constructed, and may be calculated using the one calculated at the time of designing the existing levee body even before the construction.

<Step S1>
In the reinforcing structure 10 according to the first embodiment, since the reinforcing portion 14 is provided so that the entire reinforcing portion 14 (the straight portion 16 and the vertical portion 18) is located in the area below the ground 92, the reinforcement portion 14 is provided as such. As shown in FIG. 4, the soil 90 in a predetermined range on the back surface 12B side of the existing bank body 12 is excavated to a predetermined depth so that the portion 14 can be provided. In FIG. 4, the region of the soil 90 before excavation is shown by a broken line.

The straight portion 16 of the reinforcing portion 14 is arranged so as to face the horizontal direction from the lower end of the back surface 12B of the existing embankment body 12, and the vertical portion 18 is one end portion of the straight portion 16 (with the existing embankment body 12). Is provided below the lower end of the existing bank body 12 so that the lower end thereof is located below the lower end of the existing embankment body 12. Therefore, the hole 70 provided in this step S1 is a shallow hole 70A as shown in FIG. It becomes a stepped hole consisting of a deep hole 70B.

<Step S2>
The members constituting the straight portion 16 are carried to the site, and one end thereof is attached to the lower end portion of the back surface 12B of the existing embankment body 12 via the connecting steel plate 20 as shown in FIG. Here, a steel material having an H-shaped cross section is used as a member constituting the straight portion 16, and a connecting steel plate 20 is attached to one end by welding before being brought into the site, and on the lower surface near the other end. One end of the connecting steel material 18B, which is a steel material having an H-shaped cross section, is attached by welding before being brought into the site. Therefore, it is not necessary to attach the connecting steel plate 20 and the connecting steel material 18B to the steel material having an H-shaped cross section constituting the straight portion 16 at the site.

By attaching the connecting steel plate 20 to the lower end of the back surface 12B of the existing embankment body 12 with bolts, nuts 22 and the like, one end of the straight portion 16 is connected to the lower end of the back surface 12B of the existing embankment body 12 via the connecting steel plate 20. It is attached to the part.

In addition, either one or both of the connecting steel plate 20 and the connecting steel material 18B may be attached to the steel material having an H-shaped cross section constituting the straight portion 16 at the site.

<Step S3>
Place a formwork (not shown) as needed on the excavated surface of the deep hole 70B (the side surface of the deep hole 70B) where the soil 90 was excavated (if the excavated surface (the side surface of the deep hole 70B) can be self-supporting, the mold A frame is not required), and if necessary, a predetermined reinforcing bar (not shown) is placed, concrete is cast, and the vertical portion 18 is constructed as shown in FIG. As shown in FIG. 6, the length of one vertical portion 18 in the normal direction is made to be substantially the same as the length of one block of the existing bank body 12, and between the vertical portions 18 adjacent to each other in the normal direction. The normal direction coordinate position of the joint is made to substantially match the normal direction coordinate position of the joint between the existing embankments 12 adjacent to each other in the normal direction. If necessary, a water blocking joint material (not shown) may be provided at the position of the joint between the vertical portions 18 adjacent to each other in the normal direction.

In addition, a member carried into the site in a state where the vertical portion 16 and the vertical portion 18 are integrally connected may be used. In this case, the connecting steel plate 20 is attached to the lower end portion of the back surface 12B of the existing bank body 12. By attaching with bolts, nuts 22 and the like, the vertical portion 16 and the vertical portion 18 are installed at the same time.

<Step S4>
When the installation of the straight portion 16 and the vertical portion 18 is completed in steps S2 and S3, the soil 90 is backfilled to the height before construction as shown in FIG. As shown in FIG. 7, the reinforcing portion 14 (vertical portion 16 and vertical portion 18) of the reinforcing structure 10 is entirely located below the ground 92 after backfilling and is invisible from the outside. In the area on the back surface 12B side of the existing bank body 12 after construction, the above-ground space has not decreased. When backfilling, it may be backfilled only with soil 90, or all or part of it may be backfilled with something other than soil 90 (for example, concrete).

