JP6684088B2 - Seismic retrofitting structure and method for existing buildings - Google Patents

Description

  TECHNICAL FIELD The present invention relates to a seismic retrofitting structure and a seismic retrofitting method for an existing building that can increase the shearing force that can be carried in a short construction period comparable to the conventional one and can secure good seismic performance of the building.

  Inside the frame of a building constructed by joining a pair of left and right columns and a pair of upper and lower beams, a non-bearing wall such as a waist wall or a hanging wall provided between a pair of columns joined to at least one of the beams. For example, Patent Document 1 is known as a seismic retrofitting structure or method for an existing building in which a rectangular opening is formed by partitioning the non-bearing wall and the frame.

  "Seismic retrofit structure of reinforced concrete building" of Patent Document 1 has excellent workability, saves construction cost, shortens construction period, and has an object to provide a seismic retrofit structure of reinforced concrete building with less design restrictions, In the reinforced concrete building, the flange, rib plate, base plate are made of ordinary steel, and the web is made of ultra-low yield point steel, and the seismic control member is incorporated between the waist wall and the hanging wall in the frame surrounded by beams. It is composed of. A slit is provided between the waist wall and the hanging wall and the column.

JP, 10-252309, A

  In Patent Document 1, since the waist wall and the hanging wall are used without being reinforced, there is a problem that the shearing force that can be loaded in the frame is small. Further, since the slits are provided, there is a problem that the construction is troublesome and the shearing force that can be borne by the slits is further reduced.

  The present invention was devised in view of the above conventional problems, in a short construction period comparable to the conventional, it is possible to increase the shear force that can be borne, existing good seismic resistance of the building can be secured An object of the present invention is to provide a seismic strengthening structure for a building and a seismic strengthening method.

The seismic retrofit structure for an existing building according to the present invention is provided between a pair of columns joined to at least one of the beams inside a frame structure of a building configured by joining a pair of left and right columns and a pair of upper and lower beams. Seismic retrofitting of an existing building that has a non-bearing wall joined to at least one of the columns and provided between a pair of beams, and a rectangular opening is formed by partitioning the non-bearing wall and the frame A structure, which is joined to the non-bearing wall and the frame facing the opening, and is newly added to the opening, and a new strength member is joined to the new strength member and the frame to form the opening. And a new bearing wall made of reinforced concrete added in the section, the non-bearing wall is a waist wall and / or a hanging wall joined to the beam, and the new strength member has left and right ends at both ends. a new beam that is joined to the said post, Serial opening, characterized in that it blocked with Shear Walls built with the above waist wall shear force is enhanced and / or the hanging wall and the new bearing wall by expansion of the new beam ..

In addition, the seismic retrofit structure of an existing building according to the present invention has a structure in which a pair of left and right columns and a pair of upper and lower beams are connected to each other, and at least one of the beams is connected between a pair of columns. Of an existing building that has a non-bearing wall that is provided, or that is joined to at least one of the columns and that is provided between a pair of beams, and that is partitioned by the non-bearing wall and the frame to form a rectangular opening A seismic strengthening structure, which is joined to the non-bearing wall and the frame facing the opening, and a new strength member added in the opening, and the new strength member and the frame, A new bearing wall made of reinforced concrete added in the opening, the non-bearing wall is a sleeve wall provided by being joined to the column, and the new strength member has the beams with upper and lower ends thereof. a new stud bonded to, the opening , Characterized in that the new stud to enhance the shear force in the form of narrowing the pillar spacing is blocked by the expansion has been the sleeve wall and the new bearing wall.

  The new load bearing wall is made of precast.

  A seismic strengthening method for an existing building according to the present invention is a seismic strengthening method for an existing building for constructing a seismic strengthening structure for the existing building, wherein the anchor is projected from the non-bearing wall and the frame of the building. And a reinforcing bar which is embedded in the new strength member and a reinforcing bar which is buried in the new load bearing wall, the new strength member and the new load bearing wall are added while the new strength member is added. And a concrete pouring step of joining the member and the new load bearing wall to the non-bearing wall and the frame of the building via the anchor, and at the same time closing the opening with the new strength member and the new load bearing wall. It is characterized by

  The seismic strengthening method of an existing building according to the present invention is a seismic strengthening method of an existing building for constructing the seismic strengthening structure of the existing building, and in the case where the new load-bearing wall is made of precast, the surface of the opening is Then, the first step of joining to the non-bearing wall and the frame to add a new strength member in the opening, and the joining to the new strength member and the frame to add a new bearing wall in the opening. However, a second step of closing the opening with the new load bearing wall and the new strength member is provided.

