JP2009144494A - Base-isolating work method for existing buildings - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a base-isolating work method for an existing building to isolate it from earthquakes from its first through upper floors, with almost no excavation work necessary for underground or underground below the building foundation, and the required building interior work minimized. <P>SOLUTION: Some new piles 21 are provided at a position a little away from an existing building, and a new foundation footing 22 is constructed on the piles 21 to support a base-isolator. An external base-isolating device 31 is placed on the new foundation footing, and a new outer circumferential frame 58 constructed with at least the first floor beams is provided. After vertical loads of existing columns 41 on the first floor are temporarily received, each of these columns is horizontally cut away in part and an internal base-isolating device 32 is placed in the cut-away position. A new horizontally movable floor slab 54 is constructed immediately above the cut-away position for supporting it, and horizontally connected with the new outer circumferential frame 58 and the new floor slab 54. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention relates to a seismic isolation method for an existing building in which an existing building having insufficient seismic safety performance is subjected to a base isolation structure from the first floor above the ground.

  The seismic isolation structure can reduce the vibration of the structure itself against strong earthquake motion during a large earthquake, so it not only increases the seismic safety of the structural framework of the building, but also prevents the fall of contained items such as internal furniture and equipment. It is an excellent structural method that can reduce the risk of falling and colliding and dramatically improve the seismic safety of the entire building.

  Therefore, the seismic isolation structure has attracted attention as an effective method for improving the seismic performance of existing structures as well as new structures from the beginning, first being implemented in the United States from around 1990, and then increasing in examples in Japan. It's getting on.

  The basic method is to temporarily receive the building weight of an existing building, then cut the existing column or foundation and insert / place the seismic isolation device.

  The construction method is roughly divided into the following two A / B methods. In other words, the A method is a method in which a pillar is cut for each existing column and a seismic isolation device is attached, and the B method is a fabric foundation or wall that supports the weight of the entire building, and a hole is formed in it. This is a method of cutting the cloth foundation or wall around the seismic isolation device after opening the door, inserting the seismic isolation device, and installing all the seismic isolation devices. All of these have examples and are well-known methods.

  Since buildings in Japan are often made up of independent pillars, the A method is mostly applied as the actual building conditions. Examples thereof include the following Patent Documents 3 and 4, etc. In this case, in order to cut the existing column and insert and place the seismic isolation device, how to temporarily receive and support the vertical load of the existing column during construction. Is a big issue.

  In response to this problem, in the following two documents (Patent Documents 1 and 2), there is also a proposal that does not require the work of “arranging the seismic isolation device while supporting the vertical load of the existing column”.

  As shown in FIG. 8, in Patent Document 1, first, new pillars 61 and 62 are first integrated on the outside of the outer peripheral pillar 41 of the existing building, and the seismic isolation device 3 is arranged on the new pillar 61, The outer peripheral column 41 is cut. In addition, the middle pillar is suspended from a large roof beam 63 of the external frame 6 surrounding the outside of the building by a suspension cable 66.

  However, when the new columns 61 and 62 are provided in contact with the outer peripheral column 41 of the existing building, in particular, in order to provide the new column 62 on the outer side in contact with the underground building 13, the outside of the existing building is extended over the entire depth of the underground building. It is necessary to excavate, and a great deal of labor is required for anchoring and excavation work.

  In addition, it is necessary to construct an extremely large beam 63 on the roof for the external frame 6 that suspends the middle pillar. The construction costs required for these underground works and the construction of the external frame on the ground were temporarily received the load of the existing pillars. Above, compared to the conventional seismic isolation method that attaches seismic isolation devices, it is difficult to say that the method is necessarily economical and rational.

  Patent Document 2 is a proposal to place a seismic isolation device outside an existing building, similar to Patent Document 1, but it is necessary to introduce an extremely large truss structure to support the weight of the existing building. In order to support the total weight of the building with the seismic isolation device outside the building, the seismic isolation device and the piles that support it also require a very large load bearing capacity, which is realistic unless the existing building is small. There is an aspect that is hard to say.

Further, Patent Document 4 proposes a seismic isolation method for an existing building having an underground floor as shown in FIG. 9. However, complicated construction for constructing a seismic isolation clearance cutting portion 36 that separates the underground floor is required. There are some troubles, such as the necessity of processing the expansion hardware of the cut floor portion and the complexity.
JP 2005-171659 A JP 2003-336402 A JP 2003-328587 A JP 2003-003690 A

As described above, conventional seismic isolation methods such as Patent Documents 1 to 4
(1) When there is an underground floor, excavation outside the underground wall is required (Patent Document 1).
(2) It is necessary to cut the underground floor, which adds a problem of floor processing (Patent Document 4).
(3) It is necessary to construct a large external frame outside the ground frame (Patent Documents 1 and 2).
(4) When a column is cut at the ground part, it becomes a middle floor seismic isolation, and the first floor located below the seismic isolation device cannot receive the benefits of the seismic isolation structure (Patent Document 1).
(5) In the middle floor seismic isolation, it is necessary to provide a fireproof coating for the seismic isolation device, and it is also necessary to perform design and safety certification for fires by the fireproof verification method for all rooms of the building in terms of design (Patent Document 1).
And so on.

  Therefore, the present invention does not require (1) large-scale underground excavation, (2) no need to cut the underground floor, (3) no external frame, (4) The main challenge is to realize a seismic isolation method for existing buildings, which is a basic seismic isolation that does not become necessary, and (5) the upper part of the first floor can benefit from the seismic isolation structure.