(2) Second Embodiment FIG. 8 is a perspective view showing a reinforcing structure 30 (hereinafter, may be simply referred to as “reinforcing structure 30”) of the existing wall-shaped structure according to the second embodiment of the present invention. is there. The existing wall-like structure to be reinforced in the second embodiment is the existing embankment body 32. The reinforcing structure 30 and the existing levee body 32 extend continuously in the normal direction, but in FIG. 8, only a predetermined length range (the range of 3 blocks of the existing levee body 32) is shown in the normal direction. ing. Further, in order to clearly indicate the reinforcing portion 14, the leftmost block depicts a state in which step S2 of the construction procedure of the first embodiment described above has been completed, and the middle block also shows step S3. It depicts the completed state.

In FIG. 8, it is assumed that the raised portion 80 is already provided before the reinforcing portion 14 is installed, but the reinforcing portion 14 is installed before the raised portion 80 is installed, and the reinforcing portion 14 is installed. The raised portion 80 may be installed after the installation of the above, or the raised portion 80 may be installed at the same time as the installation of the reinforcing portion 14.

FIG. 9 is a vertical cross-sectional view showing a reinforcing structure 30 of the existing wall-shaped structure according to the second embodiment of the present invention (cross-sectional view cut along a vertical plane orthogonal to the normal direction (IX-IX line cross section of FIG. 8). Figure)). FIG. 9 schematically shows the horizontal external force F, the passive earth pressure P1, and the like.

The existing levee body 12 in the reinforced structure 10 according to the first embodiment was a levee body that was not raised, but the existing levee body 32 used in the reinforced structure 30 according to the second embodiment has a wall height. It is an existing embankment body that is provided with a raised portion 80 to be raised and is raised. Therefore, the design horizontal load applied from the outer surface 12A side is larger than that before the raising, and the existing levee body is likely to require reinforcement.

The existing levee body 32 used in the reinforcing structure 30 according to the second embodiment is an existing levee body in which a raised portion 80 is installed at the top end 12C of the existing levee body 12, and the raised portion 80 is formed from the existing levee body 32. The part excluding the above is the main wall of the embankment body 32X. Since the existing levee body 32 is an existing levee body in which the raised portion 80 is installed at the top end 12C of the existing levee body 12, the levee body main wall portion 32X is the same as the levee body main wall portion 12X.

The raised portion 80 includes a precast concrete panel 82 and a support column 84 fixed to the top end 12C of the existing embankment body 12, and the precast concrete panel 82 is fixed to the support column 84.

Since the reinforcing structure 30 according to the second embodiment is the same as the reinforcing structure 10 according to the first embodiment except that the raised portion 80 is provided, the corresponding members and parts are designated by the same reference numerals. The explanation will be omitted below, and the following will be a comparative explanation with the case where the current general construction method is used to increase the height of the existing embankment by additionally placing concrete.

FIG. 10 is a perspective view showing a raised embankment body 100 constructed by using the current construction method (hereinafter, may be referred to as a conventional construction method) in which concrete is newly cast to increase the height of the existing embankment body. Is. The raised levee body 100 extends continuously in the normal direction, but in FIG. 10, only a predetermined length range (the range of 3 blocks of the existing levee body 12) is shown in the normal direction.

FIG. 11 is a vertical cross-sectional view (cross-sectional view taken along the vertical plane orthogonal to the normal direction (XI-XI line cross-sectional view of FIG. 10)) showing the raised bank body 100 constructed by using the conventional construction method. FIG. 11 schematically shows the horizontal external force F, the passive earth pressure P2, and the like.

Normally, the concrete 102 to be additionally cast is integrally cast, but functionally, the portion located above the top end 12C of the existing embankment body 12 exerts the raising function (raising portion). It is referred to as 102A), and the other portion is a portion for reinforcing the raised portion 102A (referred to as a reinforcing portion 102B).

When using the conventional method of additionally placing concrete, as is clear from FIG. 11, in order to provide the raised portion 102A, it is necessary to provide a much larger reinforcing portion 102B, which is a large amount. Concrete is needed. Further, the reinforcing portion 102B obstructs the above-ground space on the back surface 12B side of the existing embankment body 12.

