Earthquake-resistant reinforcing structure

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

Technical Field

[0001] The present invention relates to a seismic reinforcement structure in which a reinforcement wall is installed on a vertical surface surrounded by adjacent columns and horizontal members such as upper and lower beams and flat slabs erected on the columns.

Background Art

[0002] In the seismic reinforcement structure as described above, when an earthquake or the like occurs, stress may be transmitted by a compression strut generated on the diagonal line of the reinforcement wall. In this case, a large punching shear stress is generated at the end of the column or horizontal member in contact with the strut. Therefore, when applied to a case where the cross section of the column or horizontal member is small or the concrete strength is low, punching shear failure may occur at the end of the column or horizontal member before the horizontal bearing capacity of the reinforcement wall is exerted, and as a result, the reinforcement effect by the reinforcement wall may not be sufficiently exerted.

[0003] Here, Patent Document 1 describes a structure in which a reinforced concrete reinforcement wall (reinforcement member) is incorporated inside the inner circumference of a building column-beam structure, and they are integrally joined so as to be able to transmit the shear force generated during an earthquake only by the filling material that is injected and solidified without interposing anchor bars, and lateral restraint reinforcement for increasing the bearing capacity of the column against the shear force acting from the reinforcement wall is provided at least at the column head of the column-beam structure.

Prior Art Documents

Patent Documents

[0004]

Patent Document 1

Summary of the Invention

Problems to be Solved by the Invention

[0005] Therefore, in the aseismic reinforcement structure described above, it is conceivable to apply the technique (lateral restraint reinforcement) described in Patent Document 1. However, this technique involves winding a steel plate or carbon fiber around a column member made of reinforced concrete for reinforcement, and it is unreasonable because construction is also required for surfaces other than the reinforcement surface of the column member, so there is room for improvement in terms of workability. Also, in a structure with a small aspect ratio of the structure, the punching shear stress generated in the horizontal member also increases, so it is necessary to reinforce the horizontal member as well. However, since the horizontal member is generally a beam with a slab joined or a flat slab, etc., it is not suitable for applying the technique (lateral restraint reinforcement) described in Patent Document 1.

[0006] In view of this actual situation, the main problem of the present invention is to be able to prevent punching shear failure at the joint by reasonable reinforcement even when the cross-section of the column or horizontal member is small or the concrete strength is low, and to be able to fully exhibit the reinforcement effect by the reinforcement wall.

Means for Solving the Problems

[0007] The first characteristic configuration of the present invention is an aseismic reinforcement structure in which a reinforcement wall is installed on a vertical surface surrounded by adjacent columns and upper and lower horizontal members erected on the columns, reinforcement fittings are provided between the corner portion of the vertical surface and the corner portion of the reinforcement wall arranged opposite to the corner portion of the vertical surface in a joined state, the reinforcement fittings have an L-shaped cross-section having a vertical plate portion and a horizontal plate portion, the vertical plate portion is joined to the column by post-construction anchors, and the horizontal plate portion is joined to the horizontal member by post-construction anchors.

[0008] According to this configuration, when a compression strut is generated on the diagonal of the shear wall due to an earthquake or the like, a part of the horizontal component of the punching shear stress acting on the end of the column or the horizontal member (such as a beam or a flat slab) by the compression strut is transmitted to the horizontal member by the shear resistance of the post-installed anchor after joining the horizontal plate portion, and is transmitted to the joint portion of the column and the horizontal member as the axial force of the horizontal member. And by such stress transmission, the horizontal component of the punching shear stress acting on the end of the column is reduced.

[0009] Also, a 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 resistance of the post-installed anchor after joining the vertical plate portion, and is transmitted to the joint portion described above as the axial force of the column. And by such stress transmission, the vertical component of the punching shear stress acting on the end of the horizontal member is reduced.

[0010] And since the shear resistance of the post-installed anchor effective for the above stress transmission is proportional to the cross-sectional area of the post-installed anchor cast in the column and the horizontal member, by adjusting the number and diameter of the post-installed anchor, the required shear resistance can be easily ensured.

[0011] Thereby, for example, when the cross-section of the column or the horizontal member is small or the concrete strength is low, the L-shaped reinforcing metal fitting is joined to the column and the horizontal member using post-installed anchors with a number and diameter suitable for ensuring the shear resistance required for the above stress transmission, and installed between the inside corner of the vertical surface and the corner of the shear wall, so that the inside corner of the vertical surface can be reasonably reinforced to a suitable state where the required shear resistance is ensured.