The present invention adopts the following configuration in order to solve the above points.
<Configuration 1>
It is a seismic isolation method in which the upper part is separated from the first floor of the existing building, and new piles are placed in at least 4 places outside the existing outer peripheral column and slightly away from the existing building, or a direct foundation is used. A new foundation footing is installed to receive the seismic isolation device, and an external seismic isolation device is placed on the new foundation footing. A frame is constructed, and a vertical load on the first floor of each existing pillar of the existing building is provisionally received, and then a part of the first floor pillar of the existing pillar is cut in a horizontal direction, and the seismic isolation device in the building is located in the cut portion. Is connected to the cut portion of the cut first-floor pillar in the horizontal direction, and is lifted from the existing first-floor slab, or on the existing first-floor slab with a seismic isolation device for floor slab A new floor slab supported so as to be movable in the horizontal direction. Built-shi, seismic sinkers method of existing buildings, which comprises connecting the new floor slab and the new peripheral frame in the horizontal direction.

<Configuration 2>
In the seismic isolation method for an existing building described in Configuration 1, a laminated rubber-based seismic isolation device that bears a restoring force is disposed in the external seismic isolation device, and an existing pillar A seismic isolation system for an existing building, wherein a sliding bearing or a rolling bearing that supports axial force is arranged, and the seismic isolation device for the floor slab is arranged with a sliding bearing or a rolling bearing that supports the new floor slab. Law.

<Configuration 3>
The seismic isolation method for an existing building according to Configuration 1 or 2, wherein a laminated rubber-based seismic isolation device is mixed with a part of the in-building seismic isolation device. Law.

<Configuration 4>
It is a seismic isolation method in which the upper part is separated from the first floor of the existing building, and new piles are placed in at least 4 places outside the existing outer peripheral column and slightly away from the existing building, or a direct foundation is used. A new foundation footing that receives the seismic isolation device is provided on the base footing, and a seismic isolation device outside the building is placed on the new foundation footing, and is composed of at least a first-story beam and a first-floor pillar on the seismic isolation device outside the building. And a vertical load transmission member made of any one of a column, a wall, and a diagonal brace capable of transmitting the vertical load of the existing outer peripheral column to the new outer peripheral frame is arranged, and the vertical load transmission member The first floor pillar leg of the adjacent existing pillar remains cut, and other existing pillars receive a vertical load on the first floor, and then a part of the first floor pillar of the existing pillar is cut horizontally. Seismic isolation device in the building Connect the cut portion of the first floor column of all existing pillars directly above the horizontal section, and lift from the existing first floor slab or use a seismic isolation device on the existing first floor slab. A seismic isolation method for an existing building, wherein a new floor slab supported so as to be movable in a horizontal direction is constructed, and the new outer peripheral frame and the new floor slab are connected in a horizontal direction.

<Configuration 5>
In the seismic isolation method for an existing building according to any one of Configurations 1 to 4, horizontal force is applied to a newly installed foundation footing that supports the outside seismic isolation device and a foundation structure or an underground structure of the existing building. A seismic isolation method for existing buildings that is connected and integrated for transmission.

<Configuration 6>
It is a seismic isolation method in which the upper part from the first floor of an existing building having an underground floor is seismically isolated, and new piles are placed at a distance from the existing building at least four locations outside the existing outer peripheral column. Alternatively, a spring frame that is integrated into the existing underground structure is constructed, a new foundation footing is installed on it, and a seismic isolation device outside the building is arranged. The new outer peripheral frame is connected to and integrated with the first floor slab and the first floor beam of the existing building so that horizontal force can be transmitted, and horizontal force can be transmitted to the new foundation footing. After connecting and unifying to the basement of the existing building, cut the first-floor column head, attach a slide support slider to the lower side of the cut (under-floor first column head side), and cut Upper part (1st floor, large beam side Base sinkers method of existing buildings, characterized by mounting a sliding sliding plate bearing in.

<Configuration 7>
In the seismic isolation method for an existing building according to any one of Configurations 1 to 6, a reinforcing bar serving as a bottom main reinforcement of the large beam after reinforcement is provided on the lower surface and side surface of the existing first-floor large beam of the existing building, Remove the finishing material on the upper surface of the first floor existing floor slab located on the upper part of the girder, roughen the upper surface, and arrange the upper main bar of the reinforced large beam to reinforce the first floor existing floor slab. Slab vertical holes at equal intervals are provided in the plane position that is inward from the side position of the rear large beam, and shear reinforcement bars are arranged through the slab vertical holes, and the upper part of the existing floor slab on the first floor and the 1 A seismic isolation method for an existing building, in which concrete is placed on the side and underside of the existing high beam on the first floor to reinforce the first floor high beam on the existing building.

<Configuration 8>
In the seismic isolation method for an existing building according to Configuration 7, both main bars of the upper main bar and the lower main bar for the post-reinforcing main beam arranged on the upper and lower sides of the first floor existing beam are respectively opposed to the existing columns. A through hole having a diameter slightly larger than the diameter of the same main muscle is horizontally provided at the position of the same, and after both the main muscles are inserted into the through hole and penetrated, between the two main muscles and the through hole. By filling the gap with a filling material such as high-strength mortar or high-strength resin and curing it, a reinforced column / beam joint is constructed in which the existing column and the new reinforcing bar of the reinforcing beam intersect. Seismic isolation method for existing buildings.

