JP2025096876A - Earthquake-resistant reinforcement structure - Google Patents

Abstract

To provide an earthquake-resistant reinforcing structure that can prevent punching shear fracture at a joint portion with reasonable reinforcement, even when a cross section of a column or a horizontal member is small or the concrete strength is low, so that the effect of reinforcement by reinforcing walls can be fully demonstrated.SOLUTION: In an earthquake-resistant reinforcement structure in which a reinforcing wall 10 is installed on a vertical structural plane 4 surrounded by neighboring columns 1 and upper and lower horizontal members 2, 3 erected on the columns 1, a reinforcing metal fitting 20 is provided which is installed between an internal corner portion 4A of the vertical structural plane 4 and a corner portion 10A of the reinforcing wall 10 in a state where it is joined to the internal corner portion 4A of the vertical structural plane 4 and the corner portion 10A of the reinforcing wall 10 arranged opposite to the internal corner portion 4A. The reinforcing metal fitting 20 has an L-shaped cross section having a vertical plate portion 21 and a horizontal plate portion 22, and the vertical plate portion 21 is joined to the column 1 with a post-installed anchor 5, and the horizontal plate portion 22 is joined to the horizontal members 2, 3 with a post-installed anchor 6.SELECTED DRAWING: Figure 1

Description

Application for application of Article 30, Paragraph 2 of the Patent Act has been filed. The work will be presented at the 2023 Annual Meeting of the Architectural Institute of Japan (Kinki) held from September 12 to 15, 2023.

The present invention relates to an earthquake-resistant reinforcement structure in which a reinforcing wall is installed on a vertical structural surface surrounded by adjacent columns and horizontal members such as upper and lower beams and flat slabs erected on the columns.

In earthquake-resistant reinforcement structures such as those described above, when an earthquake or other event occurs, stress may be transmitted by the compression struts that arise diagonally in the reinforced wall. In this case, large punching shear stress occurs in the ends of columns and horizontal members that come into contact with the struts. Therefore, when applied to columns and horizontal members with small cross sections or low concrete strength, punching shear failure may occur at the ends of columns and horizontal members before the horizontal strength of the reinforced wall is exerted, which may prevent the reinforcement effect of the reinforced wall from being fully exerted.

Patent Document 1 describes a reinforcement structure in which a reinforced concrete wall (reinforcing member) is built into the inner circumference of the column-beam frame of a building, and the two are joined together integrally so that shear forces generated during an earthquake can be transmitted using only injected and solidified filler material, without the need for anchor bars, and in which lateral restraint reinforcement is applied to at least the column heads of the column-beam frame to increase the strength of the columns against shear forces acting from the reinforcing wall.

Patent No. 3870871

It is therefore conceivable to apply the technology described in Patent Document 1 (lateral restraint reinforcement) to the above-mentioned earthquake-resistant reinforcement structure, but this technology involves wrapping steel plates or carbon fiber around reinforced concrete column members to reinforce them, and as this is irrational and requires construction on surfaces other than the reinforced structural surface of the column member, there is room for improvement in terms of workability. Furthermore, in frames with a small aspect ratio, the punching shear stress generated in the horizontal members also becomes large, making it necessary to reinforce the horizontal members as well, but as horizontal members are generally beams with slabs joined or flat slabs, it is not suitable to apply the technology described in Patent Document 1 (lateral restraint reinforcement).

In light of this situation, the main objective of this invention is to provide a method for preventing punching shear failure at joints through rational reinforcement, even when the cross-sections of columns and horizontal members are small or the concrete strength is low, thereby enabling the reinforcing effect of reinforced walls to be fully demonstrated.

The first characteristic configuration of the present invention is an earthquake-resistant reinforcement structure in which a reinforcing wall is installed on a vertical structural surface surrounded by adjacent columns and upper and lower horizontal members erected on the columns,
A reinforcing metal fitting is provided between the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall arranged opposite to the inside corner portion, and the reinforcing metal fitting is installed between the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall in a state where the reinforcing metal fitting is joined to the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall arranged opposite to the inside corner portion,
The reinforcing metal fitting has an L-shaped cross-section having a vertical plate portion and a horizontal plate portion, the vertical plate portion being joined to the column with a post-installed anchor, and the horizontal plate portion being joined to the horizontal member with a post-installed anchor.