[0012] And by performing such reinforcement, it is possible to prevent punching shear failure at the ends of columns and horizontal members caused by compression struts generated during an earthquake or the like.

[0013] As a result, regardless of whether the cross-sections of columns and horizontal members are small or the concrete strength is low, by performing the above-described rational reinforcement, it is possible to prevent punching shear failure at the ends of columns and horizontal members caused by compression struts generated during earthquakes or the like, and the reinforcement effect by the reinforcement wall can be sufficiently exerted.

[0014] The second characteristic configuration of the present invention is that on both end sides in the out-of-plane direction of the vertical plane of the reinforcing fitting, a pair of reinforcing ribs extending over the vertical plate portion and the horizontal plate portion are joined with an interval wider than the wall thickness of the reinforcing wall.

[0015] According to this configuration, the shape retention of the reinforcing fitting can be enhanced by the pair of reinforcing ribs. Thereby, when an earthquake or the like occurs, stress transmission can be appropriately performed by the shear resistance of the post-construction anchor via the reinforcing fitting. As a result, the shear resistance of the post-construction anchor can be preferably exerted, and punching shear failure at the ends of columns and horizontal members caused by compression struts generated during earthquakes or the like can be more reliably prevented.

[0016] Further, for example, when the reinforcing wall is a block wall of a built-up structure constructed by stacking concrete blocks, the positions of the respective reinforcing ribs can be used as an index when stacking the concrete blocks. As a result, the workability when the reinforcing wall is a block wall of a built-up structure can be improved.

[0017] Furthermore, the pair of reinforcing ribs can be used as a part of a formwork when filling mortar or the like between a column or a horizontal member and the reinforcing wall to integrate them, and can be used as an installation standard when installing the formwork. As a result, the workability when integrating a column and a horizontal member with a reinforcing wall using mortar or the like can be improved.

[0018] The third characteristic configuration of the present invention is that the reinforcing fitting is configured in a two-part structure that is divided into a pair of divided bodies in the out-of-plane direction of the vertical plane. Each of the divided bodies is joined to the column or the horizontal member by a plurality of the post-construction anchors.

[0019] According to this configuration, since the reinforcing fitting has a two-part structure divided into a pair of lightweight and easy-to-handle divided bodies, the workability when reinforcing the joint portion between the column and the horizontal member with the reinforcing fitting can be improved.

Brief Description of the Drawings

[0020]

Figure 1

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Embodiments for Carrying Out the Invention

[0021] Hereinafter, an example of a form for implementing the seismic reinforcement structure according to the present invention will be described with reference to the drawings.

[0022] As shown in FIG. 1, the seismic reinforcement structure exemplified in this embodiment includes adjacent columns 1 of RC construction (reinforced concrete construction), an upper horizontal member, i.e., a beam 2 of RC construction, erected between the adjacent columns 1, and a vertical surface 4 surrounded by a floor slab 3, which is a lower horizontal member erected between the adjacent columns 1, and a beam (not shown) below it. A reinforcement wall 10 is installed on the vertical surface 4. Note that the columns 1 and the beams 2 are not limited to RC construction, and may be, for example, SRC construction (steel-reinforced concrete construction) or S construction (steel construction). The horizontal members are not limited to the beams 2 and the floor slab 3, and may be, for example, flat slabs.

[0023] As shown in FIGS. 1 to 3, the reinforcement wall 10 is a block wall constructed by stacking a number of concrete blocks 11 to 15. Among the number of concrete blocks 11 to 15, the first block 11 and the second block 12 are formed in a butterfly shape in which both upper and lower end faces are recessed in a V shape. The third block 13 and the fourth block 14 are formed in a shape in which only one of the upper and lower end faces is recessed in a V shape. The fifth block 15 is formed in a trapezoid obtained by bisecting the first block 11 in the left-right direction. When each of the blocks 11 to 15 is adjacent to other blocks 11 to 15 by stacking or the like, it is adhered to the adjacent blocks 11 to 15 with an adhesive such as epoxy resin. Note that the reinforcement wall 10 is not limited to the concrete blocks 11 to 15, and may be constructed by stacking wooden blocks, bricks, or the like. Further, it is not limited to a block wall formed by stacking the concrete blocks 11 to 15, and may be an RC wall (reinforced concrete wall) or a CLT wall using a cross-laminated timber. The shapes of the concrete blocks 11 to 15 are not limited to the aforementioned butterfly shape and trapezoid, and may be quadrilaterals such as rectangles and squares, or flat hexagons.