<Configuration 9>
In the seismic isolation method for an existing building according to Configuration 8, after inserting and penetrating both main bars opposed to the existing columns in the through holes of the existing columns, the upper main bars and the lower main bars, respectively, The gap between the main bar and the through hole is filled with a grout material such as high-strength mortar, and a fixing plate of the main bar that is passed through is attached to the outer side of the end of the through hole of the existing column. By fixing the fixing plate and the main bar by welding, etc., and placing concrete for the reinforcing beam, it is possible to construct a reinforced column / beam joint where the existing column and the new main bar of the reinforcing beam intersect. A seismic isolation method for existing buildings.

<Configuration 10>
The seismic isolation method for an existing building according to any one of Configurations 1 to 8, wherein the sliding support is attached to a column base or a column head of an existing column of the existing building. It is divided into a “central part” slightly larger than the planar dimension of the slider and an “outer peripheral part” outside thereof, and the outer peripheral part is divided into at least two parts, and the surface slip plate of the outer peripheral part is divided into the central part. By putting it on the back plate of the sliding plate and tightening it with a countersunk bolt, the surface of the sliding plate can be reconstructed into a single large sliding plate with no irregularities, steps or protrusions,
In a state in which the vertical load of the existing column is temporarily supported, the installation position of the sliding support of the existing column is cut slightly larger than the height of the sliding support, and first, the slider and the slider and the center position of the existing column are matched The central part of the sliding plate is attached horizontally, and then the outer peripheral part of the sliding plate is disposed outside the central part, and the sliding plate is configured to have a horizontal and smooth surface by a flat bolt or the like, In addition, the upper and lower concrete frames of the slider and the slide plate are placed and constructed, and the slider and the slide plate are fixed to attach the slide support to the column base or the head position of the existing column. Seismic isolation method for existing buildings.

  Hereinafter, the present invention will be described with reference to the drawings illustrating embodiments.

  FIG. 1 shows an embodiment of Configuration 1 of the present invention. New piles 21 are placed in at least four places outside the outer peripheral column 41 of the existing building and slightly away from the existing building, and new foundation footings 22 for receiving seismic isolation devices are provided on the piles. A seismic device 31 is arranged. The new piles 21 may be disposed at four or more locations depending on the situation. The seismic isolation device 31 outside the building is a known seismic isolation device provided outside the existing building. In this embodiment, the laminated rubber 31 is disposed.

  A seismic isolation clearance 35 is provided around the seismic isolation device 31, and the foundation footing 22 is reinforced by a new foundation casing 23, and is integrated with the foundation casing 12 of an existing building. The existing pile 11 is often not seismically designed, but it is integrated with the new earthquake-designed pile 21 and the existing pile and the new pile jointly resist the horizontal force. Overall seismic performance will be improved.

  Next, a new outer peripheral frame 58 composed of the upper footing 50 and the first floor beam 52 is formed on the seismic isolation device 31 outside the building. The new outer peripheral frame 58 is integrated with the existing pillar 41 of the existing building.

  The existing pillar 41 temporarily receives the vertical load of the first floor, cuts a part of the first floor pillar of the existing pillar 41 in the horizontal direction, attaches the seismic isolation device 32 in the building in the cut portion, and cuts the The newly installed floor slab 54 that connects the portion directly above the cut portion of the first floor pillar 41 in the horizontal direction is constructed. The in-building seismic isolation device 32 is a known seismic isolation device that supports the existing column 41. In the present embodiment, the new floor slab 54 is lifted from the existing first floor slab and has a structure that does not hinder the horizontal movement of the upper building as a seismic isolation structure. The new floor slab 54 is integrated with the first floor beam 52 and the upper footing 50 of the new outer peripheral frame 58, and the existing building 4 is formed by the functions of the seismic isolation device 31 outside the building and the seismic isolation device 32 inside the building. It functions as a seismic isolation structure.

  In the present invention, the installation of the new pile can be performed without being disturbed by the existing building, the earth excavation work for installing the seismic isolation device is also slight, and the seismic isolation device 31 outside the building is completely different from the normal new construction work. It can be easily installed as well. In addition, cutting of existing pillars and work of the seismic isolation device 32 in the building can be performed at the position where the construction is most easily performed, directly above the floor slab on the first floor above ground, and the conventional exemption is performed in a narrow space excavated underground. Work efficiency is far better than seismic construction method and can be constructed safely. Moreover, the building after completion of construction has many merits that it can benefit from the seismic isolation structure from the first floor slab.

  FIG. 2 explains the configuration 1 and the configuration 2 in an easy-to-understand manner using a plan view. FIG. 2 (1) shows a first floor plan view of an existing building that is subject to seismic isolation work, and is composed of an existing column 41, a seismic wall 43, a first floor existing beam 42, a floor slab 44, and the like. .

  FIG. 2 (2) shows a first-floor plan view after the seismic isolation work according to the present invention. The seismic isolation device 31 outside the building is located outside the corner of the building and on the first-floor column base of each existing column 41. Has a seismic isolation device 32 in the building.

  In FIG. 2 (2), the configuration 3 is a case where a laminated rubber-based seismic isolation device is mixed with a part of the in-building seismic isolation device 32 arranged at the first floor column base of each existing column 41. The seismic isolation device 32 in the building is basically a sliding bearing or a rolling bearing, but by adjusting the seismic isolation cycle or reducing the eccentricity by mixing laminated rubber with a part of it. Can do.

