JP2018131848A - Reinforcing structure and construction method of existing building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a reinforcement structure and a construction method of an existing building which can bear the originally unexpected stress applied to an existing frame when exchanging the seismic isolation device.SOLUTION: A reinforcing structure of foundations 31A, 32A in which the base isolation device 20 of the existing building 10 is inserted comprises a lower additional striking part 41 formed so as to extend in the depth direction of the lower foundation 31A and integrated with the lower foundation 31A and the lower beams 33A and 33B on both sides which are integrated with the lower foundation 31A. Reinforcing stripes 41c having a length extending over the lower foundation 31A and the lower beams 33A, 33B on both sides are arranged in the lower additional striking portion 41.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a reinforcing structure and a construction method for an existing casing, and more particularly to a reinforcing structure and a construction method for an existing casing when a seismic isolation device installed in an existing building is replaced.

  Laminated rubber is mainly used as a seismic isolation device for seismic isolation of buildings. The rubber member of the laminated rubber may deteriorate over time, and when the deterioration occurs, it is necessary to replace the laminated rubber.

  When exchanging laminated rubber, construction is often required while a resident of the building is present, and in that case, it is necessary to perform the construction while ensuring the seismic isolation performance of the building being worked on. In order to satisfy these conditions, Patent Document 1 discloses that a seismic isolation is provided even when the jack is supported by providing a sliding support at the lower end of the jack that temporarily receives the load from the existing column when the seismic isolation device is replaced. Maintaining functionality is disclosed.

  In Patent Document 2, after the existing foundation of an existing building is reinforced, the entire existing building is jacked up on the supporting ground, so that a seismic isolation device is interposed between the reinforced upper foundation and the supporting ground. It is described that a clearance is secured for installation.

  Further, Patent Document 3 describes that after corroding the surface portion of the corroded concrete, the reinforcing bars are joined together and a wire mesh is arranged, and mortar or concrete is applied over the top to recover the missing portion. Has been.

JP 2008-163636 A JP 2014-125807 A JP-A-8-260716

  However, there are many high-rise buildings in base-isolated buildings. This is because a building that is tall with respect to the bottom surface is likely to have a falling moment. Therefore, if the seismic motion input to the building is reduced by the seismic isolation device, the falling moment can be suppressed.

  In a high-rise building, the axial force supported by the pillar on the lowest floor is large, and a single pillar, that is, one seismic isolation device, often supports 20MN or more. For this reason, when exchanging the seismic isolation device, it is conceivable to provide a bracket on the surface of the column so that the axial force of the column can be transmitted to the jack as little as possible through the beam.

  However, even if such a bracket is used, it may not be possible to completely bear all loads. That is, when a jack is installed between the upper foundation and the upper beam and the lower foundation and the lower beam, the upper foundation and the upper beam receive stress (bending moment and shearing force) due to a load that the bracket cannot bear. Also, the lower beam is not reinforced and bears all the stress. For this reason, the upper and lower foundations and beams need to be reinforced to bear these stresses.

  For example, in the upper foundation and the beam, the upper end of the jack serves as a fulcrum, and the column core of the column located above serves as the force application point. Therefore, a bending moment in which the lower side of the upper foundation and the upper beam is pulled from the column core to the vicinity of the upper end of each jack (an intermediate bending point position) is generated, and a shearing force is generated at each fulcrum and applied point. On the other hand, in the lower foundation and the beam, the pile core serves as a fulcrum, and the lower end of the jack serves as the applied point. Therefore, a bending moment is generated in which the lower foundation and the upper side of the beam are tensioned from the vicinity of the lower end of each jack to the pile core, and a shearing force is generated at each fulcrum and force point. These bending moments and shearing forces are not taken into account in the initial structural calculation, and it is necessary to reinforce the upper and lower foundations and beams before exchanging the seismic isolation device.

  When exchanging seismic isolation devices in existing buildings, it is necessary to install a jack on a sliding bearing in order to perform construction with seismic isolation performance secured. Therefore, since the position of the jack needs to be set apart from the foundation by the amount of deformation of the seismic isolation device, the distance from the column core and the pile core increases, and the bending moment applied to the beam and the foundation increases.

  The upper and lower foundations and beams have column cores or pile cores, and the bending moment is maximized. However, the foundations are only arranged to prevent cracking, and are not designed to bear bending moments.