With the seismic retrofitting structure and method of the existing building according to the present invention, the shearing force that can be borne can be increased and the good seismic performance of the building can be secured in a short construction period comparable to the conventional one. In detail, it is a new strength member added in the opening by being joined to the waist wall, the drooping wall or the sleeve wall facing the opening, and the pair of left and right columns or the pair of upper and lower beams constituting the frame of the building. A certain new beam or new stud, and a new beam or new stud, and a new pair of left and right columns or a pair of upper and lower beams, and a new reinforced concrete bearing wall that has been added in the opening are provided. If the opening is closed with a new beam or a new stud, specifically, in the case of a waist wall and / or a hanging wall, the new strength member is a new beam with both ends joined to the left and right columns. In addition, since the opening is closed by the waist wall and / or the drooping wall whose shearing force is increased by the addition of the new beam and the multi-story earthquake-resistant wall constructed by the new load-bearing wall, If the new strength member is In the new stud connected to the beam, the opening is closed by the sleeve wall and the new load bearing wall, in which the new stud that increases the shearing force in the form of narrowing the column interval is added. By adding these new beams or new studs and new bearing walls, the strength of the waist wall and sleeve walls can be increased by the new beams and new studs, and the shearing force that the frame of the existing building can bear is increased. It is possible to secure good seismic performance of existing buildings.

It is a suitable embodiment of the seismic-proof reinforcement structure of the existing building concerning the present invention, and is a front view when a non-bearing wall is a waist wall. FIG. 2 is a sectional view taken along the line AA in FIG. 1. 1. It is the BB sectional view taken on the line in FIG. FIG. 4 (A) is a schematic front view of the case where the seismic reinforcement structure of an existing building according to the present invention is applied to another non-bearing wall, and FIG. 4 (B) is a case where the non-bearing wall is a hanging wall. [Fig. 4] is a schematic front view of the case where the non-bearing wall is a sleeve wall. It is a front view which shows the other example of the earthquake-proof reinforcement structure of the existing building shown in FIG.

  BEST MODE FOR CARRYING OUT THE INVENTION Preferred embodiments of an earthquake-proof reinforcing structure for an existing building and a method for earthquake-proof reinforcing according to the present invention will be described in detail below with reference to the accompanying drawings. FIG. 1 is a seismic reinforcement structure for an existing building according to the present embodiment, and is a front view when a non-bearing wall is a waist wall, and FIG. 2 is a sectional view taken along the line AA in FIG. 3 is a sectional view taken along the line BB in FIG. 1, and FIG. 4 is a case where the seismic resistant reinforcement structure of the existing building according to the present embodiment is applied to another non-bearing wall, and FIG. 4B is a schematic front view when the non-bearing wall is a hanging wall, and FIG. 4B is a schematic front view when the non-bearing wall is a sleeve wall.

  As is well known in buildings made of reinforced concrete or steel-framed reinforced concrete, a pair of existing columns 1 and 1 on the left and right and a pair of existing beams 2 and 2 on the upper and lower sides are joined to form a frame T of a building that maintains the building strength. Composed. The existing columns 1 and 1 and the existing beams 2 and 2 are made of reinforced concrete or steel-framed reinforced concrete.

  It is well known to provide non-bearing walls made of reinforced concrete, such as the waist wall 3, the hanging wall 4, and the sleeve wall 5, inside the frame T of such a building. The non-bearing walls 3 to 5 are formed with lower strength than the existing columns 1 and 1 and the existing beams 2 and 2 that form the frame T of the building that retains the strength of the building. 1 to 3 show a case where the non-bearing wall is the waist wall 3.

  The waist wall 3 is provided directly above the lower existing beam 2 and is joined to the lower existing beam 2 and the lower part of the pair of left and right existing columns 1 and 1 and is provided between the pair of left and right existing columns 1 and 1. Then, inside the frame T of the building, the upper surface S1 of the waist wall 3, the lower surface D of the upper existing beam 2 constituting the frame T of the building, and the waist wall 3 in each of the pair of left and right existing columns 1 and 1 are formed. A rectangular opening X is formed by being partitioned by the side surfaces L and R located between the upper beam 2 and the existing beam 2. In the illustrated example, the floor slab 6 is attached to the waist wall 3 (see FIG. 2), but it may not be attached.