  FIG. 3 shows an embodiment of Configuration 4 of the present invention. A new pile 21 is placed at a position slightly away from the existing building, a new foundation footing 22 for receiving a seismic isolation device is provided thereon, and an external seismic isolation device 31 is disposed thereon. In addition, a seismic isolation clearance 35 is provided around the seismic isolation device 31 outside the building, and the new foundation footing 22 is reinforced by the new foundation casing 23 and connected to the foundation casing 12 of the existing building. The configuration up to the above-described seismic isolation device 31 outside the building is the same as configuration 1.

  In the configuration 4, the upper foundation footing 50 is provided on the seismic isolation device 31 outside the building, and the new upper structure 5 including the pillar 51, the beam 52, the floor slab 54, and the like is constructed thereon. In order to transmit the vertical load (axial force) of the outer peripheral column 41 of the existing building to the seismic isolation device 31 outside the building, a vertical load transmission member 55 such as a column, a wall, and a diagonal brace is disposed. In FIG. 3, a wall is used as the vertical load transmission member, but diagonal materials such as braces are also effective.

  Next, a part of the first floor column of the existing column 41 on the outer peripheral portion adjacent to the vertical load transmission member is cut. Since the vertical load of the existing column 41 can be supported by the newly installed upper structure 5 and the seismic isolation device 31 outside the building, the cut portion of the existing column 41 may be left as it is (no support member).

  Existing pillars (inner pillars) other than the outer pillar temporarily receive the vertical load on the first floor, and then a part of the first floor pillar of the existing pillar is cut in the horizontal direction, and the seismic isolation device in the building is arranged. A first-floor slab 54 that connects horizontally the cut portions of the first-floor pillars of all the existing pillars that have been cut is provided. This new floor slab 54 may be lifted from the existing first-floor slab only at the connection with the existing pillars. However, when the span or load capacity is large, the new floor slab 54 is exempted from the existing first-floor slab. A seismic device 37 may be arranged. The floor slab seismic isolation device 37 in the case of FIG. 3 employs a sliding bearing.

  In many cases, the new upper structure 5 to be newly installed outside the existing building is usually only a low layer of about 1 to 3 layers, but this also serves as an anti-seismic reinforcement for the existing building. What is necessary is just to build according to the seismic performance which has. Due to the effect of the seismic isolation structure, it can be done with much lighter reinforcement work compared to seismic reinforcement as an earthquake resistant structure.

  FIG. 4 is also an embodiment of the configuration 4 of the present invention, and in order to transmit the vertical load (axial force) of the outer peripheral column 41 of the existing building to the seismic isolation device 31 outside the building, an oblique column is used as a vertical load transmission member. 55 is used. In addition, a prestress cable 56 is disposed at the joining position of the existing column 41 and the oblique column 55 to tighten the both in order to enhance the integration between the two.

  As shown in FIGS. 1, 3, and 4, in any of the above embodiments, the foundation footing 22 of the pile head of the new pile 21 and the new foundation frame 23 constructed integrally therewith are used as the foundation of the existing building. It is connected and integrated with the housing 12. By this integration, both the existing pile and the new pile will jointly resist the horizontal force during an earthquake, and the seismic performance of the entire building foundation will be improved. In addition, since the foundation building is embedded in the ground over the entire building plane, the existing building can be expected to interact with the ground, and the existing building can be used effectively in terms of seismic performance. This is configuration 5 of the present invention.

  FIG. 5 is an example of Configuration 4 in the case where an existing building has an underground floor. The new pile 21, the seismic isolation device 31 outside the building, and the new upper structure 5 are configured outside the existing building, and the basic configuration is the same as that of the fourth embodiment. Moreover, the underground part has integrated the new foundation frame 23 with the underground foundation frame 13 of the existing building, and it may be considered that the seismic isolation effect which can obtain the difficulty of construction is the same as that of Example 4.

  In the present embodiment, the new outer peripheral frame 58 is constructed over the entire floor, and is further extended over the existing building. Through this earthquake-resistant repair work, the floor area of all floors and all houses will be expanded, and new floors will be expanded to improve seismic performance and provide new living space in existing buildings, adding economic benefits. As a result, incentives for renovation work have been increased.

  FIG. 6 is an embodiment in which the configuration 6 of the present invention is applied when an existing building has an underground floor. First, as in Configuration 4, a new pile 21 is placed at a position slightly away from the existing building, a new foundation footing 22 for receiving a seismic isolation device is provided thereon, and an external seismic isolation device 31 is disposed thereon. is doing. In addition, a seismic isolation clearance 35 is provided around the seismic isolation device 31 outside the building, and the foundation footing 22 is reinforced by the newly installed foundation frame 23 and connected to and integrated with the underground frame 13 of the existing building.

  Next, the upper foundation footing 50 is provided on the seismic isolation device 31 outside the building, and the new upper structure 5 including the pillar 51, the beam 52, the floor slab 54, and the like is constructed thereon. At the level above the first floor beam and floor slab of the existing building, the floor level of the newly constructed upper structure 5 is connected and integrated at the same floor level as the existing building.

  Next, after borrowing the vertical load of the existing column using the first floor of the existing column 41 or the first-floor large beam 15, the column head of the first floor of the basement is cut, and as a seismic isolation device in the building, The slider of the sliding support 34 is attached to the side (basement 1st column head side), and the sliding plate of the sliding support 34 is attached to the upper side (1st floor / large beam side) of the cutting part. Through the above steps, even with an existing building having an underground structure, the upper part from the first floor can be seismically isolated by merely excavating the outside of the building from the ground surface.