According to this configuration, when a compression strut is generated diagonally on the reinforced wall due to an earthquake or the like, part of the horizontal component of the punching shear stress acting on the end of the column, out of the punching shear stress acting on the end of the column due to the compression strut, is transmitted to the horizontal member by the shear strength of the post-installed anchor that joins the horizontal plate section, and is transmitted to the joint between the column and the horizontal member as the axial force of the horizontal member. This stress transmission reduces the horizontal component of the punching shear stress acting on the end of the column.

In addition, part of the vertical component of the punching shear stress acting on the end of the horizontal member is transmitted to the column by the shear strength of the post-installed anchors that join the vertical plate section, and is transmitted to the joint section mentioned above as the axial force of the column. This type of stress transmission reduces the vertical component of the punching shear stress acting on the end of the horizontal member.

The shear strength of the post-installed anchors, which are effective in transmitting the above-mentioned stress, is proportional to the cross-sectional area of the post-installed anchors driven into the column and horizontal member, so the required shear strength can be easily ensured by adjusting the number and diameter of the post-installed anchors.

For example, when the cross-section of a column or horizontal member is small or the concrete strength is low, L-shaped reinforcing metal fittings can be installed between the inside corner of the vertical structural member and the corner of the reinforcing wall, with the reinforcing metal fittings joined to the column and horizontal member using post-installed anchors with a number and diameter appropriate to ensure the shear strength required for the stress transfer described above, thereby rationally reinforcing the inside corner of the vertical structural member in an optimal state that ensures the necessary shear strength.

By carrying out this type of reinforcement, it is possible to prevent punching shear failure at the ends of columns and horizontal members caused by compression struts during earthquakes, etc.

As a result, even if the cross-section of the columns or horizontal members is small or the concrete strength is low, by implementing the rational reinforcement described above, punching shear failure at the ends of columns or horizontal members caused by compression struts that occurs during earthquakes, etc., can be prevented, and the reinforcing effect of the reinforced wall can be fully demonstrated.

The second characteristic feature of the present invention is that a pair of reinforcing ribs that span the vertical plate portion and the horizontal plate portion are joined to both ends of the reinforcing metal fitting in the out-of-plane direction of the vertical structural plane with a gap wider than the wall thickness of the reinforcing wall.

According to this configuration, the pair of reinforcing ribs can improve the shape retention of the reinforcing metal fitting, which allows appropriate stress transmission by the shear strength of the post-installed anchor via the reinforcing metal fitting in the event of an earthquake or other disaster.
As a result, the shear strength of the post-installed anchor can be optimally demonstrated, and punching shear failure at the ends of columns and horizontal members caused by compression struts during earthquakes, etc. can be more reliably prevented.

Furthermore, for example, if the reinforcing wall is a masonry block wall constructed by piling up concrete blocks, the position of each reinforcing rib can be used as a guide when piling up the concrete blocks.
As a result, workability can be improved when the reinforcing wall is a masonry block wall.

Furthermore, the pair of reinforcing ribs can be used as part of a formwork when mortar or the like is filled between a column or horizontal member and a reinforcing wall to integrate them, and can also be used as an installation guide when setting up the formwork.
As a result, workability can be improved when integrating columns and horizontal members with reinforcing walls using mortar or the like.

The third characteristic configuration of the present invention is that the reinforcing metal fitting is configured to have a two-part structure divided into a pair of divided bodies in the out-of-plane direction of the vertical structural face,
Each of the divided bodies is connected to the pillar or the horizontal member by a plurality of the post-installed anchors.

With this configuration, the reinforcing metal fitting has a two-piece structure divided into a pair of lightweight, easy-to-handle sections, which improves workability when reinforcing the joint between the pillar and horizontal member with the reinforcing metal fitting.