Further, when the conventional method is used, as is clear from FIG. 11, the arm length L2 when calculating the resistance bending moment by the own weight D2 is not so large as compared with the arm length L02 before reinforcement. The increase in resistance moment due to the conventional method is mainly due to the weight of concrete placed in large quantities. Therefore, the conventional method does not have good reinforcement efficiency.

On the other hand, the arm length L1 (see FIG. 9) in the reinforcing structure 30 according to the second embodiment is significantly longer than the arm length L01 before reinforcement, and the reinforcing structure 30 has a length L1. , The resistance moment can be efficiently increased without relying on the increase of the own weight D1.

Further, when the conventional method is used, as is clear from FIG. 11, the height position of the lower end of the reinforcing portion 102B coincides with the height position of the lower end of the existing embankment body 12, so that the raised embankment body 100 is horizontal. The passive earth pressure P2 generated when trying to slide in the direction is the same as before the additional concrete 102 is placed. Therefore, when the conventional method is used, the reinforcing effect on sliding is mainly due to the weight of the concrete to be cast in a large amount, and the reinforcing efficiency is not good.

On the other hand, in the reinforcing structure 30 according to the second embodiment, the lower end of the vertical portion 18 is located below the lower end of the existing embankment body 12. Therefore, when a horizontal external force F acts on the existing levee body 32 from the outer surface 12A side to slide the existing levee body 12 in the horizontal direction, a large passive earth pressure P1 is generated as shown in FIG. Resist this. Therefore, the reinforcing structure 30 according to the second embodiment efficiently improves the resistance to the horizontal external force F not only from the viewpoint of resistance to the overturning moment but also from the viewpoint of resistance to sliding.

As a procedure for constructing the reinforcing structure 30 according to the second embodiment, the reinforcing portion 14 may be installed after the raised portion 80 is installed, or the reinforcing portion 14 may be installed before installing the raised portion 80. You may. Further, the raised portion 80 may be installed at the same time as the installation of the reinforcing portion 14. Specifically, even if the raising portion 80 is installed before or after performing steps S1 to S4 described in "(1-2) Construction procedure for constructing the reinforcing structure 10 according to the first embodiment". Well, or at any time during steps S1 to S4, the raised portion 80 may be installed.

When the reinforcing structure 30 according to the second embodiment is adopted as a means to raise the existing bank body 12 by 1 m over an extension of 750 m and to reinforce the bank body after the raising against the assumed horizontal external force. When the present inventor estimated the on-site construction period and cost for the case of adopting the conventional construction method (in the case of FIGS. 8 and 9) and the case of adopting the conventional construction method (in the case of FIGS. 10 and 11), the case where the conventional construction method was adopted for the local construction period. Then, it was May, but when the reinforcing structure 30 according to the second embodiment is adopted, it is 2.5 months, and a trial calculation result that a 50% reduction effect can be obtained is obtained, and the cost is Assuming that the case where the conventional method is adopted is 1, the case where the reinforcing structure 30 according to the second embodiment is adopted is 0.9, which is a trial calculation result that a reduction effect of 10% can be obtained.

(3) Third Embodiment FIG. 12 is a perspective view showing a reinforcing structure 34 (hereinafter, may be simply referred to as “reinforcing structure 34”) of the existing wall-shaped structure according to the third embodiment of the present invention. is there. The existing wall-like structure to be reinforced in the third embodiment is the existing embankment body 12. The reinforcing structure 34 and the existing levee body 12 extend continuously in the normal direction, but in FIG. 12, only a predetermined length range (one block of the existing levee body 12) is described in the normal direction. There is. Further, the reinforcing portion 36 of the reinforcing structure 34 is provided in a region of the ground 92 or less as a whole, but for the convenience of making the illustration easier to understand, in FIG. 12, the reinforcing portion 36 (the straight portion 16 and the vertical portion) is provided. 38) is drawn in a bare state not covered with soil 90.