  In view of the above points, an object of the present invention is to provide a reinforcing structure and a construction method for an existing casing capable of bearing stress that is not initially assumed when the seismic isolation device is replaced. .

  The reinforcing structure of the existing frame of the present invention is a reinforcing structure of the foundation into which the seismic isolation device of the existing building is inserted, and is integrated with the foundation and the beams on both sides integrated with the foundation. It is provided with an additional hitting part formed so as to extend in the depth direction of the foundation, and a reinforcing bar having a length extending between the foundation and the beams on both sides is arranged in the additional hitting part. And

  According to the reinforcing structure of the existing frame of the present invention, reinforcing bars having a length extending over the foundation and both side beams integrated with the foundation are arranged, and these foundations and the beams on both sides are integrated, An additional striking portion formed to extend in the depth direction is provided. Thereby, it becomes possible to load the reinforcing bars with the stress applied to the foundation and the beams on both sides.

  In the reinforcing structure of the existing frame according to the present invention, the additional hitting portions are formed at least on both sides in the depth direction of the beam, and more reinforcing bars are provided inside the outer side than the inner side in the depth direction. It is preferable.

  In this case, it is possible to reduce the number of reinforcing bars necessary to support the stress (bending moment) generated when the foundation existing above the seismic isolation device is lifted with a jack or the like.

  Moreover, in the reinforcing structure of the existing frame of the present invention, it is preferable that the foundation has a portion on the outer side in the depth direction, and a reinforcing bar is provided in a straight line inside the outer portion in the depth direction. .

  In this case, since the reinforcing bars are provided in a straight line, it is possible to favorably support the stress (bending moment) generated when the foundation existing above the seismic isolation device is lifted with a jack or the like.

  Further, in the reinforcement structure of the existing frame of the present invention, the additional hitting portion is formed within a range obtained in consideration of the positional relationship between the existing frame and the existing equipment, and the amount of movement of the building at the time of the earthquake. Preferably it is.

  In this case, even when an earthquake occurs when the foundation existing above the seismic isolation device is lifted with a jack or the like, it is possible to eliminate the possibility of interference between the existing housing and the existing equipment.

  The reinforcement method for an existing frame of the present invention is a reinforcement method for a foundation into which a seismic isolation device for an existing building is inserted, and has a length extending over the foundation and both beams integrated with the foundation. The step of arranging the reinforcing bars on the depth side of the foundation, and placing concrete so that the reinforcing bars are located inside, integrated with the foundation and the beams on both sides integrated with the foundation And a step of forming an additional striking portion.

  According to the reinforcement method of the existing frame of the present invention, reinforcing bars having a length extending over the foundation and both side beams integrated with the foundation are arranged, and these foundations and the beams on both sides are integrated, An extra striking portion formed so as to extend in the depth direction is formed. Thereby, it becomes possible to load the reinforcing bars with the stress applied to the foundation and the beams on both sides.

  In the reinforcing method for an existing frame according to the present invention, it is preferable that the method further includes a step of winding a portion of the foundation in the depth direction outside, and a part of the reinforcing bar passes through the bent portion.

  In this case, it is possible to suppress the size of the additional striking portion in the depth direction of the foundation, and it is possible to avoid interference with surrounding existing members.

The front view which shows the reinforcement structure of the existing frame which concerns on embodiment of this invention. II-II sectional view taken on the line of FIG. FIG. 3 is a sectional view taken along line III-III in FIG. 1. FIG. 4 is a sectional view taken along line IV-IV in FIG. 1. The front view of the existing housing. FIG. 6 is a sectional view taken along line VI-VI in FIG. 5. Sectional drawing equivalent to FIG. 2 at the time of hitting a foundation. The front view equivalent to FIG. 6 at the time of hitting the foundation. FIG. 4 is a cross-sectional view corresponding to FIG.

  The reinforcement structure of the existing housing which concerns on embodiment of this invention is demonstrated mainly with reference to FIGS.

  The reinforcement structure of the existing frame is a structure that reinforces the frame (hereinafter referred to as an existing frame) 30 of the existing building 10 when the seismic isolation device 20 installed in the existing building 10 is replaced. More specifically, in order to replace the seismic isolation device 20 installed between the lower foundation 31A and the upper foundation 32A, the lower foundation 31A and lower beams 33A and 33B on both sides integrated with the lower foundation 31A are provided. And a lower additional striking portion 41 integrated with the upper base 32A and upper upper striking portions 42 integrated with the upper beams 34A and 34B on both sides integrated with the upper base 32A.