Front view of earthquake-resistant reinforcement structure with reinforcement walls and reinforcement metal fittings on the vertical structure A perspective view of the lower part of the earthquake-resistant reinforcement structure showing the configuration of the reinforcement wall and the reinforcement metal fittings. A perspective view of the upper side of the earthquake-resistant reinforcement structure showing the configuration of the reinforcement wall and the reinforcement metal fittings. Vertical cross-sectional view of the main part showing the structure of the reinforcing metal fittings Horizontal cross-sectional view of the main part showing the structure of the reinforcing metal fittings A front view showing the state in which the reinforcing metal fittings are installed on the vertical structural surface during the reinforcing metal fitting installation process, etc. A front view showing the state in which the bottom block of the reinforcement wall has been stacked during the bottom block stacking process, etc. FIG. 11 is a front view showing a state in which blocks have been stacked up to a first predetermined number of stages in the first to third cloth stacking steps, etc. FIG. 11 is a front view showing a state in which blocks have been stacked up to a second predetermined number of stages in the second and third cloth stacking steps, etc. A front view showing the top block of a reinforced wall stacked during the top block stacking process. FIG. 13 is a horizontal cross-sectional view of a main portion showing the configuration of a reinforcing metal fitting in another embodiment.

Below, an example of a form for implementing the earthquake-resistant reinforcement structure according to the present invention will be described with reference to the drawings.

As shown in FIG. 1, the earthquake-resistant reinforcement structure exemplified in this embodiment is constructed by installing a reinforcing wall 10 on a vertical structural surface 4 surrounded by adjacent reinforced concrete (RC) columns 1, RC beams 2 which are upper horizontal members erected on the adjacent columns 1, and a floor slab 3 which is a lower horizontal member erected on the adjacent columns 1 and a beam (not shown) below the floor slab 3.
The columns 1 and beams 2 are not limited to RC construction, but may be, for example, SRC construction (steel reinforced concrete construction) or S construction (steel frame construction), etc. The horizontal members are not limited to the beams 2 and floor slabs 3, but may be, for example, flat slabs.

As shown in Figures 1 to 3, the reinforcing wall 10 is a block wall constructed by stacking a number of concrete blocks 11 to 15. Of the number of concrete blocks 11 to 15, the first block 11 and the second block 12 are formed into a butterfly shape with both upper and lower end faces concave in a V shape. The third block 13 and the fourth block 14 are formed into a shape with only one upper and lower end faces concave in a V shape. The fifth block 15 is formed into a trapezoid by dividing the first block 11 into two equal parts, left and right. When each block 11 to 15 is adjacent to other blocks 11 to 15 by stacking or the like, it is bonded to the adjacent blocks 11 to 15 with an adhesive such as epoxy resin.
The reinforcing wall 10 is not limited to the concrete blocks 11 to 15, but may be constructed by laying wooden blocks or bricks. Also, it is not limited to a block wall made of concrete blocks 11 to 15 laid in a woven pattern, but may be an RC wall (reinforced concrete wall) or a CLT wall using cross-laminated timber. The shape of the concrete blocks 11 to 15 is not limited to the butterfly shape or trapezoid shape described above, but may be a quadrangle such as a rectangle or a square, or a flat hexagon.

As shown in Figures 2 and 3, through holes 11a and 12a are formed in the horizontal center of the first block 11 and the second block 12, penetrating in the vertical direction. Grooves 11b and 12b are formed on both left and right sides of the first block 11 and the second block 12, which are semicircular in shape when viewed in the vertical direction and extend to both upper and lower end faces. The second block 12 has a slit 12c formed between the through hole 12a and one of the left and right grooves 11b. The third block 13, like the first block 11, has a through hole 13a formed in the horizontal center, and grooves 13b are formed on both left and right sides, which are semicircular in shape when viewed in the vertical direction and extend to both upper and lower end faces. The fourth block 14, like the second block 12, has a through hole 14a formed in the horizontal center, and grooves 14b are formed on both left and right sides, which are semicircular in shape when viewed in the vertical direction and extend to both upper and lower end faces, and a slit 14c is formed between the through hole 14a and one of the left and right grooves 14b. A semicircular first groove 15a is formed on one of the left and right sides of the fifth block 15, which is narrow in vertical width, by dividing the through hole 11a of the first block 11 in half. A second groove 15b similar to the groove 13b of the first block 11 is formed on the other left and right side of the fifth block 15, which is wide in vertical width.