The vertical portion 18 of the reinforcing structure 10 according to the first embodiment has a longitudinal direction along the normal direction of the existing embankment body 12, and the length in the longitudinal direction thereof is the method of the existing embankment body 12. Although the length was substantially the same as the length in the linear direction, the vertical portion 38 in the reinforcing structure 34 according to the third embodiment has a longitudinal direction along the normal direction of the existing embankment body 12, but the longitudinal portion 38 thereof. The length in the direction is shorter than the length in the longitudinal direction of the vertical portion 18 in the reinforcing structure 10 according to the first embodiment, and one vertical portion 38 is provided for each normal portion 16 to reinforce the structure. The portion 36 is composed of two normal portions 16 and two vertical portions 38. Except for this point, the reinforcing structure 34 according to the third embodiment is the same as the reinforcing structure 10 according to the first embodiment. Therefore, the corresponding members and parts are designated by the same reference numerals and the description thereof is omitted in principle. To do.

As shown in FIG. 12, the longitudinal length of the vertical portion 38 in the reinforcing structure 34 according to the third embodiment is shorter than the longitudinal length of the vertical portion 18 in the reinforcing structure 10 according to the first embodiment. Moreover, the total length of the two vertical portions 38 in the longitudinal direction is also shorter than the length of the vertical portion 18 in the reinforcing structure 10 according to the first embodiment.

Therefore, the passive earth pressure that can be received by the reinforcing structure 34 according to the third embodiment is smaller than the passive earth pressure that can be received by the reinforcing structure 10 according to the first embodiment.

However, in the reinforcing structure 34 according to the third embodiment, the total length of the two vertical portions 38 in the longitudinal direction is shorter than the length in the longitudinal direction of the vertical portion 18 in the reinforcing structure 10 according to the first embodiment. Therefore, the reinforcing structure 34 according to the third embodiment is more economical than the reinforcing structure 10 according to the first embodiment.

Therefore, the reinforcing structure 34 according to the third embodiment is a suitable embodiment when the required passive earth pressure is smaller than the passive earth pressure that the reinforcing structure 10 according to the first embodiment can receive.

(4) Fourth Embodiment FIG. 13 is a perspective view showing a reinforcing structure 40 (hereinafter, may be simply referred to as “reinforcing structure 40”) of the existing wall-shaped structure according to the fourth embodiment of the present invention. is there. The existing wall-like structure to be reinforced in the fourth embodiment is the existing embankment body 12. The reinforcing structure 40 and the existing levee body 12 extend continuously in the normal direction, but in FIG. 13, only a predetermined length range (one block of the existing levee body 12) is described in the normal direction. There is. Further, the reinforcing portion 42 of the reinforcing structure 40 is provided in a region of the ground 92 or less as a whole, but for the sake of easy understanding of the illustration, the reinforcing portion 42 (legal portion 16) is shown in FIG. It is drawn in a bare state not covered with soil 90.

In the reinforcing structure 34 according to the third embodiment, the total length of the two vertical portions 38 in the longitudinal direction is shorter than the length in the longitudinal direction of the vertical portion 18 in the reinforcing structure 10 according to the first embodiment. However, in the reinforcing structure 40 according to the fourth embodiment, it is an embodiment in which the vertical portion itself is eliminated by further advancing it. Except for this point, the reinforcing structure 40 according to the fourth embodiment is the same as the reinforcing structure 10 according to the first embodiment and the reinforcing structure 34 according to the third embodiment, so that the corresponding members and parts are the same. In principle, the description will be omitted with reference numerals.

As shown in FIG. 13, the reinforcing structure 40 according to the fourth embodiment has no portion located below the lower end of the existing embankment body 12, and the reinforcing portion 42 is composed of only the straight portion 16. There is.

Therefore, the passive earth pressure that can be received by the reinforcing structure 40 according to the fourth embodiment is different from the passive earth pressure that can be received by the existing bank body 12 before the reinforcing portion 42 (the straight portion 16) is provided. However, the reinforcing effect of passive earth pressure on sliding cannot be expected.