[0024] As shown in FIGS. 2 to 3, through holes 11a and 12a penetrating in the vertical direction are formed in the central portions in the horizontal direction of the first block 11 and the second block 12. Groove portions 11b and 12b having a semicircular shape in a top-down view and extending over both upper and lower end faces are formed on both left and right side surfaces of the first block 11 and the second block 12. A slit 12c extending over the through hole 12a and one of the left and right groove portions 11b is formed in the second block 12. The third block 13, similar to the first block 11, has a through hole 13a formed in the central portion in the horizontal direction, and groove portions 13b having a semicircular shape in a top-down view and extending over both upper and lower end faces are formed on both left and right side surfaces. The fourth block 14, similar to the second block 12, has a through hole 14a formed in the central portion in the horizontal direction, groove portions 14b having a semicircular shape in a top-down view and extending over both upper and lower end faces are formed on both left and right side surfaces, and a slit 14c extending over the through hole 14a and one of the left and right groove portions 14b is formed. A first groove portion 15a having a semicircular shape that bisects the through hole 11a of the first block 11 left and right is formed on one of the left and right side surfaces of the fifth block 15 with a narrow vertical width. A second groove portion 15b similar to the groove portion 13b of the first block 11 is formed on the other of the left and right side surfaces of the fifth block 15 with a wide vertical width.

[0025] As shown in FIG. 10, the reinforcing wall 10 is provided with a plurality (ten in this embodiment) of wall vertical bars 16 for preventing the wall from falling outward. Each wall vertical bar 16 is arranged in parallel to the vertical plane 4 with an interval corresponding to the width of one of the wide-width concrete blocks 11 to 14. Each wall vertical bar 16 has an upper anchor bar 16A constructed on the beam 2, a lower anchor bar 16B constructed on the floor slab 3, and a plurality of longitudinal bars 16C that are spliced and connected so as to extend from the lower anchor bar 16B to the upper anchor bar 16A.

[0026] As shown in FIG. 1, in the seismic reinforcement structure exemplified in this embodiment, four reinforcing fittings 20 are provided between four inner corner portions 4A on the vertical plane 4 and each corner portion 10A of the reinforcing wall 10 arranged opposite to these inner corner portions 4A, and are installed in a state of being joined to the inner corner portion 4A of the vertical plane 4 and the corner portion 10A of the reinforcing wall 10.

[0027] As shown in Figs. 2 to 5, each reinforcing fitting 20 is bent and formed into an L-shaped cross section having a vertical plate portion 21 and a horizontal plate portion 22. In each reinforcing fitting 20, a plurality (six in this embodiment) of post-construction anchors 5 (see Figs. 4 to 5) join the vertical plate portion 21 to the column 1. Also, a plurality (six in this embodiment) of post-construction anchors 6 (see Figs. 4 to 5) join the horizontal plate portion 22 to the upper beam 2 or the lower floor slab 3 or beam. That is, each reinforcing fitting 20 is joined to the column 1 forming the inner corner portion 4A of the vertical plane 4 and the upper beam 2 or the lower floor slab 3 or beam by a plurality of post-construction anchors 5 and 6.

[0028] Although not shown, positioning members for positioning each reinforcing fitting 20 at a predetermined position between the inner corner portion 4A of the vertical plane 4 and the corner portion 10A of the reinforcing wall 10 are arranged between each reinforcing fitting 20 and each inner corner portion 4A of the vertical plane 4. As the positioning member, a spacer interposed between the reinforcing fitting 20 and the inner corner portion 4A of the vertical plane 4, a nut screwed and attached to a portion between the reinforcing fitting 20 and the inner corner portion 4A of the vertical plane 4 in each of the post-construction anchors 5 and 6, etc. can be used.

[0029] As shown in Figs. 4 to 5, non-shrink mortar 7 is filled between each reinforcing fitting 20 and each inner corner portion 4A of the vertical plane 4.