As shown in Figure 10, the reinforcing wall 10 is provided with multiple (ten in this embodiment) vertical wall reinforcements 16 that prevent the wall from collapsing out of its plane. Each vertical wall reinforcement 16 is arranged parallel to the vertical structural face 4 with an interval equivalent to one wide concrete block 11-14. Each vertical wall reinforcement 16 has an upper anchor reinforcement 16A installed on the beam 2, a lower anchor reinforcement 16B installed on the floor slab 3, and multiple vertical reinforcements 16C that are extended and connected from the lower anchor reinforcement 16B to the upper anchor reinforcement 16A.

As shown in FIG. 1, in the earthquake-resistant reinforcement structure illustrated in this embodiment, four reinforcing brackets 20 are provided between the four recessed corners 4A in the vertical structural plane 4 and the corners 10A of the reinforcing wall 10 that are arranged opposite these recessed corners 4A. The reinforcing brackets 20 are installed in a state where they are joined to the recessed corners 4A of the vertical structural plane 4 and the corners 10A of the reinforcing wall 10.

As shown in Figures 2 to 5, each reinforcing bracket 20 is bent and formed into an L-shaped cross section having a vertical plate portion 21 and a horizontal plate portion 22. The vertical plate portion 21 of each reinforcing bracket 20 is joined to the column 1 with multiple (six in this embodiment) post-installed anchors 5 (see Figures 4 to 5). The horizontal plate portion 22 is joined to the upper beam 2 or the lower floor slab 3 or beam with multiple (six in this embodiment) post-installed anchors 6 (see Figures 4 to 5). In other words, each reinforcing bracket 20 is joined to the column 1 and the upper beam 2 or the lower floor slab 3 or beam that form the inside corner portion 4A of the vertical structural face 4 with multiple post-installed anchors 5, 6.

Although not shown in the figure, a positioning member is disposed between each reinforcing bracket 20 and each internal corner 4A of the vertical structural face 4, which positions each reinforcing bracket 20 at a predetermined position between the internal corner 4A of the vertical structural face 4 and the corner 10A of the reinforcing wall 10. The positioning member may be a spacer interposed between the reinforcing bracket 20 and the internal corner 4A of the vertical structural face 4, or a nut screwed into the portion of each post-installed anchor 5, 6 between the reinforcing bracket 20 and the internal corner 4A of the vertical structural face 4.

As shown in Figures 4 and 5, non-shrink mortar 7 is filled between each reinforcing bracket 20 and each corner 4A of the vertical structural face 4.

As shown in Figures 4 and 5, each reinforcing metal fitting 20 is positioned by the above-mentioned positioning member, so that a minimum gap is secured between the corner portion 10A of the reinforcing wall 10 to enable connection to the column 1 and the upper beam 2 or the lower floor slab 3 or beam by the post-installed anchors 5, 6. A pair of reinforcing ribs 23 spanning the vertical plate portion 21 and the horizontal plate portion 22 are welded to both ends of the vertical structural face 4 in the out-of-plane direction. Each reinforcing rib 23 is formed so as to cover and hide the gap secured between the reinforcing metal fitting 20 and the corner portion 10A of the reinforcing wall 10 from the out-of-plane direction of the vertical structural face 4. Each reinforcing metal fitting 20 is joined to the corner portion 10A of the reinforcing wall 10 arranged opposite to it by filling the gap with non-shrink mortar 7 (see Figure 4) between the reinforcing metal fitting 20 and the corner portion 10A of the reinforcing wall 10 arranged opposite to it.

As shown in FIG. 5, the vertical plate portion 21 of each reinforcing bracket 20 has a plurality of through holes 21a (six in this embodiment) that enable connection to the column 1 with a post-installed anchor 5. The plurality of through holes 21a are arranged in two rows in the out-of-plane direction of the vertical structural face 4 and in a predetermined number of rows (three in this embodiment) at regular intervals in the in-plane direction of the vertical structural face 4 in the area facing the corner portion 10A of the reinforcing wall 10 in the vertical plate portion 21.