  Note that the reinforcing bars inside the lower foundations 31A to 31C, the upper foundations 32A to 32C, the lower beams 33A and 33B, and the upper beams 34A and 34B, which are the existing housing 30, are omitted in the drawing. Hereinafter, the direction in which the lower foundations 31A to 31C and the upper foundations 32A to 32C are arranged will be described as the width direction of the lower foundation 31A, and the direction orthogonal thereto will be described as the depth direction of the lower foundation 31A.

  The seismic isolation device 20 is an isolator using laminated rubber, for example. However, the seismic isolation device 20 is not limited to this, and may be any device that achieves seismic isolation by any method conventionally used.

  Here, in the seismic isolation device 20, the flange plate 21 existing at the lower end of the seismic isolation device 20 is detachably connected to the base plate 31a formed integrally with the lower base 31A on the upper surface of the lower base 31A by a bolt (not shown) or the like. Has been. The lower foundation 31A is formed by integrating the lower beams 33A and 33B connecting the lower foundations 31B and 31C adjacent to each other to solidify the concrete.

  In the seismic isolation device 20, the flange plate 22 existing at the upper end of the seismic isolation device 20 is detachably connected to the lower surface of the upper base 32A by a base plate 32a integrated with the upper base 32A by a bolt (not shown). Yes. The upper foundation 32A is separated from the lower foundation 31A and solidifies the concrete. The upper foundation 32A is formed by integrating the upper beams 34A and 34B connecting the upper foundations 32B and 32C adjacent to each other with the pillars 35A located above the upper foundation 32A and solidifying the concrete. It is.

  It is necessary to replace the seismic isolation device 20 while maintaining the seismic isolation performance of the building. Therefore, in the present embodiment, a plurality of jacks 24 are installed on the upper surfaces of the lower beams 33A and 33B around the seismic isolation device 20 via a sliding plate (sliding support) 23 and the like.

  These jacks 24 are installed between the lower beams 33A and 33B and the upper beams 34A and 34B. Although not shown, an appropriate number of height adjusting plates are inserted in the gap between the jack 24 and the lower beams 33A and 33B or the upper beams 34A and 34B, and the gap between them is lost.

  It is preferable that reinforcing plates 33a and 34a are provided on the upper surfaces of the lower beams 33A and 33B and the lower surfaces of the upper beams 34A and 34B, respectively, and these reinforcing plates 33a and 34a are joined to the base plates 31a and 32a by welding or the like.

  However, the jack 24 slides on the sliding plate 23 when an earthquake occurs. Therefore, since it is necessary to consider the amount of movement, the sliding plate 23 may be arranged not only on the upper surface of the lower beams 33A and 33B but also on the upper surface of the lower increased hitting portion 41.

  In this embodiment, the lower additional striking portion 41 is also integrated with the lower foundation 31A and the lower foundations 31B and 31C located adjacent to both sides in the width direction of the lower foundation 31A. It is formed over. Furthermore, in this embodiment, the lower additional striking portion 41 is formed to extend from the lower foundation 31A and the lower beams 33A and 33B in both directions in the depth direction of the lower foundation 31A.

  Reinforcing bars such as an assembly bar 41a, a crack prevention bar 41b, and a reinforcing bar 41c are arranged in the lower additional punching part 41.

  In the lower additional punching portion 41 located in the depth direction of the lower foundation 31A, an assembly bar 41a is arranged at the main bar position, and both ends of the U-shaped crack prevention bar 41b are installed on the side surface of the lower base 31A. Connected to an anchor (not shown).

  In the lower additional striking portion 41 located in the depth direction of the lower beams 33A and 33B, an assembly bar 41a fixed on the side surface of the lower foundations 31B and 31C is arranged at the main bar position, and a square-shaped crack is formed. The prevention bar 41b is arranged at the shear reinforcement position. Since the assembly bar 41a basically does not bear stress, it may be fixed by a normal fixing method.

  At least one reinforcing bar 41c is arranged to bear a bending moment. The reinforcing bars 41c are arranged so as to pass from the lower beam 33A on one side to the lower beam 33B on the other side through the depth direction side of the lower foundation 31A. The reinforcing bar 41c is placed on the upper side of the lower foundation 31A so that it can bear a bending moment with a pile core of a pile (not shown) positioned below the lower foundation 31A as a fulcrum after jacking up and the lower end of the jack 24 as an applied point. Is arranged.