  Even if it is an existing building, the basement floor has an underground outer wall all around the building, so seismic performance is sufficiently secured, and the underground structure of the existing building is greatly increased as shown in Fig. 9 (Patent Document 4). There is no need to reinforce if it is not cut into pieces.

  When an existing building is renovated to a seismic isolation structure, the seismic force acting on the upper building is significantly reduced compared to the conventional seismic structure, so that the safety of each part of the framework of the upper structure is improved and improved. Of the structural members of the superstructure, the only stress that becomes severe is the large beam located directly above the newly installed seismic isolation device. In the present invention, this corresponds to an existing large beam on the first floor, but if the seismic isolation device is deformed by δ in the horizontal direction during an earthquake, the point of action of the vertical load and the support point will be displaced by δ horizontally, This is because the Pxδ moment is generated by the weight of the upper portion (column axial force P). This is called the Pδ (Pe Delta) effect.

  The Pδ moment newly added by the Pδ effect and the accompanying shear force are considerably large, so how to effectively reinforce this existing beam is an important issue in seismic isolation of existing buildings. Configuration 7 shows the method.

  Conventionally, as a reinforcement method for existing reinforced concrete (RC) beams, reinforcement such as sticking steel plates to the bottom and side surfaces of existing RC beams has been performed. However, it was difficult to integrate with existing reinforced concrete.

FIG. 7 is a cross-sectional view showing an example of configuration 7 showing an effective method of reinforcing an existing beam.
First, the bottom main reinforcement 71 of the post-reinforcing large beam is placed on the lower surface and side surface of the first-floor existing large beam 42 of the existing building to be reinforced. The position is basically based on a position lower than the same level as the lower surface of the existing beam.
As a result, it is possible to arrange the bars without being disturbed by the existing beams, and the beam formation becomes high, so that the bending strength of the large beams is significantly increased.

  To reinforce the upper main reinforcement 72 of the first-floor existing large beam 42, the finishing material on the upper surface of the first-floor existing floor slab 44 located above the existing large beam 42 is removed, the upper surface is roughened, and the upper end of the newly-reinforced large beam The main bar 72 is placed. The upper main bars 72 are arranged on the existing slab 44, but at positions where the upper main bars 72 intersect with the columns, the positions of the column bars are avoided, holes are made in the existing columns by core boring, and the reinforcing main bars 72 are passed through. By grouting, the column position can be reinforced.

  Next, there is a method for reinforcing the reinforcement of the shear reinforcement bars (stirrup). First, the slab vertical holes are equidistantly spaced from the existing floor slab 44 on the first floor to the plane position that is inside from the side position of the post-reinforcing large beam by the cover thickness. 77 is opened, and the shear reinforcement bar 73 is arranged through the slab vertical hole 77. The shear reinforcing bar 73 needs to have a square-shaped closed shape, but the cross-shaped reinforcing bar is passed down from above the upper main bar 72 and the cross-shaped reinforcing bar is arranged from below the lower main bar 71 upward. Then, they are integrated by welding the overlapped portion like the welded connection portion 74 in the vicinity of the center height of the beam cross-section, or by welding and joining in a butted state like the flash butt welded portion 75. Note that the abdominal muscle 79 is arranged near the central height of the cross section of the beam according to the beam formation. The cover thickness refers to the minimum distance from the surface of the reinforcing bar to the concrete surface, and the distance from the surface of the shear reinforcing bar 73 to the concrete surface is the cover thickness for beams and columns.

  As described above, since the reinforcement necessary for reinforcing the existing large beam is completed, the side surface and the bottom surface of the post-reinforcement beam on the lower side of the slab are surrounded by the formwork, and the concrete 76 is placed on the slab. Concrete filling holes 78 are formed in the slab at appropriate intervals so that the concrete 76 can be filled from the top of the slab to the bottom of the slab, and the concrete is filled from here.

  The existing RC girder can be reinforced as a new reinforced concrete girder by the above method. However, in the method of the present invention, the upper bar 72 and the lower bar main bar 71 are not limited by the cross-sectional dimensions of the existing girder 42, and necessary reinforcements are arranged. In addition to being able to do this, the beam formation can be increased, so that it is possible to easily raise the bending strength and shear strength of the large beam to the required strength.

FIG. 10 is an example of the configuration 8 showing a solution method at the position where the beam reinforcing main bar intersects the existing column in the example 7, as briefly described in the paragraph 50.
First, a diameter slightly larger than the diameter of the main bar at the position of both main bars facing the existing column 41 among the upper main bar 72 and the lower main bar 71 for the post-reinforcing large beam arranged at the upper part and the lower part of the existing main beam 42. The through holes 80 are horizontally provided, and the main bars 72 or 71 are inserted into the through holes 80 and penetrated, and then a high-strength mortar or high-strength resin or the like is provided in the gap between the main bars 72 or 71 and the through-holes 80. The main beam can be fixed inside the existing pillar 41 by filling and hardening the filling material 81.

  This beam reinforcement increases the bending strength of the beam. As a result, the possibility of a large shear stress acting on this column / beam joint increases, but the reinforcing beam can sufficiently perform the shear reinforcement, and the existing column 41 has a shear reinforcement bar on the outside. By restraining and increasing the number of columns, the existing column 41 can be reinforced from the outside, and the column / beam joint can also be shear reinforced.