The horizontal plate portion 22 of each reinforcing bracket 20 has multiple (six in this embodiment) through holes 22a formed therein, which enable connection to the upper beam 2 or the lower floor slab 3 or beam with the post-installed anchors 6. The multiple through holes 22a are arranged in two rows in the out-of-plane direction of the vertical structural face 4, and in a predetermined number of rows (three in this embodiment) at regular intervals in the in-plane direction of the vertical structural face 4, in the area of the horizontal plate portion 22 facing the corner portion 10A of the reinforcing wall 10.

The horizontal plate portion 22 has a predetermined number of through holes 22b (one in this embodiment) through which the wall vertical reinforcement 16 is inserted. The predetermined number of through holes 22b are arranged at the center position of the horizontal plate portion 22 in the out-of-plane direction of the vertical structural face 4.

With the above configuration, as shown in Figures 1 and 4, when a compression strut S is generated on the diagonal of the reinforcing wall 10 due to an earthquake or the like, a part of the horizontal component Q1 of the punching shear stress Q acting on the end of the column 1, out of the punching shear stress Q acting on the end of the column 1, beam 2, or floor slab 3, etc. due to the compression strut S, is transmitted to the beam 2 or floor slab 3, etc. by the shear strength Q1a of each post-installed anchor 6 joining the horizontal plate portion 22 of the reinforcing metal fitting 20, and is transmitted to the joint portion of the column 1 and the beam 2 or floor slab 3, etc. as the axial force of the beam 2 or floor slab 3, etc. As a result of this stress transmission, the horizontal component Q1 of the punching shear stress Q acting on the end of the column 1 is reduced.

In addition, part of the vertical component Q2 of the punching shear stress Q acting on the end of the beam 2 or floor slab 3 is transmitted to the column 1 by the shear strength Q2a of each post-installed anchor 5 joining the vertical plate portion 21 of the reinforcing metal fitting 20, and is transmitted to the joint portion described above as the axial force of the column 1. This stress transmission reduces the vertical component Q2 of the punching shear stress Q acting on the end of the beam 2 or floor slab 3.

The shear strength Q1a, Q2a of each post-installed anchor 5, 6, which is effective in transmitting the above-mentioned stress, is proportional to the cross-sectional area of each post-installed anchor 5, 6 that is driven into the column 1 and beam 2 or floor slab 3, etc., so the required shear strength Q1a, Q2a can be easily ensured by adjusting the number and diameter of each post-installed anchor 5, 6.

For example, when the cross-section of the column 1, beam 2, or floor slab 3 is small or the concrete strength is low, the L-shaped cross-section reinforcing metal fittings 20 can be installed between the inside corner 4A of the vertical structural face 4 and the corner 10A of the reinforcing wall 10 in a state where they are joined to the column 1 and beam 2 or floor slab 3 using post-installed anchors 5, 6 with a number and diameter appropriate to ensure the shear strengths Q1a, Q2a required for the stress transfer described above, thereby rationally reinforcing the inside corner 4A of the vertical structural face 4 to an optimal state where the necessary shear strengths Q1a, Q2a are ensured.

By carrying out this type of reinforcement, punching shear failure at the ends of columns 1, beams 2, floor slabs 3, etc., caused by compression struts S that occur during earthquakes, etc., can be prevented.

As a result, regardless of whether the cross-section of the column 1, beam 2, or floor slab 3 is small or the concrete strength is low, by carrying out the rational reinforcement described above, punching shear failure at the ends of the column 1, beam 2, or floor slab 3 caused by the compression strut S that occurs during earthquakes, etc. can be prevented, and the reinforcing effect of the reinforcing wall 10 can be fully demonstrated.

In addition, each reinforcing metal fitting 20 is provided with the pair of reinforcing ribs 23 described above, which enhances the shape retention of each reinforcing metal fitting 20. This allows appropriate stress transmission by the shear strength Q1a, Q2a of each post-installed anchor 5, 6 via the reinforcing metal fitting 20 in the event of an earthquake or other event.