[0030] As shown in FIGS. 4 to 5, each reinforcing fitting 20 is positioned by the above-described positioning member, so that a minimum gap is secured between the reinforcing fitting 20 and the corner portion 10A of the reinforcing wall 10 to enable joining of the column 1 and the upper beam 2 or the lower floor slab 3 or beam by the post-construction anchors 5 and 6. On both end sides in the out-of-plane direction of the vertical plane 4 of each reinforcing fitting 20, a pair of reinforcing ribs 23 extending over the vertical plate portion 21 and the horizontal plate portion 22 are welded and joined with a spacing wider than the wall thickness of the reinforcing wall 10. Each reinforcing rib 23 is formed so as to cover the gap secured between the above-described reinforcing fitting 20 and the corner portion 10A of the reinforcing wall 10 from the out-of-plane direction of the vertical plane 4. Each reinforcing fitting 20 is joined to the corner portion 10A of the opposed reinforcing wall 10 by filling non-shrink mortar 7 (see FIG. 4) between the reinforcing fitting 20 and the corner portion 10A of the opposed reinforcing wall 10.

[0031] As shown in FIG. 5, a plurality (six in this embodiment) of through holes 21a are formed in the vertical plate portion 21 of each reinforcing fitting 20 to enable joining of the column 1 by the post-construction anchor 5. The plurality of through holes 21a are arranged in two rows in the out-of-plane direction of the vertical plane 4 and at predetermined intervals in the in-plane direction of the vertical plane 4 in the opposed region of the vertical plate portion 21 with the corner portion 10A of the reinforcing wall 10 (three in each row in this embodiment).

[0032] A plurality (six in this embodiment) of through holes 22a are formed in the horizontal plate portion 22 of each reinforcing fitting 20 to enable joining of the upper beam 2 or the lower floor slab 3 or beam by the post-construction anchor 6. The plurality of through holes 22a are arranged in two rows in the out-of-plane direction of the vertical plane 4 and at predetermined intervals in the in-plane direction of the vertical plane 4 in the opposed region of the horizontal plate portion 22 with the corner portion 10A of the reinforcing wall 10 (three in each row in this embodiment).

[0033] In addition, a predetermined number (one in this embodiment) of through holes 22b through which the above-described wall vertical bars 16 are inserted are formed in the horizontal plate portion 22. The predetermined number of through holes 22b are arranged at the central position in the out-of-plane direction of the vertical plane 4 in the horizontal plate portion 22.

[0034] With the above configuration, as shown in FIGS. 1 and 4, when a compression strut S is generated on the diagonal of the shear wall 10 due to an earthquake or the like, among the punching shear stresses Q acting on the ends of the column 1, beam 2, or floor slab 3, etc. by the compression strut S, a part of the horizontal component Q1 of the punching shear stress Q acting on the end of the column 1 is transmitted to the beam 2 or floor slab 3, etc. by the shear resistance Q1a of each post-installed anchor 6 joining the horizontal plate portion 22 of the reinforcing fitting 20, and is transmitted as the axial force of the beam 2 or floor slab 3, etc. to the joint portion between the column 1 and the beam 2 or floor slab 3, etc. And by such stress transmission, the horizontal component Q1 of the punching shear stress Q acting on the end of the column 1 is reduced.

[0035] Also, a part of the vertical component Q2 of the punching shear stress Q acting on the ends of the beam 2 or floor slab 3, etc. is transmitted to the column 1 by the shear resistance Q2a of each post-installed anchor 5 joining the vertical plate portion 21 of the reinforcing fitting 20, and is transmitted as the axial force of the column 1 to the joint portion described above. And by such stress transmission, the vertical component Q2 of the punching shear stress Q acting on the ends of the beam 2 or floor slab 3, etc. is reduced.

[0036] And since the shear resistances Q1a and Q2a of each post-installed anchor 5 and 6 effective for the above stress transmission are proportional to the cross-sectional areas of each post-installed anchor 5 and 6 cast in the column 1 and the beam 2 or floor slab 3, etc., by adjusting the number and diameter of each post-installed anchor 5 and 6, the required shear resistances Q1a and Q2a can be easily ensured.

[0037] Accordingly, 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 reinforcing fitting 20 is joined to the column 1 and the beam 2 or the floor slab 3 using the post-construction anchors 5 and 6 having a number and diameter suitable for ensuring the shear resistances Q1a and Q2a necessary for the stress transmission described above, and is installed between the corner 4A of the vertical surface 4 and the corner 10A of the reinforcing wall 10, whereby the corner 4A of the vertical surface 4 can be reasonably reinforced to a suitable state in which the necessary shear resistances Q1a and Q2a are ensured.