  Until now, there was no way to effectively reinforce existing columns and beams, so there were only methods such as adding a seismic wall or braces, or constraining the periphery of the columns with iron plates or reinforcing strips. By using this method, the strength of the existing columns and beams can be reinforced very effectively.

  In addition, this reinforcement method allows the work to be performed in the state before the pillar is cut in the seismic isolation work of the existing building, so there is no need to temporarily support the weight of the building and the work can be carried out extremely easily. . Moreover, by reinforcing this existing beam first, it will be used to install a seismic isolation device that uses this reinforcing beam to temporarily support the weight of the building and cut the column, thereby greatly simplifying the temporary work. It has the merit of being able to.

FIG. 11 is an example of the configuration 9 showing a countermeasure in the case where the fixing length of the reinforcing reinforcing bar penetrating the existing column is insufficient because the configuration (depth) of the existing column is not sufficient in the configuration 8.
First, in the same manner as in Example 8, after a through hole 80 is formed in the existing column 41 and both main reinforcing bars 72 and 71 for reinforcing a large beam are inserted and penetrated, in the gap between the main reinforcing bars 72 or 71 and the through hole 80, A grout material 81 such as high-strength mortar is filled.
A fixing plate 82 of the main reinforcing bar is attached to the outside position of the end portion of the through hole of the existing column 41 and fixed by the reinforcing bar nut 83. The fixing plate 82 and the reinforcing bar may be integrated by welding.

  The grout 81 inside the through-hole can be formed after the fixing plate is attached, but in any case, after both the grout 81 and the fixing plate 82 are attached, the concrete 76 of the reinforcing beam is placed and then newly installed. It is possible to build a column / beam joint where the reinforcement reinforcement is firmly established.

FIG. 12 shows an embodiment of the configuration 10 which is a method of attaching a sliding bearing in the middle of an existing column such as a stigma or a column base.
The sliding plate of the sliding support has a very large planar dimension, and even a small sliding plate has a side of about 1.5 meters and is generally a rectangular plane of about 2 meters on a side. In order to insert and install this large flat slip plate in the middle of an existing column, it is necessary to temporarily support the vertical load of the existing column with a space larger than the plane dimension. It becomes. For this reason, slip bearings with large planar dimensions have not been used for seismic isolation of existing buildings. The configuration 10 of the present invention solves this problem and makes it possible to adopt a sliding bearing in the seismic isolation method of an existing building.

  For this purpose, the sliding plate of the sliding support is divided in advance into a “central portion 34B1” slightly larger than the slider's planar dimension and an “outer peripheral portion 34B2” outside thereof, and the outer peripheral portion is divided into at least two or more. The surface slide plate 34C of the outer peripheral portion is placed on the slide plate back plate 34D of the central portion and tightened with the countersunk bolt 34E, so that the surface of the slide plate is made into one large slip plate having no irregularities, steps or protrusions. Keep it ready for assembly and integration.

In FIG. 12, the case where the slider is installed on the lower side of the column head of the existing column 41 and the sliding plate is installed on the upper side is illustrated.
First, the vertical load of the existing column 41 of the upper building is temporarily supported using columns and beams, and the planned installation position of the slide support of the existing column 41 is cut slightly larger than the height of the slide support. The slider 34A and the slide plate center portion 34B1 are horizontally mounted in accordance with the planar center position of the column 41. At this time, since the planar dimension of the sliding plate central portion 34B1 is approximately the same as or slightly larger than the planar dimension of the slider 34A, it is smaller and lighter than the laminated rubber body, and the installation work can be easily performed.

  After setting the slider and the sliding plate center, placing the concrete on the upper and lower sides to support the vertical load can facilitate the subsequent work, but all the sliding plates are assembled. You may collect reinforcement and concrete work later.

After the slip plate central portion 34B1 is installed, the outer peripheral portion 34B2 of the slide plate is disposed on the outer side, the surface slip plate 34C of the outer peripheral portion 34B2 is overlaid on the back plate 34D of the central portion 34B1, and the countersunk bolt 34E is tightened. . The surfaces of the slide plates divided by this method are aligned on the same surface, and a large slip surface having no irregularities, steps or protrusions can be constructed.
After that, the sliding support 34 (slider and sliding plate) is mounted on the upper side and the lower side of the concrete frame by placing reinforcements and placing concrete to attach the sliding support having a large plane size to the column head of the existing column 41. it can.
In addition, also when attaching a slide support to the column base part of the existing column 41, construction can be performed in the same manner only by turning the direction upside down.

  Sliding bearings with large plane dimensions have been difficult to install and have not been used for seismic isolation of existing buildings so far. It became possible to adopt. This greatly improves the seismic isolation design performance of existing buildings, and makes it possible to make many existing buildings seismically isolated because of their relatively small size and weight. It is a thing.

  In Japan, the stock of houses has already reached a sufficient number, and it is important to improve the quality of houses in the future. From the viewpoint of Japan's economic power and environmental conservation, the effective use of a huge number of existing houses is one of the important issues as a national policy. In order to maintain and develop a safe and affluent life for the people, Improving and improving the seismic safety performance of buildings is an important issue.

  From that point of view, seismic reinforcement and seismic retrofitting have been carried out using conventional seismic structures, but the residents need to move once for the renovation work. The actual situation is that the earthquake-resistant repair work has not progressed so much because it requires a lot of cost and time since construction is required.

  On the other hand, retrofitting existing buildings with a seismic isolation structure can protect both buildings and containment, so if realized, it is a safe and secure method, but the conventional construction methods are expensive. Therefore, the actual situation is that only a few examples have been realized.