As a result, the shear strength Q1a, Q2a of each post-installed anchor 5, 6 can be optimally exerted, and punching shear failure at the ends of the column 1, beam 2, or floor slab 3 caused by the compression strut S that occurs during earthquakes, etc. can be more reliably prevented.

Furthermore, when constructing a reinforcing wall 10 on the vertical structural face 4, the position of the reinforcing rib 23 on each reinforcing bracket 20 can be used as an indicator when laying the concrete blocks 11 to 15 on the vertical structural face 4. This improves the ease of construction when laying the concrete blocks 11 to 15 on the vertical structural face 4 to construct the reinforcing wall 10.

Furthermore, the pair of reinforcing ribs 23 on each reinforcing bracket 20 can be used as part of a formwork when constructing the aforementioned foundation 8 on the floor slab 3, or when filling non-shrink mortar 7 between the columns 1 and beams 2 or the floor slab 3 and the reinforcing wall 10 to integrate them, and can also be used as an installation guide when installing such formwork. This improves workability when constructing the foundation 8 on the floor slab 3, or when integrating the columns 1 and beams 2 or the floor slab 3 and the reinforcing wall 10 with non-shrink mortar 7, etc.

The construction method for the earthquake-resistant reinforcement structure exemplified in this embodiment will be explained below with reference to Figures 1 and 4 to 10.

In the construction method of the earthquake-resistant reinforcement structure illustrated in this embodiment, first, as shown in FIG. 6, an anchor construction process is carried out in which the upper anchor bars 16A or the lower anchor bars 16B of each vertical wall reinforcement 16 are constructed at regular intervals (the interval of one wide concrete block 11-14) in the in-plane direction of the vertical structural plane 4 on the beams 2 and floor slab 3 located above and below the vertical structural plane 4.

After each anchor bar 16A, 16B is installed in the anchor bar installation process, a reinforcing bracket installation process is carried out in which reinforcing brackets 20 are installed at each recessed corner portion 4A of the vertical structural face 4 using a plurality of post-installed anchors 5, 6, etc., as shown in Figures 4 to 6.
In addition, in this reinforcing metal fitting installation process, the upper anchor bars 16A or the lower anchor bars 16B are inserted into a predetermined number of through holes 22b formed in the horizontal plate portion 22 of each reinforcing metal fitting 20.

After each reinforcing bracket 20 is installed in the reinforcing bracket installation process, a foundation formation process is carried out in which a foundation 8 is formed using non-shrink mortar across the two reinforcing brackets 20 installed on the lower side of the vertical structural face 4, as shown in Figure 6, which enables the aforementioned concrete blocks 11 to 15 to be laid on the vertical structural face 4.
Although not shown in the drawings, the foundation formation process uses a pair of formwork temporarily installed between the lower reinforcing metal fittings 20 in an orientation that follows the reinforcing ribs 23 of the reinforcing metal fittings 20 installed on the lower side of the vertical structural face 4. Non-shrink mortar is then filled between these formworks and between the reinforcing ribs 23 of each reinforcing metal fitting 20, thereby forming the foundation 8 spanning those reinforcing metal fittings 20.
In other words, in the earthquake-resistant reinforcement structure illustrated in this embodiment, the reinforcing ribs 23 of each reinforcing bracket 20 installed on the lower side of the vertical structural face 4 are configured to also serve as part of the formwork when forming the foundation 8 with non-shrinkage mortar.

After the foundation 8 is formed in the foundation formation process, a first vertical reinforcement addition process is carried out to add vertical reinforcement 16C to each lower anchor reinforcement 16B, as shown in FIG. 7. Then, after adding vertical reinforcement 16C to each anchor reinforcement 16B in the first vertical reinforcement addition process, the vertical reinforcement 16C is inserted into the through holes 13a of the third block 13 described above, and a bottom block stacking process is carried out to stack a predetermined number of third blocks 13 (10 in this embodiment) horizontally in a row on the foundation 8 with the V-shaped recessed end surface facing upward.