[0038] By performing such reinforcement, punching shear failure at the ends of the column 1, beam 2, or floor slab 3 caused by the compression strut S generated during an earthquake or the like can be prevented.

[0039] 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 performing the above-described reasonable reinforcement, punching shear failure at the ends of the column 1, beam 2, or floor slab 3 caused by the compression strut S generated during an earthquake or the like can be prevented, and the reinforcing effect by the reinforcing wall 10 can be sufficiently exhibited.

[0040] In addition, since each reinforcing fitting 20 is provided with the pair of reinforcing ribs 23 described above, the shape retention of each reinforcing fitting 20 can be enhanced. As a result, stress transmission by the shear resistances Q1a and Q2a of the respective post-construction anchors 5 and 6 via the reinforcing fitting 20 can be appropriately performed when an earthquake or the like occurs.

[0041] As a result, the shear resistances Q1a and Q2a of the respective post-construction anchors 5 and 6 can be suitably exhibited, and punching shear failure at the ends of the column 1, beam 2, or floor slab 3 caused by the compression strut S generated during an earthquake or the like can be more reliably prevented.

[0042] Furthermore, when constructing the reinforcing wall 10 on the vertical surface 4, the positions of the reinforcing ribs 23 in each reinforcing fitting 20 can be used as an index when stacking the concrete blocks 11 to 15 on the vertical surface 4. Thereby, the workability when constructing the reinforcing wall 10 by stacking the concrete blocks 11 to 15 on the vertical surface 4 can be improved.

[0043] Moreover, the pair of reinforcing ribs 23 in each reinforcing fitting 20 can be used as a part of the formwork when constructing the aforementioned base portion 8 on the floor slab 3, or when filling the non-shrink mortar 7 between the column 1 and the beam 2 or the floor slab 3 and the reinforcing wall 10 to integrate them, and can be used as an installation reference when installing those formworks. Thereby, the workability in the case of constructing the base portion 8 on the floor slab 3 or integrating the column 1 and the beam 2 or the floor slab 3 and the reinforcing wall 10 with the non-shrink mortar 7 or the like can be improved.

[0044] Hereinafter, based on FIGS. 1, 4 to 10, a construction method of the seismic reinforcement structure exemplified in this embodiment will be described.

[0045] In the construction method of the seismic reinforcement structure exemplified in this embodiment, first, as shown in FIG. 6, an anchor bar construction process is carried out in which the upper anchor bars 16A or the lower anchor bars 16B of each wall longitudinal bar 16 are constructed at regular intervals (interval corresponding to one of the wide concrete blocks 11 to 14 in width) in the in-plane direction of the vertical surface 4 on the beam 2 and the floor slab 3 located above and below the vertical surface 4.

[0046] After constructing each anchor bar 16A, 16B in the anchor bar construction process, as shown in FIGS. 4 to 6, a reinforcing fitting installation process is carried out in which reinforcing fittings 20 are installed at each inner corner portion 4A of the vertical surface 4 using a plurality of post-construction anchors 5, 6, etc. In this reinforcing fitting installation process, the upper anchor bar 16A or the lower anchor bar 16B is inserted into a predetermined number of through holes 22b formed in the horizontal plate portion 22 of each reinforcing fitting 20.

[0047] After installing each reinforcing fitting 20 in the reinforcing fitting installation process, as shown in FIG. 6, a base portion forming process is carried out to form a base portion 8 made of non-shrinking mortar that enables the stacking of the concrete blocks 11 to 15 described above on the vertical surface 4 across the two reinforcing fittings 20 installed on the lower side of the vertical surface 4. Incidentally, although not shown, in the base portion forming process, a pair of formworks temporarily installed between the lower reinforcing fittings 20 are used in a posture along each reinforcing rib 23 of the reinforcing fittings 20 installed on the lower side of the vertical surface 4. Then, by filling non-shrinking mortar between these formworks and between the reinforcing ribs 23 of each reinforcing fitting 20, the base portion 8 across these reinforcing fittings 20 is formed. That is, in the earthquake-resistant reinforcement structure exemplified in the present embodiment, the reinforcing ribs 23 of each reinforcing fitting 20 installed on the lower side of the vertical surface 4 are configured to also serve as a part of the formwork when forming the base portion 8 with non-shrinking mortar.