  As shown in FIG. 4 (A), when the non-bearing wall is the hanging wall 4, the hanging wall 4 is located immediately below the existing beam 2 above and the existing beam 2 above and a pair of left and right existing pillars 1, 1. It is joined to the upper part of 1 and is provided between a pair of left and right existing columns 1, 1. Then, inside the frame T of the building, the lower surface S2 of the hanging wall 4, the upper surface U of the existing beam 2 below, and the hanging wall 4 and the existing beam 2 below in the pair of left and right existing columns 1 and 1, respectively. A rectangular opening X is formed by being partitioned by the side surfaces L and R located between the two.

  Both the waist wall 3 and the hanging wall 4 may be provided. In this case, the rectangular opening X is formed between the lower surface S2 of the hanging wall 4, the upper surface S1 of the waist wall 3, and the hanging wall 4 and the waist wall 3 in each of the pair of left and right existing columns 1 and 1. It is formed by being partitioned by the side surfaces L and R located at.

  As shown in FIG. 4B, when the non-bearing wall is the sleeve wall 5, the sleeve wall 5 contacts, for example, the side surface L of the existing pillar 1 on the left side and the existing pillar 1 on the left side and the upper and lower sides. It is joined to the left part of the pair of existing beams 2 and 2 and is provided between the pair of upper and lower existing beams 2 and 2. Then, inside the frame T of the building, the side surface S3 of the sleeve wall 5, the side surface R of the existing pillar 1 on the right side facing the sleeve wall 5, and the sleeve wall 5 in each of the pair of upper and lower existing beams 2 and 2 are provided. And the existing pillar 1 on the right side, the upper and lower surfaces D and U define a rectangular opening X.

  On the other hand, the sleeve wall 5 is in contact with the side surface R of the existing pillar 1 on the right side, and is joined to the right side of the existing pillar 1 on the right side and the pair of existing beams 2 and 2 on the upper and lower sides. In some cases, the rectangular opening X may be partitioned and formed in the same manner as in the case where the sleeve wall 5 is provided on the left side of the existing pillar 1 side. . Further, there may be a case where the sleeve walls 5 and 5 are provided as a left and right pair by being joined to both the left and right existing columns 1 and 1.

  In the seismic retrofit structure for an existing building according to the present embodiment, a new strengthening member and a new bearing wall are added to the opening X, and the opening X is blocked by the new bearing wall and the new strength member. Composed.

  When the non-bearing wall is the waist wall 3 or the hanging wall 4, the new strength member is the new beam 7, and the new beam 7 faces the opening X and is directly above the waist wall 3 or the hanging wall 4. Is joined directly below, and both ends in the lengthwise direction are joined to the pair of left and right existing columns 1 and 1 which are the frame T of the building to be additionally installed in the opening X. When the non-bearing wall is the sleeve wall 5, the new strength member is the new stud 8, and the new stud 8 faces the opening X and faces the side surface L (, R) of the existing pillar 1 (, 1). ), And both ends in the height direction are joined to the pair of upper and lower existing beams 2 and 2, which are the frame T of the building, to be additionally installed in the opening X.

  When the non-bearing wall is the waist wall 3, the new bearing wall 9 includes the upper surface 7a of the new beam 7, the lower surface D of the existing upper beam 2, and the side surfaces L and R of the pair of left and right existing columns 1 and 1. It is provided in a surrounded area and is additionally installed in the opening X. When the non-bearing wall is the hanging wall 4, the new bearing wall 9 is surrounded by the lower surface 7b of the new beam 7, the upper surface U of the existing lower beam 2, and the side surfaces L and R of the pair of left and right existing columns 1 and 1. It is provided in the part and is additionally installed in the opening X.