  The bending moment also acts on the lower beams 33A and 33B. This bending moment has an inflection point between the pile core and the jack position, and from this inflection point to the jack, the lower side of the beam is pulled. This bending moment is borne by a beam main bar (lower bar) (not shown) in the lower beams 33A and 33B.

  However, if the bending moment cannot be fully borne by only the beam main bar, the bending moment may be borne by using the assembly bar 41a as a reinforcing bar. In this case, the number and sectional shape of the assembly bars 41a are made appropriate so that the tensile force caused by the bending moment borne by the assembly bars 41a can be counteracted, and the assembly bars 41a can be fixed to the lower foundation 31A as necessary. It is preferable to deepen.

  Note that the lower beams 33A and 33B also have an inflection point between the lower foundations 31B and 31C from the jack position, and the upper side of the beams again becomes tensile. However, the maximum value of the bending moment is smaller than the value at the pile core position first, and there is no problem as long as the reinforcing bar 41c is arranged.

  Further, to prevent slack in the case where twisting occurs in the lower additional striking portion 41 and to transmit shearing force, a connecting line (not shown) is fixed on the contact surfaces of the lower foundations 31A to 31C and the lower beams 33A and 33B. May be.

  In the present embodiment, the reinforcing bar 41c is disposed over the entire length of the lower beams 33A and 33B on both sides, and both ends thereof are coupled to anchors (not shown) installed on the adjacent lower foundations 31B and 31C, respectively. Yes. When it is necessary to reinforce a further adjacent lower foundation (not shown), the lower additional striking portion 41 may be further extended to this lower foundation. The reinforcing bars 41c are preferably straight, but may be bent as long as there is no problem with stress transmission.

  And in order to support the stress (bending moment) which arises at the time of jackup, it is preferable that many reinforcement bars 41c are provided in the outer side compared with the inner side in the depth direction.

  Further, it is desirable that the reinforcing bars 41c are collectively arranged at the upper part in the depth direction of the lower additional striking part 41 and pass above the beams orthogonal to the lower beams 33A and 33B. It is desirable to avoid it and keep it within the cover thickness range.

  As described above, the lower additional striking portion 41 is formed mainly for reinforcement against bending moment and shearing force. The shape of the lower additional striking portion 41 is determined based on the arrangement of the crack prevention bars 41b provided for reinforcement against the shearing force and the reinforcement bars 41c provided for reinforcement against the bending moment.

  In addition, if the reinforcing bars 41a to 41c are arranged so that appropriate reinforcement is possible, the lower additional hitting portion 41 becomes too large, and a problem such as interference with piping of existing equipment may occur. The size of the hitting portion 41 is limited.

  When the necessary reinforcing bars 41a to 41c cannot be arranged in the limited lower reinforcement portion 41, the positional relationship with the existing equipment, the amount of movement of the building at the time of the earthquake, and the like are taken into consideration. As shown, reinforcing reinforcing bars 41a to 41c may be arranged over the lower foundation 31A. These reinforcing bars may be anchored to the existing housing 30 or welded to the existing reinforcing bars.

  In this case, the lower additional striking portion 41 scrambles a part of the lower foundation 31A and, if necessary, a part of the lower beams 33A and 33B integrated therewith, and a reinforcing bar 41c is provided to the squeezed part. What is necessary is just to form by placing concrete after bar arrangement. The raised portion is indicated by a two-dot chain line in FIG. In addition, it is preferable that the reinforcing bars 41c on the outer side in the depth direction of the lower additional beating portion 41 are arranged linearly.

  However, the amount of twist is preferably as small as possible. In particular, it is preferable that the portion of the lower foundation 31A where an anchor (not shown) for attaching the base plate 31a is present is not broken. Further, when the lower beams 33A and 33B are wound, it is preferable to avoid a portion where a main bar (not shown) is arranged. The reason why the reinforcing bars 41c are gathered at one corner of the cross section of the lower additional striking portion 41 is to make the scooping range as small as possible.

  The upper additional striking portion 42 is integrated with the upper base 32A and upper beams 34A and 34B integrated on both sides of the upper base 32A in the width direction, and the upper portion is extended in at least one direction in the depth direction of the upper base 32A. It is formed so as to extend from the base 32A and the upper beams 34A, 34B.