[0048] After forming the base portion 8 in the base portion forming process, as shown in FIG. 7, a first longitudinal bar adding process is carried out to add longitudinal bars 16C to each lower anchor bar 16B. Then, after adding longitudinal bars 16C to each anchor bar 16B in the first longitudinal bar adding process, with these longitudinal bars 16C inserted into the through holes 13a of the third block 13 described above, a bottom block stacking process is carried out to stack a predetermined number (10 in this embodiment) of the third blocks 13 horizontally in a row on the base portion 8 in a posture where one end surface that is recessed in a V shape is the upper surface.

[0049] After stacking a predetermined number of the third blocks 13 on the base portion 8 in the bottom block stacking process, as shown in FIG. 8, a first stacking process is carried out to horizontally stack a predetermined number (9 in this embodiment) of the first blocks 11 and a predetermined number (2 in this embodiment) of the fifth blocks 15 in a row on the predetermined number of the third blocks 13. In the first laying process, each first block 11 is arranged between adjacent vertical bars 16C with the vertical bars 16C positioned in the groove portion 11b of the first block 11. Also, each fifth block 15 is arranged between the column 1 and the vertical bar 16C with the vertical bar 16C positioned in the second groove portion 14b of the fifth block 15.

[0050] After laying a predetermined number of first blocks 11 and a predetermined number of fifth blocks 15 in the first laying process, as shown in FIGS. 8 to 9, a second laying process of laying a predetermined number (10 in this embodiment) of first blocks 11 in a horizontal row on the predetermined number of first blocks 11 and fifth blocks 15, and a third laying process of laying a predetermined number (9 in this embodiment) of first blocks 11 and a predetermined number (2 in this embodiment) of fifth blocks 15 in a horizontal row on the predetermined number of first blocks 11 laid in the second laying process are repeatedly executed until the stacking stage number from the base portion 8 of the blocks 11, 13, 15 reaches a first predetermined stage number (14 stages in this embodiment). In the second laying process, a predetermined number of first blocks 11 are arranged with vertical bars 16C inserted through their through holes 11a. The arrangement of each first block 11 and each fifth block 15 in the third laying process is the same as the arrangement of each first block 11 and each fifth block 15 in the first laying process.

[0051] In the aforementioned lowest-stage block stacking process and each laying process, every time the stacking stage number from the base portion 8 of the blocks 11, 13, 15 reaches a first predetermined stage number (5 stages in this embodiment), a grout filling process of filling grout into the through holes formed by the through holes 11a, 13a of the first block 11 and the third block 13, the groove portion 11b of the adjacent first block 11, the groove portion 13b of the adjacent third block 13, or the groove portions 11b, 15b of the adjacent first block 11 and the fifth block 15, and a second vertical bar adding process of adding another vertical bar 16C to the existing vertical bar 16C are carried out.

[0052] Then, as shown in FIG. 9, when the vertically reinforcing bars 16C added in the second vertically reinforcing bar adding step reach the upper anchor bars 16A and are connected to the upper anchor bars 16A, as shown in FIGS. 3 and 10, in the subsequent second block laying step, instead of the first block 11, the second block 12 in which the above-described slit 12c is formed is used. Thereby, with respect to the vertically reinforcing bars 16C whose both ends are connected to the existing vertically reinforcing bars 16C and the upper anchor bars 16A, the second blocks 12 can be horizontally laid in a row on a predetermined number of the first blocks 11 and the fifth blocks 15 with the vertically reinforcing bars 16C inserted through their through holes 12a.

[0053] By repeating the second block laying step and the third block laying step, when the stacking number from the base portion 8 of the blocks 11 to 13 and 15 reaches the second predetermined number, as shown in FIG. 10, on the predetermined number of the first blocks 11 and the fifth blocks 15 laid in the third block laying step when the stacking number reaches the first predetermined number, a topmost block laying step is performed in which a predetermined number (10 in this embodiment) of the fourth blocks 14 in which the above-described slit 14c is formed are horizontally laid in a row with the end face recessed in a V shape having the bottom face as the bottom face. Thereby, with respect to the vertically reinforcing bars 16C whose both ends are connected to the existing vertically reinforcing bars 16C and the upper anchor bars 16A, the fourth blocks 14 can be horizontally laid in a row on a predetermined number of the first blocks 11 and the fifth blocks 15 with the vertically reinforcing bars 16C inserted through their through holes 14a.