  When the non-bearing wall is the sleeve wall 5, the new bearing wall 9 is a side surface 8a of the new stud 8 and a side surface L (, R) of the existing pillar 1 (, 1) facing the new stud 8 (a pair of left and right sleeves). When the wall 5 is provided, the wall 5 is provided on a side surface 8a of the new stud 8 and a portion surrounded by the upper and lower surfaces D and U of the pair of upper and lower existing beams 2 and 2 and is additionally installed in the opening X. It

  The new beam 7 is made of reinforced concrete in which the beam main bar 17 and the stirrup bar 10 are buried. The new bearing wall 9 is made of reinforced concrete in which wall reinforcement 11 is buried. Both the new beam 7 and the new load-bearing wall 9 are formed with a strength that enhances the building strength. In the peripheral portion of the new load bearing wall 9, apart from the portion along the new beam 7, the split preventing ribs 12 are also embedded.

  When the non-bearing wall is the waist wall 3, as shown in FIGS. 1 to 3, the new beam 7 and the new bearing wall 9 may be constructed by casting in-situ. Either or both of the new load bearing walls 9 may be made of precast.

  In the case of in-situ casting, the end of the wall reinforcement 11 of the new load bearing wall 9 is buried inside the new load beam 7 and concrete is placed, whereby the new load beam 7 and the new load bearing wall 9 are integrally joined. To be done. When either or both of the new beam 7 and the new load bearing wall 9 are made of precast, an anchor is arranged so as to straddle the two, and the new beam 7 and the new load bearing wall 9 are integrated by the anchor. Are joined together. The same applies to the case of the hanging wall 4.

  When both the hanging wall 4 and the waist wall 3 are provided, the new load bearing wall 9 is sandwiched between the pair of upper and lower new beams 7 and integrally joined to each new beam 7 as described above. To be done.

  In the case of the sleeve wall 5, the new stud 8 is constructed of reinforced concrete in which the column main bars and hoop bars are embedded. The new stud 8 is formed with a strength that enhances the strength of the building. The structure of the new bearing wall 9 is the same as the case where the waist wall 3 and the like are provided. The new stud 8 and the new bearing wall 9, whether cast in place or precast, are integrally joined as in the case of the waist wall.

  When a pair of left and right sleeve walls 5 are provided, the new load bearing wall 9 is sandwiched by a pair of left and right new studs 8 and integrally joined to each new stud 8 in the same manner as described above.

  When the non-bearing wall is the waist wall 3, the new beam 7 and the frame T of the building are arranged in the waist wall 3 and the pair of left and right existing columns 1 and 1 so as to project toward the inside of the opening X. By embedding the anchor 13 inside the new beam 7, both are integrally joined. Similarly, the newly installed load-bearing wall 9 and the frame T of the building are provided with new anchors 14 that are arranged so as to project inwardly of the opening X on the existing beam 2 above and the pair of existing columns 1 and 1 on the left and right. By embedding it inside the load bearing wall 9, both are integrally joined.

  In the case where the non-bearing wall is the hanging wall 4, the new beam 7 and the frame T of the building are arranged so as to project toward the inside of the opening X on the hanging wall 4 and the pair of left and right existing columns 1 and 1, respectively. By embedding the anchor 13 thus formed inside the new beam 7, both are integrally joined. Similarly, the newly installed load-bearing wall 9 and the frame T of the building are provided with new anchors 14 that are arranged so as to project toward the inside of the opening X on the existing beam 2 below and the pair of existing columns 1 and 1 on the left and right. By embedding it inside the load bearing wall 9, both are integrally joined.

  When both the waist wall 3 and the hanging wall 4 are provided, the anchor 14 is provided on the new load bearing wall 9 so as to project inward from the existing columns 1 and 1 on the left and right. Is buried and the new bearing wall 9 is integrally joined to the frame T of the building.

  When the non-bearing wall is the sleeve wall 5, the new stud 8 and the frame T of the building are arranged so as to project toward the inside of the opening X on the sleeve wall 5 and the pair of upper and lower existing beams 2 and 2, respectively. By embedding the anchor 13 thus formed inside the new stud 8, both are integrally joined. Similarly, the new load-bearing wall 9 and the frame T of the building are anchors arranged so as to project inwardly of the opening X on the existing pillar 1 and the pair of upper and lower existing beams 2 and 2 facing the new stud 8 respectively. By embedding 14 inside the new load bearing wall 9, both are integrally joined.