  In the present embodiment, the upper additional striking portion 42 is configured in the same manner as the lower additional striking portion 41 described above, and reinforcing bars 42a to 42c are arranged therein. However, the assembly bar 42 a is disposed on the upper side of the upper additional striking portion 42, and the reinforcing bar 42 c is disposed on the lower side of the upper rear striking portion 42. Further, the arrangement and cross-sectional shape of the reinforcing bars 42a to 42c may be different, and the length in the depth direction and the height direction of the upper additional hitting portion 42 may be different from that of the lower additional hitting portion 41. Good.

  When the bracket is attached to the column 35A, the upper additional striking portion 42 only needs to transmit the load that the bracket could not bear to the jack, and the stress burdened by the lower additional striking portion 41 is smaller.

  Hereinafter, the reinforcement construction method accompanying the replacement work of the seismic isolation device of the existing building using the above-described reinforcement structure of the existing frame will be described mainly with reference to FIGS. 1 to 6.

  First, when the reinforcing bars 41c and / or 42c penetrate a part of the foundation, in the existing case 30 in which the seismic isolation device 20 is inserted between the lower foundation 31A and the upper foundation 32A, the lower foundation 31A and Alternatively, a step of rubbing a part of the upper base 32A is performed.

  Next, a step of forming the lower increased hitting portion 41 is performed. The lower additional portion 41 is provided with a mold (not shown), and post-installed anchors are installed on the lower foundations 31A to 31C and the lower beams 33A and 33B, and reinforcing bars 41a to 41c are arranged to place concrete. Then, it is formed by curing. At this time, the reinforcing plate 33a forms a part of a mold for forming the lower additional punching portion 41, and is joined to the base plate 31a integrated on the upper surface of the lower base 31A by welding or the like.

  Next, the step of forming the upper additional striking portion 42 is performed. The upper reinforced portion 42 is provided with a mold (not shown), and post-installed anchors are disposed on the upper foundations 32A to 32C and the upper beams 34A and 34B, and reinforcing bars 42a to 42c are arranged to place concrete. Then, it is formed by curing. At this time, the reinforcing plate 34a forms a part of the mold for forming the upper additional punching portion 42, and is joined to the base plate 32a integrated on the upper surface of the upper foundation 32 by welding or the like.

  In addition, after forming the lower additional striking portion 41, a part of the upper foundation 32 may be rolled. Further, after forming the upper additional hitting portion 42, the lower additional hitting portion 41 may be formed, or may be formed simultaneously.

  Next, a step of installing the sliding plate 23 and the like on the lower beams 33A and 33B and the lower increased hitting portion 41 is performed.

  Next, a step of installing the jack 24 between the sliding plate 23, the upper beams 34A and 34B, and the upper additional striking portion 42 is performed.

  Next, a step of releasing the connection between the flange plate 21 present at the upper end of the seismic isolation device 20 and the base plate 32a integrated with the upper foundation 32A is performed. Instead of this releasing step, a step of releasing the connection between the flange plate 22 present at the lower end of the seismic isolation device 20 and the base plate 31a formed integrally with the lower foundation 31A may be performed.

  Next, a process of extending the jack 24 a little, for example, several mm, and stopping in that state is performed. In this case, all the jacks 24 related to one existing pillar 35A are extended simultaneously. At this time, all the jacks 24 related to a plurality of adjacent existing pillars 35A may be extended at the same time.

  Next, a step of releasing the connection that was not released in the release step is performed. That is, in the release step, when the connection between the flange plate 21 and the base plate 32a is released, the connection between the flange plate 22 and the base plate 31a is released, and when the connection between the flange plate 22 and the base plate 31a is released, The connection between the flange plate 21 and the base plate 32a is released.

  Next, a process of replacing the seismic isolation device 20 with a new seismic isolation device is performed.

  Next, the process of shortening the jack 24 and returning it to the original state is performed.

  Next, the flange plate 22 present at the upper end of the new seismic isolation device and the base plate 32a integrated with the upper foundation 32A, and the flange plate 21 and lower base 31A present at the lower end of the new seismic isolation device are combined. And a step of connecting the base plate 31a formed integrally with the base plate 31a.

  Finally, a step of removing the sliding plate 23 and the jack 24 is performed. These removed members may be used again for other existing pillars 11 of the same existing building 10.

  As described above, according to the embodiment of the present invention, the reinforcing bar 41c having a length over the lower foundation 31A and the lower beams 33A and 33B on both sides integrated with the lower foundation 31A is arranged, The lower foundation 31A and the lower beams 33A and 33B are integrated, and a lower additional striking portion 41 is formed so as to extend in the depth direction of the lower foundation 31A.