However, since the reinforcing structure 40 according to the fourth embodiment does not have a vertical portion itself, the reinforcing structure 40 according to the fourth embodiment is a reinforcing structure 10 according to the first embodiment and a reinforcement according to the third embodiment. It is more economical than structure 34.

Therefore, the reinforcing structure 40 according to the fourth embodiment is a preferred embodiment when only the reinforcing effect for the resistance moment is required and the reinforcing effect for the passive earth pressure is not required.

(5) Fifth Embodiment FIG. 14 is a perspective view showing a reinforcing structure 50 (hereinafter, may be simply referred to as “reinforcing structure 50”) of an existing wall-shaped structure according to a fifth embodiment of the present invention. is there. The existing wall-like structure to be reinforced in the fifth embodiment is the existing embankment body 12. The reinforcing structure 50 and the existing levee body 12 extend continuously in the normal direction, but in FIG. 14, only a predetermined length range (one block of the existing levee body 12) is described in the normal direction. There is. Further, the reinforcing portion 52 of the reinforcing structure 50 is provided in the area of the ground 92 or less as a whole, but for the convenience of making the illustration easier to understand, in FIG. 14, the reinforcing portion 52 (the straight portion 16 and the straight portion 16 and the straight portion 52) is provided. The concrete member 54) is drawn in a bare state not covered with the soil 90.

In the reinforcing structure 40 according to the fourth embodiment, the reinforcing portion 42 is composed of only two straight portions 16 (steel materials having an H-shaped cross section), and the reinforcing portion 42 has a length component in the normal direction. Since there is almost no rigidity, the reinforcing structure 40 according to the fourth embodiment is a reinforcing mode in which it is difficult to stably exert a reinforcing effect on a resistance moment against a fall when a horizontal external force is applied to the outer surface 12A of the existing bank body 12. Is.

Therefore, in the reinforcing structure 50 according to the fifth embodiment, a flat plate-shaped straight concrete member 54 is added between the two straight portions 16 (steel materials having an H-shaped cross section), and the reinforcing portion 52 is formed by two methods. The straight portion 16 and the straight concrete member 54 are formed to increase the rigidity, and the reinforcing structure 50 according to the fifth embodiment is resistant to overturning when a horizontal external force is applied to the outer surface 12A of the existing bank body 12. This is an embodiment in which the reinforcing effect of the resistance moment is more stably exhibited than in the fourth embodiment. Except for this point, the reinforcing structure 50 according to the fifth embodiment is the same as the reinforcing structure 40 according to the fourth embodiment. Therefore, the corresponding members and parts are designated by the same reference numerals and the description thereof is omitted in principle. To do.

The straight concrete member 54 is a flat plate-shaped reinforced concrete member, and reinforcing bars (not shown) are arranged vertically and horizontally inside the straight reinforced concrete member 54. The straight concrete member 54 may be made of cast-in-place concrete or may be a precast member. Further, in the normal concrete member 54, both ends in the normal direction are sandwiched between the upper and lower flanges of the normal portion 16 (steel material having an H-shaped cross section), respectively, and the normal portion 16 is formed by bolts and nuts (not shown). It is fixed to the upper and lower flanges of (steel material having an H-shaped cross section), and the normal concrete member 54 is connected to the normal portion 16 (steel material having an H-shaped cross section).

Therefore, the reinforcing structure 50 according to the fifth embodiment exerts a more stable reinforcing effect on the resistance moment against overturning when a horizontal external force is applied to the outer surface 12A of the existing embankment body 12 as compared with the fourth embodiment. It's easier to do.

On the other hand, as shown in FIG. 14, the reinforcing structure 50 according to the fifth embodiment has no portion located below the lower end of the existing embankment body 12.

Therefore, the passive earth pressure that can be received by the reinforcing structure 50 according to the fifth embodiment is the same as the passive earth pressure that can be received by the existing embankment body 12 before the reinforcing portion 52 is provided, and the passive earth pressure against sliding is the same. The reinforcing effect by pressure cannot be expected.

Therefore, the reinforcing structure 50 according to the fifth embodiment is a preferred embodiment when only the reinforcing effect for the resistance moment is required and the reinforcing effect for the passive earth pressure is not required.