Since the present invention performs main construction outside the existing building, the resident can continue living in the building, and the construction itself is easy to implement. The first reason why the conventional seismic isolation work is expensive is the construction cost, that is, the construction cost and the temporary material cost because the construction is difficult, and the ratio of the material cost of the seismic isolation device is small. Therefore, it is clear that the seismic isolation work according to the present invention, which can carry out most of the work in the same manner as the new construction work, can be performed at a much lower cost than the conventional construction method.
With the present invention, it can be said that many existing buildings in Japan have been seismically isolated, and it has become easier to increase the number of existing buildings that can live safely and with peace of mind.

It is sectional drawing which shows Example 1 of the basic composition (structure 1) of this invention. It is a top view which shows Example 2 (Configuration 1 and Configuration 2) of the present invention. (1) The first floor plan view of an existing building targeted by the present invention shows a state before the present invention is applied. (2) The first floor plan view of the target existing building shows the state after the seismic isolation work according to the present invention. It is sectional drawing which shows Example 3 (Structure 4 and Structure 5) of this invention. It is sectional drawing which shows Example 4 (Structure 4 and Structure 5) of this invention. It is sectional drawing which shows Example 5 (Structure 4 and Structure 5) of this invention. It is sectional drawing which shows Example 6 (structure 6) of this invention. It is sectional drawing which shows Example 7 (structure 7) of this invention. It is sectional drawing which shows the seismic isolation method of the conventional existing building by patent document 1. FIG. It is sectional drawing which shows the conventional seismic isolation construction method of the existing building by patent document 4. FIG. It is sectional drawing which shows Example 8 (structure 8) of this invention. It is sectional drawing which shows Example 9 (structure 9) of this invention. It is sectional drawing which shows Example 10 (structure 10) of this invention.

Explanation of symbols

1: Ground 11: Existing pile 12: Existing foundation frame 13: Existing underground frame 14: Existing underground floor pillar 15: Existing underground floor beam 16: Existing underground floor wall 21: New pile 22: New foundation footing 23: New foundation frame ( Underground beams and retaining walls)
3: Seismic isolation device 31: Seismic isolation device outside building 32: Seismic isolation device in building 33: Laminated rubber-based seismic isolation device 34: Slide bearing 34A: Slider 34B: Slide plate 34B1: Central portion of slide plate 34B2: Outer portion of slide plate 34C: Surface slip plate 34D: Slide plate back plate 34E: Countersunk bolt 34F: Countersunk bolt nut 34G: Stud bolt 35: Seismic isolation horizontal clearance 36: Seismic isolation clearance frame cutting part 37: Floor slab isolation device 4: Existing upper building 40: Existing column cutting part 41: Existing column 42: Existing beam 43: Existing seismic wall 44: Existing floor 5: New upper structure 50: New upper footing 51: New column 52: New beam 53: Newly installed Wall 54: New floor slab 55: New vertical load transmission member (wall, diagonal column, brace)
56: New prestressed cable 57: New extension floor 58: New outer frame 6: External frame 61: New underground exterior frame 62: New ground external pillar 63: New roof girder 66: New suspended cable 7: Reinforced girder 71: Reinforcement beam reinforcement (lower end reinforcement)
72: Beam reinforcement for reinforcement (upper reinforcement)
73: Reinforcement shear reinforcement bar 74: Weld connection part of reinforcement shear reinforcement bar 75: Flash butt connection part of reinforcement shear reinforcement bar 76: Reinforcement concrete 77: Slab vertical hole for shear reinforcement bar 78: Slab for concrete placement Hole 79: Abdominal rebar of reinforcing beam 80: Through hole in existing column 81: Grout filling part 82: Reinforcing bar fixing plate 83: Reinforcing bar / fixing plate nut

Claims (10)