[0054] After laying a predetermined number of the fourth blocks 14 in the topmost block laying step, a final grout filling step is performed in which grout is filled through the through holes formed by the through holes 14a of the fourth blocks 14 and the groove portions 14b of the adjacent fourth blocks 14, into the through holes 11a and 13a of the first blocks 11 and the third blocks 13, and the groove portions 11b of the adjacent first blocks 11 and the groove portions 13b of the adjacent third blocks 13, or the through holes formed by the groove portions 11b and 15b of the adjacent first blocks 11 and the fifth blocks 15.

[0055] When the grout filling in the final grout filling process is completed, as shown in FIG. 1, a mortar filling process is carried out to fill the gap between each of the stacked blocks 11 to 15 and the column 1 adjacent to both sides thereof, and the gap between the uppermost fourth block 14 and the beam 2 adjacent directly above it with non-shrinking mortar 7, and each of the stacked blocks 11 to 15 is connected to the adjacent column 1 or beam 2 together with each reinforcing fitting 20. Thereby, it is possible to construct a seismic reinforcement structure in which a reinforcing wall 10 composed of block walls is installed on a vertical surface 4 surrounded by adjacent columns 1, upper and lower beams 2 spanning these columns 1, and a floor slab 3. Although not shown in the drawings, in the mortar filling process, a pair of formworks temporarily installed between the upper and lower reinforcing fittings 20 and between the upper-side reinforcing fittings 20 are used in a posture along each reinforcing rib 23 of the reinforcing fitting 20 installed at each corner portion 4A of the vertical surface 4. And non-shrinking mortar 7 is filled between these formworks and between the reinforcing ribs 23 of each reinforcing fitting 20. That is, in the seismic reinforcement structure exemplified in the present embodiment, the reinforcing ribs 23 of the reinforcing fittings 20 installed at each corner portion 4A of the vertical surface 4 are configured to also serve as a part of the formwork when integrating each of the stacked blocks 11 to 15 with the adjacent column 1 or beam 2 with non-shrinking mortar 7.

[0056] 〔Alternative Embodiment〕 An alternative embodiment of the present invention will be described.

[0057] As the reinforcing fitting 20, as shown in FIG. 11, it may be configured in a two-part structure divided into a pair of divided bodies 20A and 20B in the out-of-plane direction of the vertical surface 4, and each of the divided bodies 20A and 20B is joined to the column 1, the beam 2, or the floor slab 3 by a plurality of post-construction anchors 5 and 6. According to this configuration, since each reinforcing fitting 20 is in a two-part structure divided into a pair of lightweight and easy-to-handle divided bodies 20A and 20B, the workability when reinforcing the joint portion between the column 1 and the beam 2 or the floor slab 3 with the reinforcing fitting 20 can be improved.

Explanation of Reference Numerals

[0058] 1 Column 2 Beam (horizontal member) 3 Floor slab (horizontal member) 4 Vertical surface 4A Inside corner 5 Post-construction anchor 6 Post-construction anchor 10 Reinforcing wall 10A Corner 20 Reinforcing fitting 20A Divided body 20B Divided body 21 Vertical plate part 22 Horizontal plate part 23 Reinforcing rib

Claims

1. An earthquake-resistant reinforcement structure in which a reinforcement wall is installed on a vertical surface surrounded by adjacent columns and upper and lower horizontal members installed on the columns, A reinforcing fitting is provided between the corner portion of the vertical surface and the corner portion of the reinforcing wall disposed opposite to the corner portion of the vertical surface in a joined state, The reinforcing fitting has an L-shaped cross section having a vertical plate portion and a horizontal plate portion, the vertical plate portion is joined to the column by a post-construction anchor, and the horizontal plate portion is joined to the horizontal member by a post-construction anchor. Earthquake-resistant reinforcement structure.

2. On both end sides in the out-of-plane direction of the vertical surface in the reinforcing fitting, a pair of reinforcing ribs extending across the vertical plate portion and the horizontal plate portion are joined with a space wider than the wall thickness of the reinforcing wall. The earthquake-resistant reinforcement structure according to claim 1.

3. The reinforcing fitting is configured in a two-part structure divided into a pair of divided bodies in the out-of-plane direction of the vertical surface, The earthquake-resistant reinforcement structure according to claim 1 or 2, wherein each of the divided bodies is joined to the column or the horizontal member by a plurality of the post-construction anchors.

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