(6) Sixth Embodiment FIG. 15 is a perspective view showing a reinforcing structure 60 (hereinafter, may be simply referred to as “reinforcing structure 60”) of the existing wall-shaped structure according to the sixth embodiment of the present invention. is there. The existing wall-like structure to be reinforced in the sixth embodiment is the existing embankment body 12. The reinforcing structure 60 and the existing levee body 12 extend continuously in the normal direction, but in FIG. 15, only a predetermined length range (one block of the existing levee body 12) is described in the normal direction. There is. Further, the reinforcing portion 62 of the reinforcing structure 60 is provided in a region of the ground 92 or less as a whole, but for convenience of easy understanding, in FIG. 15, the reinforcing portion 62 (the straight portion 16 and the vertical portion) is provided. 64) is drawn in a bare state not covered with soil 90.

The vertical portion 18 in the reinforcing structure 10 according to the first embodiment is made of a concrete member, but the vertical portion 64 in the reinforcing structure 60 according to the sixth embodiment is made of a steel material having an H-shaped cross section. Except for this point, the reinforcing structure 60 according to the sixth embodiment is the same as the reinforcing structure 10 according to the first embodiment. Therefore, the corresponding members and parts are designated by the same reference numerals and the description thereof is omitted in principle. To do.

In the reinforcing structure 60 according to the sixth embodiment, the side surfaces of the two flange portions of the steel material having an H-shaped cross section constituting the vertical portion 64 form an H-shaped cross section forming the straight portion 16 as shown in FIG. It is welded to the lower surface of the steel material.

In the reinforcing structure 60 according to the sixth embodiment, since the reinforcing portion 62 (the straight portion 16 and the vertical portion 64) is entirely made of steel, the straight portion 16 and the vertical portion 64 of the reinforcing portion 62 are integrated. Since it is lightweight even if it is connected to the site, it is easy to carry it into the site and attach it to the existing bank body 12 even when the straight part 16 and the vertical part 64 are integrally connected. 6 The reinforcing structure 60 according to the embodiment is excellent in workability.

Therefore, the reinforcing structure 60 according to the sixth embodiment is a suitable mode when workability is important.

(7) Supplement The existing embankment body 12 and the reinforcing structure 30 according to the second embodiment described in the drawings used when explaining the reinforcing structures 10, 34, 40, 50 and 60 according to the first, third to sixth embodiments. The existing embankment body 32 described in the drawing used in explaining the above has a shape assuming a embankment body of a seawall, but the subject of the present invention is an existing wall-like structure, and the present invention The application target is not only the seawall, but also specifically, for example, a retaining wall that receives the lateral pressure of the soil.

10, 30, 34, 40, 50, 60 ... Reinforcing structure 12, 32 ... Existing embankment body 12A ... Outer surface 12B ... Back surface (mounting surface)
12C ... Top 12X, 32X ... Bank body main wall 14, 36, 42, 52, 62 ... Reinforcing part 16 ... Straight part 18, 38, 64 ... Vertical part 18A ... Concrete member 18B ... Connecting steel material 20 ... Connecting steel plate 22 ... Bolts and nuts 54 ... Straight concrete member 70 ... Hole 70A ... Shallow hole 70B ... Deep hole 80 ... Raised part 82 ... Precast concrete panel 84 ... Support 90 ... Soil 92 ... Ground 100 ... Raised embankment 102 ... Concrete 102A ... Raised part 102B ... Reinforcement part D, D1, D2 ... Own weight F ... Horizontal external force L, L1, L2 ... Arm length L0, L01, L02 ... Arm length before reinforcement P, P1, P2 ... Working earth pressure

The reinforcing portion has a normal portion having one end fixed to the back surface of the main wall portion and having a predetermined length in a horizontal direction orthogonal to the normal direction of the existing wall-like structure. predetermined length, the length can resist against makes the chromophore at the distal end Mento be trying to overturn the existing wall structure by the design horizontal load, it may be configured to.