  When a pair of left and right sleeve walls 5 is provided, an anchor 14 is embedded in the new load bearing wall 9 so as to project from the existing upper and lower beams 2 and 2 toward the inside of the opening X. Then, the new bearing wall 9 is integrally joined to the frame T of the building.

  In the seismic retrofit structure of the existing building of the present embodiment, the waist wall 3 and the like, in which the shearing force is enhanced by incorporating the new beam 7 and the like, and the new bearing wall 9 are built in the opening X. The shearing force obtained by the seismic reinforcement structure is determined by the smaller shearing force among the shearing forces that the waist wall 3 and the new bearing wall 9 can bear.

  Next, the seismic retrofitting method of the existing building according to the present embodiment will be described. 1 to 3 show a case where the waist wall 3 is provided and a case where the new beam 7 and the new bearing wall 9 are constructed by cast-in-place concrete. First, in order to secure good adhesion of cast-in-place concrete and mortar to fill the gap, the lower surface of the opening X (upper surface S1 of the waist wall 3), the left and right surfaces of the opening X (a pair of left and right existing pillars 1). , 1 side surfaces L, R) and the upper surface of the opening X (lower surface D of the existing upper beam 2) are roughened.

  Then, a reinforcement process is implemented. In the bar arrangement process, the anchors 13 and 14 are installed, the bar arrangements 17 and 10 of the new beam 7 and the bar arrangements 11 and 12 of the new load bearing wall 9 are performed.

  The anchors 13 and 14 are provided on the upper and lower surfaces of the opening X (the upper surface S1 of the waist wall 3 and the lower surface D of the upper existing beam 2) at appropriate intervals along the pillar direction, and on the left and right sides of the opening X. They are arranged on the surface (side surfaces L, R of the existing columns 1, 1) at appropriate intervals in the column height direction. The anchors 13 and 14 have waist ends 3 and existing pillars 1 and 1 and upper existing ones so that the tips of the anchors 13 and 14 project inwardly from the upper, lower, left, and right surfaces of the opening X having rough edges. The base ends thereof are embedded in the beam 2.

  The reinforcing bars of the new beam 7 are arranged along the inter-column direction so as to intersect with the waist wall 3 and the anchors 13 below the existing columns 1 and 1 just above the lower surface of the opening X (the upper surface S1 of the waist wall 3). This is done by arranging the main muscles 17 and the stirrup muscles 10.

  The reinforcement bars 9 are arranged so that the reinforcement bars 9 intersect the waist wall 3, the existing columns 1 and 1 and the anchors 13 and 14 of the existing beams 2 above, and the reinforcement positions of the beam main bars 17. In order to avoid this, the split preventing ribs 12 are arranged along the side surfaces L and R of the existing columns 1 and 1 and the lower surface D of the upper existing beam 2.

  As described above, the reinforcing bars 11 and 12 of the new load bearing wall 9 and the reinforcing bars 17 and 10 of the new beam 7 are provided inside the opening X so as to be complicated with the anchors 13 and 14. In the construction in which the hanging wall 4 is provided, the upper surface S1 of the waist wall 3 is the lower surface S2 of the hanging wall 4, the lower surface D of the upper existing beam 2 is the upper surface U of the lower existing beam 2, and the same arrangement is performed. The muscle process is performed.

  When the sleeve wall 7 is provided, the upper surface S1 of the waist wall 3 is the side surface S3 of the sleeve wall 5, and the lower surface D of the existing beam 2 above is the side surface L of the existing pillar 1 (, 1) facing the sleeve wall 5. (, R), the pair of left and right existing pillars 1 and 1 are made into a pair of upper and lower existing beams 2,2, and the reinforcing step is similarly performed.

  Then, a concrete placing step is carried out. First, in order to construct the new beam 7, the beam formwork is installed on the lower surface of the opening X (the upper surface S1 of the waist wall 3), and the beam concrete is placed inside the beam formwork. As a result, a new beam 7 is constructed integrally with the existing pillars 1 and 1 and the waist wall 3 by being positioned directly above the waist wall 3 between the lower parts of the pair of left and right existing pillars 1 and 1.