After a predetermined number of third blocks 13 are stacked on the base portion 8 in the bottom block stacking process, a first cloth stacking process is carried out in which a predetermined number (nine in this embodiment) of first blocks 11 and a predetermined number (two in this embodiment) of fifth blocks 15 are cloth stacked in a horizontal row on top of the predetermined number of third blocks 13, as shown in Figure 8.
In the first cloth laying process, each first block 11 is placed between adjacent vertical bars 16C with the vertical bars 16C positioned in the grooves 11b of the first blocks 11. Also, each fifth block 15 is placed between the pillar 1 and the vertical bars 16C with the vertical bars 16C positioned in the second grooves 14b of the fifth blocks 15.

After stacking a predetermined number of first blocks 11 and a predetermined number of fifth blocks 15 in the first cloth stacking step, as shown in Figures 8 and 9, a second cloth stacking step is performed in which a predetermined number (10 in this embodiment) of first blocks 11 are stacked in a horizontal row on the predetermined number of first blocks 11 and fifth blocks 15, and a third cloth stacking step is performed in which a predetermined number (9 in this embodiment) of first blocks 11 and a predetermined number (2 in this embodiment) of fifth blocks 15 are stacked in a horizontal row on the predetermined number of first blocks 11 stacked in the second cloth stacking step. These steps are repeatedly performed until the number of stacked levels of the blocks 11, 13, and 15 from the base portion 8 reaches a first predetermined number of levels (14 in this embodiment).
In the second cloth laying step, a predetermined number of first blocks 11 are arranged with the vertical reinforcements 16C inserted through the through holes 11a. The arrangement of the first blocks 11 and the fifth blocks 15 in the third cloth laying step is the same as the arrangement of the first blocks 11 and the fifth blocks 15 in the first cloth laying step.

In the bottom block stacking process and each cloth stacking process described above, each time the number of stacking steps from the base part 8 of blocks 11, 13, and 15 reaches a first predetermined number of steps (five steps in this embodiment), a grout filling process is carried out to fill grout into the through holes 11a, 13a of the first block 11 and the third block 13, and the grooves 11b of the adjacent first block 11 and the grooves 13b of the adjacent third block 13, or the through holes formed by the grooves 11b, 15b of the adjacent first block 11 and the fifth block 15, and a second vertical reinforcement adding process is carried out to add another vertical reinforcement 16C to the existing vertical reinforcement 16C.

Then, as shown in FIG. 9, when the vertical reinforcement 16C added in the second vertical reinforcement adding process reaches and is connected to each of the upper anchor reinforcements 16A, the second block 12 having the above-mentioned slit 12c formed therein is used in place of the first block 11 in the subsequent second cloth laying process, as shown in FIG. 3 and FIG. 10.
This allows each second block 12 to be stacked horizontally in a continuous manner on a predetermined number of first blocks 11 and fifth blocks 15, with the vertical bars 16C inserted through their through holes 12a, and with respect to the vertical bars 16C whose both ends are connected to existing vertical bars 16C and each upper anchor bar 16A.

By repeating the second and third cloth stacking steps, when the number of stacked layers of blocks 11 to 13, 15 from the base portion 8 reaches a second predetermined number, as shown in Figure 10, a top block cloth stacking step is carried out in which a predetermined number (10 in this embodiment) of fourth blocks 14 having the above-mentioned slits 14c formed therein are stacked horizontally in a continuous manner with one end face that is concave in a V-shape facing the bottom, on top of the predetermined number of first blocks 11 and fifth blocks 15 stacked in the third cloth stacking step when the number of stacked layers reaches the first predetermined number.
This allows each fourth block 14 to be stacked horizontally in a continuous manner on a predetermined number of first blocks 11 and fifth blocks 15, with the vertical bars 16C inserted through their through holes 14a, and with respect to the vertical bars 16C whose both ends are connected to the existing vertical bars 16C and the upper anchor bars 16A.

After a predetermined number of fourth blocks 14 are laid in the top block laying process, a final grout filling process is carried out in which grout is filled from the through holes 14a of the fourth block 14 and the through holes formed by the grooves 14b of the adjacent fourth blocks 14 to the through holes 11a, 13a of the first block 11 and the third block 13, and the grooves 11b of the adjacent first block 11 and the grooves 13b of the adjacent third block 13, or through the through holes formed by the grooves 11b, 15b of the adjacent first block 11 and the fifth block 15.