The construction method for constructing the reinforcing structure of the existing wall-shaped structure according to the present invention is a construction method for constructing a reinforcing structure of the existing wall-shaped structure in which the existing wall-shaped structure having the main wall portion is reinforced by the reinforcing portion. The calculation process for calculating the design horizontal load of the existing wall-like structure and the external force in the horizontal direction of the wall surface of the main wall portion so that the entire reinforcing portion can be arranged in the area below the ground. An excavation step of excavating a predetermined range of soil on the back side, which is the wall surface opposite to the wall surface on which the to the end of the law straight portion of said calculating step said reinforcing portion having a predetermined length that can be resistant to makes the chromophore at the distal end Mento be trying to overturn the existing wall structure by the design horizontal load calculated by After backfilling, the reinforcing portion mounting step of mounting the predetermined length so as to face the horizontal direction orthogonal to the normal direction of the existing wall-shaped structure and the entire reinforcing portion mounted in the reinforcing portion mounting step are backfilled. It is a method of constructing a reinforcing structure of an existing wall-like structure, which comprises a backfilling step of backfilling the hole provided in the excavation step so as to be located in a region below the ground.

The normal portion 16 is predetermined in the horizontal direction orthogonal to the normal direction of the existing bank body 12 (hereinafter, may be referred to as the normal horizontal direction) in consideration of the design horizontal load of the existing bank body 12 calculated in advance. has a length, specifically, the design horizontal load calculated with a predetermined length that can be resistant to makes the chromophore at the distal end Mento be trying to overturn the existing embankment 12 the law straight horizontal direction There is. One end of the straight portion 16 is attached and fixed to the back surface 12B of the existing embankment body 12 via the connecting steel plate 20. Specifically, in the reinforcing structure 10 according to the first embodiment, a rod-shaped steel material having an H-shaped cross section is used for the straight portion 16, and the longitudinal direction of the straight portion 16 is horizontal. It is horizontal. Further, one surface of the connecting steel plate 20 is welded to one end of the straight portion 16 (a rod-shaped steel material having an H-shaped cross section), and the other surface of the connecting steel plate 20 is arranged so as to be in contact with the back surface 12B of the existing bank body 12. In this state, the connecting steel plate 20 is attached to the lower end of the back surface 12B of the existing bank body 12 by bolts and nuts 22.

Claims (21)