  Thereby, it is possible to load the reinforcing bars 41c with the stress applied to the lower foundation 31A and the lower beams 33A and 33B. Similarly, the stress applied to the upper foundation 32A and the upper beams 34A and 34B can be borne by the reinforcing bars 42c in the upper increased hitting portion 42.

  As mentioned above, although embodiment of this invention was described with reference to drawings, this invention is not limited to this.

  For example, the lower additional striking portion 41 is integrated with the lower foundation 31A and the lower foundations 31B and 31C located adjacent to both sides in the width direction of the lower foundation 31A, and is formed over the entire length of the lower beams 33A and 33B. Explained the case. However, the lower additional striking portion 41 may be integrated with the lower foundation 31A and the lower beams 33A and 33B integrated on both sides in the width direction of the lower foundation 31A, and is integrated with the lower foundations 31B and 31C. It does not have to be.

  Similarly, the upper additional striking portion 42 is integrated with the upper foundation 32A and the upper foundations 32B and 32C located adjacent to both sides in the width direction of the upper foundation 32A, and extends over the entire length of the upper beams 34A and 34B. The case where it is formed has been described. However, the upper additional striking part 42 only needs to be integrated with the upper foundation 32A and upper beams 34A and 34B integrated on both sides in the width direction of the upper foundation 32A, and is integrated with the upper foundations 32B and 32C. It does not have to be.

  Further, the lower additional punching portion 41 and the upper additional punching portion 42 are formed symmetrically in the width direction and the depth direction in the drawing, but are not limited thereto, and may be asymmetric in these directions. Further, the lower additional punching portion 41 and the upper additional punching portion 42 are formed on both sides in the depth direction of the lower foundation 31A and the upper foundation 32A, but are not limited to this, and are formed only on one side. May be.

  Furthermore, when a bracket is attached to the column 35A, the upper extra striking portion 42 may not be provided as long as this bracket can transmit all the column axial force to the jack 24.

  DESCRIPTION OF SYMBOLS 10 ... Existing building, 20 ... Seismic isolation device, 21, 22 ... Flange plate, 23 ... Sliding plate, 24 ... Jack, 30 ... Existing frame, 31A-31C ... Lower foundation (foundation), 31a, 32a ... Base plate, 32A 32C ... Upper foundation (foundation), 33A, 33B ... Lower beam (beam), 34A, 34B ... Upper beam (beam), 33a, 34a ... Reinforcement plate, 35A-35C ... Existing column (pillar), 41 ... Additional lower portion 41b, 42b ... crack prevention bar (rebar), 41c, 42c ... reinforcing bar (reinforcing bar), 42 ... upper extra hitting part (increase hitting part).

Claims (6)

It is a reinforcement structure of the foundation where the seismic isolation device of the existing building is inserted,
It is integrated with the foundation and the beams on both sides integrated with the foundation, and is provided with an increased hitting portion formed so as to extend in the depth direction of the foundation,
A reinforcing structure for an existing frame, wherein reinforcing bars having a length extending between the foundation and the beams on both sides are arranged in the additional hitting portion.   The said additional hitting part is formed in the both sides of the depth direction of the said beam at least, and compared with the inner side in the said depth direction, many reinforcing bars are provided in the inner side of the outer side. Reinforcement structure of existing housing.   3. The existing base according to claim 1, wherein the existing foundation has a portion on the outer side in the depth direction, and a reinforcing bar is linearly provided inside the outer portion in the depth direction. Reinforcement structure of the frame.   The said additional hitting part is formed in the range calculated | required in consideration of the positional relationship of the said existing frame and the existing installation, and the movement amount of the building at the time of an earthquake, The Claim 1 to 3 characterized by the above-mentioned. The reinforcement structure of the existing frame of any one of Claims. A foundation reinforcement method in which seismic isolation devices for existing buildings are inserted,
Arranging a reinforcing bar having a length over the foundation and the beams on both sides integrated with the foundation on the depth side of the foundation;
A step of placing concrete so that the reinforcing bar is located inside, and forming an additional striking portion integrated with the foundation and the beams on both sides integrated with the foundation. Reinforcement method for existing housing Further comprising the step of scooping the outer portion of the foundation in the depth direction;
The method for reinforcing an existing frame according to claim 5, wherein a part of the reinforcing bar passes through the bent portion.