  Next, in order to construct the new load bearing wall 9, a wall formwork having a size reaching the lower surface D of the upper existing beam 2 and extending between the pair of left and right existing columns 1 and 1 is installed on the new beam 7. Placing wall concrete inside the wall formwork. As a result, it is positioned directly above the new beam 7 and directly below the existing beam 2 above and between the pair of left and right existing columns 1 and 1, and the new load bearing wall 9 is integrated with the existing columns 1 and 1 and the new beam 7. Is built. Finally, the space between the new bearing wall 9 and the lower surface D of the existing beam 2 above is filled with non-shrink mortar 15 (see FIG. 2). As a result, the new bearing wall 9 is integrally joined to the existing beam 2 above.

  That is, the new beam 7 and the new load bearing wall 9 are added by the concrete placing process while the new beam 7 and the new load bearing wall 9 are joined to the waist wall 3 and the frame T of the building through the anchors 13 and 14 at the same time. The opening X is closed by the new beam 7 and the new bearing wall 9.

  The wall formwork may be integrally installed on the beam formwork, and the beam concrete and the wall concrete may be cast at once. When the hanging wall 3 is provided, the wall formwork is integrally installed under the beam formwork, and the beam concrete and the wall concrete are poured at once. In this case, the non-shrink mortar 15 is not used.

  When the sleeve wall 5 is provided, the pillar formwork is installed along the side surface S3 of the sleeve wall 5 between the upper and lower existing beams 2 and 2, and the existing pillar 1 where the pillar formwork and the sleeve wall 5 face each other. A wall formwork is installed between. The pillar formwork and the wall formwork may be installed integrally. Then, pillar concrete and wall concrete are placed. For the range in which the wall concrete is cast, a method of filling non-shrink mortar 15 between the lower surface d of the existing beam 2 above and the cast wall concrete may be adopted.

  In the construction in which both the waist wall 3 and the hanging wall 4 are provided, the bar arrangements 17 and 10 of the pair of upper and lower new beams 7 and the bar arrangement 11 of the new load bearing wall 9 between the bar arrangements 17 and 10 of the new beams 7 are arranged. , 12 is carried out, and a pair of upper and lower beam forms and wall forms are used in the concrete placing process.

  In the construction in which a pair of sleeve walls 5 are provided, a reinforcing bar process is carried out, which comprises a pair of right and left new studs 8 and reinforcing bars 9 between the new studs. In the driving process, a pair of left and right column molds and wall molds are used.

  A new precast bearing wall 9 may be used. For example, in the case of a panel type new load bearing wall 9, although not shown, the new beam 7 and the new stud 8 may be cast in situ or may be precast. When the new beam 7 or the like is cast on site, it is as described above. Even when the new beam 7 and the new stud 8 are made of precast, they are integrated with the waist wall 3, the hanging wall 4, the sleeve wall 5, and the existing columns / beams 1 and 2 through the anchor 13 described above. To be joined to. This completes the first step of adding new beams 7 and new studs 8 in the opening X.

  The new beam 7 or the like and the new precast load bearing wall 9 may be integrally joined via a plurality of anchors arranged so as to straddle the two. The new bearing wall 9 and the frame T of the building are also integrally joined via the anchor 14 described above. This completes the second step of adding the new bearing wall 9 to the inside of the opening X and closing the opening X with the new beam 7 and the like.

  FIG. 5 shows a case where a block type precast new load bearing wall 9 is used. The blocks 16 forming the new load bearing wall 9 are bonded to each other with an adhesive material, and form the new load bearing wall 9 as a whole. The new bearing wall 9 is integrally joined to the new beam 7, the new stud 8, and the frame T of the building by an adhesive without using an anchor.

  When the new load bearing wall 9 is made of precast, the new beam 7 and the new stud 8 are constructed in advance. That is, first, a new beam 7 or the like is added to the opening X by joining the non-bearing wall such as the waist wall 3 and the existing frame T / beam 1 to the structure T of the building facing the opening X. The first step is performed, and then the new beam 7 and the like and the frame T of the building are joined, and a new precast bearing wall 9 is added in the opening X, and the new bearing wall 9 and the beam 7 are added. The second step of closing the opening X is performed.