It is a seismic isolation method that changes the upper part from the first floor of an existing building
Place new piles or install direct foundations in at least four places outside the existing outer peripheral pillars and slightly away from existing buildings, and install new foundation footings that receive seismic isolation devices on top of them.
Place the seismic isolation device outside the building on the new foundation footing,
A new outer peripheral frame composed of at least one floor beam is formed on the seismic isolation device outside the building,
After provisionally receiving the vertical load of the first floor of each existing pillar of the existing building, a part of the first floor pillar of the existing pillar is cut in the horizontal direction, and the in-building seismic isolation device is disposed in the cut portion,
Directly connect the cut section of the cut first-floor pillar in the horizontal direction, and lift from the existing first-floor floor slab or move horizontally on the existing first-floor floor slab with a seismic isolation device for floor slabs Build a new floor slab that is supported as possible,
A seismic isolation method for an existing building, wherein the new outer peripheral frame and the new floor slab are connected in a horizontal direction. In the seismic isolation method of the existing building according to claim 1,
In the seismic isolation device outside the building, a laminated rubber-based seismic isolation device that bears the restoring force is arranged,
In the building seismic isolation device, a sliding bearing or a rolling bearing that supports the axial force of the existing column is arranged,
A seismic isolation method for an existing building, wherein the seismic isolation device for a floor slab is provided with a sliding bearing or a rolling bearing that supports the new floor slab. In the seismic isolation method for an existing building according to claim 1 or claim 2,
A seismic isolation method for an existing building, wherein a laminated rubber seismic isolation device is mixed with a part of the in-building seismic isolation device. It is a seismic isolation method that changes the upper part from the first floor of an existing building
Place new piles or install direct foundations in at least four places outside the existing outer peripheral pillars and slightly away from existing buildings, and install new foundation footings that receive seismic isolation devices on top of them.
Place the seismic isolation device outside the building on the new foundation footing,
A new outer peripheral frame composed of at least a first floor beam and a first floor pillar is formed on the seismic isolation device outside the building,
A vertical load transmitting member consisting of a column, a wall, or a diagonal brace capable of transmitting the vertical load of the existing outer peripheral column to the newly installed outer peripheral frame is disposed,
The first floor column base of the existing column adjacent to the vertical load transmission member remains cut,
Other existing pillars received a vertical load on the first floor, cut a part of the first-floor pillar of the existing pillars in the horizontal direction, and placed the seismic isolation device in the building in this cut section,
Connect the cut portion of the first floor column of all existing pillars directly above the horizontal section and lift from the existing first floor slab, or use the seismic isolation device on the existing first floor slab. Build a new floor slab supported movably,
A seismic isolation method for an existing building, wherein the new outer peripheral frame and the new floor slab are connected in a horizontal direction. In the seismic isolation method for an existing building according to any one of claims 1 to 4,
A seismic isolation system for an existing building, wherein a new foundation footing for supporting the seismic isolation device outside the building and a foundation structure or an underground structure of the existing building are connected and integrated so that a horizontal force can be transmitted. Law. It is a seismic isolation method that changes the upper part from the first floor of an existing building that has a basement floor,
Build new piles at least 4 places outside the existing outer peripheral pillars at a position slightly away from the existing building, or construct a jumping frame integrated with the existing underground frame, and install a new foundation footing on it. Place the seismic isolation device outside,
A new outer peripheral frame composed of at least one floor beam is formed on the seismic isolation device outside the building,
The new outer frame is connected and integrated with the first floor slab and the first floor beam of the existing building so that horizontal force can be transmitted,
After connecting and unifying the new foundation footing to the underground building of the existing building so that horizontal force can be transmitted,
Cut the 1st basement column head, attach the slide support slider to the lower side of the cut (basement 1st column head side), and slide the slide support to the upper side (1st floor / large beam side) of the cut part. Seismic isolation method for existing buildings, characterized by attaching In the seismic isolation method for an existing building according to any one of claims 1 to 6,
Reinforcing the lower main bar of the main beam after reinforcement on the lower and side surfaces of the existing first floor of the existing building
Removing the finishing material on the upper surface of the first floor existing floor slab located on the upper part of the first floor existing large beam, roughening the upper surface, and then arranging the upper main bar of the post-reinforcing large beam;
The first floor existing floor slab is provided with slab vertical holes at equal intervals in a plane position that is inside the cover thickness from the side position of the post-reinforced large beam,
After arranging the shear reinforcement through the slab vertical hole,
A seismic isolation method for an existing building, in which the first-floor large beam of the existing building is reinforced by placing concrete on the upper part of the first-floor existing floor slab and the side and bottom surfaces of the first-floor existing large beam. In the seismic isolation method for an existing building according to claim 7,
A diameter slightly larger than the diameter of the main bar at the position of both main bars of the upper main bar and the lower bar main bar for the post-reinforcing beam placed at the upper and lower parts of the first-floor existing big beam. The through-holes are provided horizontally,
After inserting both the main muscles into the through hole and penetrating,
A reinforced column in which a gap between the two main bars and the through hole is filled with a filling material such as high-strength mortar or high-strength resin and cured to intersect the existing column and the new reinforcing main bar of the reinforcing beam.・ A seismic isolation method for existing buildings, characterized by building beam joints. In the seismic isolation method for an existing building according to claim 8,
After inserting and penetrating both main bars opposed to the existing pillars among the upper and lower main bars in the through holes of the existing columns,
In the gap between the main bar and the through hole, filled with a grout material such as high-strength mortar,
At the outer position of the end of the through hole of the existing pillar, attach the fixing plate of the penetrated main muscle,
After fixing the fixing plate and the main bar with a reinforcing bar nut or welding,
A seismic isolation method for an existing building, in which a reinforced column / beam joint is constructed in which the existing column and the new reinforcement reinforcement of the reinforcing beam intersect by placing concrete in the reinforcing beam. In the seismic isolation method for an existing building according to any one of claims 1 to 9,
It is a method of attaching a sliding support to the column base or the column head of the existing column of the existing building,
In advance, the sliding plate of the sliding support is divided into a “central portion” slightly larger than the planar size of the slider and an “outer peripheral portion” outside the slider, and the outer peripheral portion is divided into at least two or more parts.
The surface slide plate of the outer peripheral part is placed on the back plate of the slide part of the central part and tightened with a countersunk bolt, so that the surface of the slide plate is reconstructed into a single large slip board with no irregularities, steps or protrusions. Leave it ready,
In a state where the vertical load of the existing column is temporarily supported, the installation position of the sliding bearing of the existing column is cut slightly larger than the height of the sliding bearing,
First, horizontally attach the slider and the central part of the sliding plate according to the center position of the existing pillar,
Thereafter, the outer peripheral portion of the sliding plate is arranged outside the central portion, and the sliding plate is configured to have a horizontal and smooth surface with a flat bolt or the like,
In addition, the upper and lower concrete frames of the slider and the slide plate are placed and constructed, and the slider and the slide plate are fixed to attach the slide support to the column base or the head position of the existing column. Seismic isolation method for existing buildings.

Images