A reinforcing structure of an existing wall-like structure having a main wall portion and a reinforcing portion, wherein the existing wall-shaped structure is reinforced by the reinforcing portion.
The reinforcing portion is attached to the back surface of the wall surface of the main wall portion, which is a wall surface opposite to the wall surface on which an external force acts in the horizontal direction, and the entire reinforcing portion is in an area below the ground. A reinforcing structure of an existing wall-like structure characterized by being provided. The reinforcing structure of the existing wall-shaped structure according to claim 1, wherein the existing wall-shaped structure is formed by adding a raised portion for increasing the wall height to the top end of the main wall portion. The raised portion includes a precast concrete panel and a support column fixed to the top end of the main wall portion, and the precast concrete panel is fixed to the support column. Reinforcement structure of the existing wall-like structure according to 2. The reinforcing portion has a normal portion having one end fixed to the back surface of the main wall portion and having a predetermined length in a horizontal direction orthogonal to the normal direction of the existing wall-like structure. The existing wall according to any one of claims 1 to 3, wherein the predetermined length is a length capable of resisting a resistance moment for overturning the existing wall-like structure by a design horizontal load. Reinforced structure of the shape structure. The reinforcing structure of the existing wall-shaped structure according to claim 4, wherein the straight portion is a rod-shaped steel material whose longitudinal direction is a horizontal direction orthogonal to the normal direction of the existing wall-shaped structure. .. The existing wall-shaped structure according to claim 5, wherein the rod-shaped steel material is connected to the existing wall-shaped structure via a connecting steel plate in which one surface is in contact with the back surface. Reinforced structure. The reinforcing structure of the existing wall-shaped structure according to claim 5 or 6, wherein the rod-shaped steel material is a steel material having an H-shaped cross section. There are a plurality of the rod-shaped steel materials, and among the plurality of the rod-shaped steel materials, a flat plate-shaped concrete member is provided between the rod-shaped steel materials adjacent to each other in the normal direction.
The existing wall-like structure according to any one of claims 5 to 7, wherein the flat plate-shaped concrete member is connected to the rod-shaped steel material that sandwiches the flat plate-shaped concrete member in the normal direction. Reinforcement structure of the body. The reinforcing portion has a predetermined length in the vertical direction, and has a vertical portion provided so that the lower end is located below the lower end of the existing wall-shaped structure.
The predetermined length of the vertical portion is a length capable of resisting a force for sliding the existing wall-like structure in the horizontal direction by a design horizontal load, according to claims 4 to 8. Reinforcing structure of the existing wall-like structure described in any one. The vertical portion is characterized in that it is connected to the normal portion at a position separated from the existing wall-shaped structure by a predetermined distance in a horizontal direction orthogonal to the normal direction of the existing wall-shaped structure. The reinforcing structure of the existing wall-like structure according to claim 9. The reinforcing structure of the existing wall-shaped structure according to claim 9 or 10, wherein the vertical portion has a predetermined width in the normal direction of the existing wall-shaped structure. The length of the predetermined width of the vertical portion in the normal direction is substantially the same as the length of the existing wall-like structure in the normal direction, and the length of both ends of the vertical portion in the normal direction is said. The existing wall-like structure according to claim 11, wherein the normal-direction coordinate position substantially coincides with the normal-direction coordinate position at both ends of the existing wall-like structure. Reinforced structure. The reinforcing structure of an existing wall-shaped structure according to any one of claims 9 to 12, wherein the vertical portion is a concrete member. The reinforcing structure of an existing wall-shaped structure according to claim 13, wherein the concrete member contains a steel material connected to the straight portion. The reinforcing structure of an existing wall-shaped structure according to claim 13 or 14, wherein the concrete member is a precast concrete member. The reinforcing structure of an existing wall-shaped structure according to any one of claims 9 to 12, wherein the vertical portion is a steel material. The reinforcing structure of an existing wall-like structure according to claim 15 or 16, wherein the vertical portion and the vertical portion are integrally connected before being carried into the site. The reinforcing structure of the existing wall-shaped structure according to any one of claims 1 to 17, wherein the existing wall-shaped structure is an existing embankment. It is a construction method for constructing a reinforcing structure of an existing wall-shaped structure in which an existing wall-shaped structure having a main wall portion is reinforced by a reinforcing portion.
A calculation process for calculating the design horizontal load of the existing wall-like structure, and
Soil in a predetermined range on the back side of the wall surface of the main wall portion, which is the wall surface opposite to the wall surface on which the external force acts in the horizontal direction, so that the entire reinforcing portion can be arranged in the area below the ground. The excavation process of excavating and making holes
Among the parts on the back surface, the part in the hole provided in the excavation step resists the resistance moment that causes the existing wall-like structure to tip over by the design horizontal load calculated by the calculation step. A reinforcing portion mounting step of mounting one end of the normal portion of the reinforcing portion having a predetermined length so that the predetermined length faces in a horizontal direction orthogonal to the normal direction of the existing wall-shaped structure.
A backfilling step of backfilling the hole provided in the excavation step so that the entire reinforcing portion attached in the reinforcing portion mounting step is located in a region below the ground after backfilling.
A method for constructing a reinforcing structure of an existing wall-like structure, which is characterized by having. A raising step of adding a raising portion for increasing the wall height is provided at the top end of the main wall portion, and the calculation step is a step of calculating the design horizontal load of the existing wall-like structure including the raising portion. The method for constructing a reinforcing structure of an existing wall-shaped structure according to claim 19, wherein the structure is reinforced. The reinforcing portion has a vertical portion, and the vertical portion has a length capable of resisting a force for sliding the existing wall-like structure in the horizontal direction by a design horizontal load calculated by the calculation step. Reinforcement of the existing wall-shaped structure according to claim 19 or 20, characterized in that the existing wall-shaped structure is provided in the vertical direction and the lower end is provided so as to be located below the lower end of the existing wall-shaped structure. How to build the structure.

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