  In the seismic retrofit structure of the existing building according to the present embodiment described above, the waist wall 3, the hanging wall 4 or the sleeve wall 5 facing the opening X, and a pair of left and right existing structures forming the frame T of the building. A new beam 7 or a new stud 8 which is a new strength member that is joined to the columns 1 or 1 or a pair of upper and lower existing beams 2 and added in the opening X, and a new beam 7 or a new stud 8 and left and right A new bearing wall 9 that is joined to a pair of existing columns 1 or 1 or a pair of upper and lower existing beams 2 and is additionally provided in the opening X is provided, and these new bearing walls 9 and the new beams 7 or new studs are provided. Since the opening X is blocked by 8 and 8, the strength of the waist wall 3 and the like and the sleeve wall 5 is increased by adding these new beams 7 and the like for closing the opening X and the new load bearing wall 9. 8 to increase the shearing force that the frame T of the existing building can bear. And it can be, it is possible to ensure good seismic performance of existing buildings.

  In the case of the waist wall 3 and the hanging wall 4, a so-called multi-layered earthquake-resistant wall can be constructed by adding a new beam 7, and in the case of the sleeve wall 5, by adding a new stud 8 a column interval can be obtained. The shearing force can be enhanced in the form of narrowing the.

  As compared with Patent Document 1, since a slit is not provided, a higher shearing force can be secured.

Further, in order to construct the seismic retrofit structure of the existing building, in the seismic retrofit method of the existing building according to the present embodiment, when constructing in-situ,
(1) In the case of the waist wall 3 and the hanging wall 4, the waist wall 3 or the hanging wall 4 and either of the pair of left and right existing columns 1 and 1 and the pair of upper and lower existing beams 2 and 2 which form the frame T of the building. Reinforcement step of arranging the anchors 13 and 14 so as to project from them and also arranging the reinforcements embedded in the new beam 7 and the reinforcement walls 9 and the new beams 7 and 9 The new beam 7 and the new load-bearing wall 9 are added through the anchors 13 and 14 to the waist wall 3 or the hanging wall 4, and the pair of left and right existing columns 1 and 1 and the pair of upper and lower existing beams 2 and 2. And a concrete pouring step of closing the opening X with the new beam 7 and the new load bearing wall 9 at the same time,
(2) In the case of the sleeve wall 5, one of the pair of upper and lower existing beams 2 and 2 and the pair of left and right existing columns 1 and 1 which form the frame T of the sleeve wall 5 and the building is protruded from these anchors 13, 14 is arranged, and a reinforcing bar process for arranging the reinforcing bars embedded in the new stud 8 and the reinforcing bar 9 for burying, and the new stud 8 and the new reinforced wall 9 while adding the new stud 8 and the new proof wall 9 are added. The new load bearing wall 9 is joined to either the sleeve wall 5 and the pair of upper and lower existing beams 2 and 2 or the pair of left and right existing columns 1 and 1 via the anchors 13 and 14, and at the same time, the new stud 8 and the new load bearing capacity are connected. And a concrete pouring step of closing the opening X with the wall 9,
On the other hand, when the new bearing wall 9 is made of precast,
(1) In the case of the waist wall 3 and the hanging wall 4, facing the opening X, joined to the waist wall 3 or the hanging wall 4 and the pair of left and right existing columns 1 and 1, and a new beam is provided in the opening X. 7 is added to the first step, and the new beam 7 and one of the pair of existing columns 1 and 1 on the left and right and the pair of existing beams 2 and 2 on the upper and lower sides are joined to add a new bearing wall 9 in the opening X. And a second step of closing the opening X with the new bearing wall 9 and the new beam 7,
(2) In the case of the sleeve wall 5, a first step of facing the opening X, joining the sleeve wall 5 and the pair of upper and lower existing beams 2, 2 and adding a new stud 8 in the opening X; Newly constructed stud 8 and a pair of upper and lower existing beams 2 and 2 or left and right paired existing columns 1 and 1 are joined to newly install a new bearing wall 9 in the opening X. Since the second step of closing the opening X at 8 is provided,
Construction can be completed by adding new bearing walls 9 and new beams 7, etc., and there is no work such as dismantling or removal of existing parts, thus avoiding damage such as cracks on the existing parts. At the same time, the construction can be performed in a short construction period comparable to the conventional one, and the generation of noise / vibration and dust during the construction can be reduced.

  When the new load bearing wall 9 is made of precast, the number of anchors to be installed can be significantly reduced, and the workability can be improved, as compared with in-situ casting.

  Compared with Patent Document 1, since the slit is not provided, the construction can be performed more easily.