Once the grout filling in the final grout filling process has been completed, as shown in Figure 1, a mortar filling process is carried out in which non-shrink mortar 7 is filled into the gaps between each of the stacked blocks 11 to 15 and the adjacent columns 1 on either side of them, and into the gap between the topmost fourth block 14 and the adjacent beam 2 directly above it, thereby connecting each of the stacked blocks 11 to 15 to the adjacent columns 1 and beams 2 and each reinforcing bracket 20.
This makes it possible to construct an earthquake-resistant reinforcement structure in which a reinforcing wall 10 made of a block wall is installed on a vertical structural plane 4 surrounded by adjacent columns 1, the upper and lower beams 2 spanning these columns 1, and a floor slab 3.
Although not shown in the drawings, in the mortar filling step, a pair of formwork is used, which is temporarily installed between the upper and lower reinforcing metal fittings 20 and between the upper reinforcing metal fittings 20, in a position that follows the reinforcing ribs 23 of the reinforcing metal fittings 20 installed at each inside corner 4A of the vertical structural face 4. Then, non-shrink mortar 7 is filled between these formworks and between the reinforcing ribs 23 of each reinforcing metal fitting 20.
In other words, in the earthquake-resistant reinforcement structure illustrated in this embodiment, the reinforcing ribs 23 of the reinforcing fittings 20 installed at each inside corner 4A of the vertical structural face 4 are configured to also serve as part of the formwork when integrating each of the laid-out blocks 11 to 15 to the adjacent columns 1 and beams 2 with non-shrink mortar 7.

[Another embodiment]
Another embodiment of the present invention will now be described.

As the reinforcing bracket 20, as shown in Figure 11, it may be configured as a two-part structure divided into a pair of partitions 20A, 20B in the out-of-plane direction of the vertical structural face 4, and each of the partitions 20A, 20B may be joined to the column 1, beam 2 or floor slab 3 with a plurality of post-installed anchors 5, 6.
According to this configuration, each reinforcing bracket 20 has a two-piece structure divided into a pair of lightweight, easy-to-handle sections 20A, 20B, thereby improving workability when reinforcing the joint between the column 1 and the beam 2 or floor slab 3 with the reinforcing bracket 20.

1 Column 2 Beam (horizontal member)
3. Floor slab (horizontal member)
4 Vertical structural face 4A Corner portion 5 Post-installed anchor 6 Post-installed anchor 10 Reinforcement wall 10A Corner portion 20 Reinforcement metal fitting 20A Division body 20B Division body 21 Vertical plate portion 22 Horizontal plate portion 23 Reinforcement rib

Claims (3)

A seismic reinforcement structure in which a reinforcing wall is installed on a vertical structural surface surrounded by adjacent columns and upper and lower horizontal members erected on the columns,
A reinforcing metal fitting is provided between the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall arranged opposite to the inside corner portion, and the reinforcing metal fitting is installed between the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall in a state where the reinforcing metal fitting is joined to the inside corner portion of the vertical structural surface and the corner portion of the reinforcing wall arranged opposite to the inside corner portion,
The reinforcing metal fitting has an L-shaped cross section having a vertical plate portion and a horizontal plate portion, the vertical plate portion being joined to the column with a post-installed anchor, and the horizontal plate portion being joined to the horizontal member with a post-installed anchor, forming an earthquake-resistant reinforcement structure. The earthquake-resistant reinforcement structure described in claim 1, in which a pair of reinforcing ribs spanning the vertical plate portion and the horizontal plate portion are joined to both ends of the reinforcing metal fitting in the out-of-plane direction of the vertical structural face with a gap wider than the wall thickness of the reinforcing wall. The reinforcing metal fitting is configured to have a two-part structure divided into a pair of partitions in the out-of-plane direction of the vertical structural face,
3. The earthquake-resistant reinforcement structure according to claim 1, wherein each of the divided bodies is joined to the column or the horizontal member by a plurality of the post-installed anchors.

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