  In the example shown in FIGS. 1 to 3, the floor slab 6 is joined to the waist wall 3. In this case, if the process of dismantling the waist wall 3 is assumed, the floor slab 6 is supported by shoring along with the dismantling of the waist wall 3, the floor slab 6 around the waist wall 3 is partially disassembled, and further, Although the partially dismantled part of the floor slab 6 must be restored again, the seismic retrofitting method according to the present embodiment can save such trouble.

  The installation method of the anchors 13 and 14 is not limited to the above embodiment. For example, a member in which a plurality of anchors 13 and 14 are erected on one surface of a strip-shaped plate is created, and the other surface of the plate of this member is formed on the surface facing the opening X of the existing pillar 1 or the existing beam 2. The anchors 13 and 14 may be installed by joining them with an adhesive material.

  Further, in the construction in which the waist wall 3 is provided, the wall concrete itself of the new load bearing wall 9 and the upper existing beam 2 does not form a gap between the new load bearing wall 9 and the lower surface D of the upper existing beam 2. The new load bearing wall 9 may be integrally joined. Further, the split preventing muscle 12 may be omitted if it is possible to reliably prevent splitting at the joint.

1 Existing Column 2 Existing Beam 3 Waist Wall 4 Drooping Wall 5 Sleeve Wall 7 New Beam 8 New Spatula 9 New Bearing Wall 10 Stirrup Reinforcement 11 Wall Reinforcement 12 Splitting Preventive Reinforcement 13,14 Anchor 17 Beam Main Bar T Building Frame X Opening

Claims (5)

Inside a frame of a building constructed by joining a pair of left and right columns and a pair of upper and lower beams, provided between a pair of columns by joining at least one beam, or by joining at least one column A seismic reinforcement structure for an existing building, which has a non-bearing wall provided between a pair of beams, and is divided into a non-bearing wall and a frame to form a rectangular opening,
A new strength member joined to the non-bearing wall and the frame facing the opening and added inside the opening, and a new strength member joined to the new strength member and the frame and added inside the opening A new bearing wall made of reinforced concrete , wherein the non-bearing wall is a waist wall and / or a hanging wall provided by joining to the beam, and the new strength member has both ends joined to the left and right columns. a new beam that is, the opening is blocked by the newly established above waist wall shear force is enhanced by addition of the beam and / or the hanging wall and the new bearing wall and in-built shear walls Seismic reinforcement structure for existing buildings. Inside a frame of a building constructed by joining a pair of left and right columns and a pair of upper and lower beams, provided between a pair of columns by joining at least one beam, or by joining at least one column A seismic reinforcement structure for an existing building, which has a non-bearing wall provided between a pair of beams, and is divided into a non-bearing wall and a frame to form a rectangular opening,
A new strength member joined to the non-bearing wall and the frame facing the opening and added inside the opening, and a new strength member joined to the new strength member and the frame and added inside the opening A new bearing wall made of reinforced concrete, the non-bearing wall is a sleeve wall provided to be joined to the column, the new strength member is a new stud that is joined at both ends to the upper and lower beams. There, the opening is Retrofit of existing buildings, characterized in that the new stud to enhance the shear force in the form of narrowing the pillar spacing is blocked by the expansion has been the sleeve wall and the new bearing wall Construction. The seismic retrofit structure for an existing building according to claim 1 or 2, wherein the new load bearing wall is made of precast. A seismic reinforcement method for an existing building for constructing the seismic reinforcement structure for an existing building according to claim 1 or 2 ,
A bar arrangement step of arranging anchors projecting from them on the non-bearing wall and the frame of the building, and arranging the bar reinforcements embedded in the new strength member and the bar reinforcements embedded in the new load bearing wall, The new strength member and the new load bearing wall are added while the new strength member and the new load bearing wall are joined to the non-bearing wall and the frame of the building through the anchor, and at the same time, the new strength member and the new load bearing wall. And a concrete placing step of closing the opening with a wall. A seismic retrofit method for an existing building for constructing the seismic retrofit structure for an existing building according to claim 3 ,
A first step of joining the non-bearing wall and the frame to face the opening and adding a new strength member in the opening; and joining the new strength member and the frame in the opening. A seismic retrofitting method for an existing building, comprising: installing a new load bearing wall and providing a second step of closing the opening with the new load bearing wall and the new strength member.

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