JP2007113276A - Earthquake resistant repair structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an earthquake resistant repair structure capable of carrying out repair work in a state to keep a building in an operating condition even if a story height of one layer is high or is the existing building having a large span. <P>SOLUTION: The earthquake repair structure 3 is integrally connected to the existing framing 1a forming a plane-shaped building 1 longer in the longitudinal direction and an outside reinforcing framing 5 constructed in the outside of the building 1, the outside reinforcing framing 5 is constructed in the longitudinal direction surface of the building 1 along the center in the span direction, and it is characterized that it has rigidity higher than horizontal rigidity in the span direction of the existing framing 1a to be connected. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a seismic retrofit structure in which an existing frame constituting a flat-shaped building that is long in the direction of the beam and an external reinforcing frame constructed outside the building are integrally joined.

  Conventional methods for retrofitting existing buildings include (1) adding seismic elements such as steel braces and load-bearing walls to the building, and (2) adding concrete to existing load-bearing walls to increase the wall thickness. There was a method of increasing, (3) a method of increasing the cross section of the pillar / beam, or a method of combining them. Methods for increasing the cross section of columns and beams include a method involving the addition of reinforcing bars, a method of winding a steel plate, and a method of winding reinforcing fibers.

  These seismic retrofitting methods are broadly divided into strength-types that increase both rigidity and strength as in (1) and (2), and toughness types that increase the deformation performance of columns and beams as in (3). The Here, in the above methods (1) and (2), excessive stress is concentrated on the reinforcing part, and the existing pillar / beam frame around the reinforcement cannot withstand the stress concentration. It becomes necessary to reinforce (3), resulting in expansion of the object to be reinforced. For this reason, on all floors of the building, the object to be reinforced covers a wide area, and the influence on the inside of the building is large. Further, in the method (1), since the opening is closed, the evacuation route and the evacuation distance in the building and the use plan are restricted after reinforcement.

  In any of the above methods, since the construction is mainly performed inside the building, the use of the building must be stopped at the time of construction, which greatly affects the user of the building.

  Therefore, in order to solve the above-described problem, a method of reinforcing a building while keeping the existing building in use has been proposed (see, for example, Patent Document 1).

Such a reinforcement method is to construct a seismic frame consisting of a plane frame independent of the building or a three-dimensional frame without a floor in an area that does not interfere with the existing building on the plane, and connect this seismic frame to the building. It is the method. According to this method, the reinforcement work for the building is not required, and the work can be performed while the building is kept in use.
Japanese Patent No. 3369387

  However, in general, in a large space building with a higher floor height or a large span, such as a factory or a warehouse, reinforcement in the direction between beams (span direction) tends to be a large-scale construction. In particular, in buildings that have a long planar shape in the direction of the beam, it is not sufficient to reinforce the inter-beam direction, but it is not enough to reinforce the end face. Or, it is necessary to construct a further reinforcing frame outside. In particular, if there is not enough space outside the building within a limited site, it must be reinforced inside the building, which hinders the use of the building.

  Therefore, the present invention has been devised to solve the above-mentioned problem, and even if the building has a higher floor height or a larger span, the reinforcement work is performed while the building remains in use. It is an object to provide a seismic retrofit structure that can be used.

  The invention according to claim 1 is an earthquake-resistant repair structure in which an existing frame that forms a planar building that is long in the direction of the beam and an external reinforcing frame constructed outside the building are integrally joined to each other. The reinforcing frame is characterized in that it has a rigidity higher than the horizontal rigidity in the beam direction of the existing frame constructed and joined to the beam running surface of the building along the core in the beam beam direction.

  According to the said structure, since the external reinforcement frame which has high rigidity bears most horizontal force at the time of an earthquake, the horizontal force burden of the existing frame can be reduced according to a rigidity ratio with an external reinforcement frame. That is, in the conventional reinforcing structure, a reinforcing frame is provided to compensate for the lack of rigidity and proof strength of the existing building, whereas the invention according to claim 1 is more than the rigidity of the existing frame in the beam direction. It is characterized in that the horizontal force load of the existing frame is greatly reduced by concentrating the horizontal force on the external reinforcing frame having high rigidity in a concentrated manner, thereby reversing the main force of the horizontal force load.

  The invention according to claim 2 is the seismic retrofit structure according to claim 1, wherein the external reinforcing frame is provided with underground beams that connect column bases adjacent in the beam-to-beam direction.

  According to the said structure, an external reinforcement frame becomes a shear type reinforcement frame, horizontal rigidity can be improved, and seismic performance can be improved.

  The invention according to claim 3 is characterized in that the foundation of the external reinforcement frame is provided with a plurality of piles arranged at intervals in the beam-to-beam direction. Structure.

  According to the said structure, since at least 2 pile is provided in the direction between beams, the rotational rigidity of a foundation increases.

  The invention according to claim 4 is the seismic retrofit structure according to any one of claims 1 to 3, wherein the external reinforcing frame is joined to the existing frame at least at an eave height level. is there.

  According to the above configuration, the external reinforcement frame having higher rigidity in the inter-beam direction than the existing frame is joined at least at one or more eave height levels close to the roof surface of the building to effectively improve the inter-beam rigidity of the building beams. Because it can be used, bending and shearing force generated in the pillars of the building can be reduced. Therefore, it is possible to omit one of the external reinforcing frames normally constructed on both sides of the girder surface of the building.

  Note that the rigidity and proof strength of the external reinforcing frame may be determined from the seismic performance according to the external force or Is value assumed in the design, and does not exclude the frame that eventually yields.

  Also, when one external reinforcement frame is constructed and integrated between two buildings, the horizontal rigidity is higher than that of each existing frame that is joined in the same way. If the rigidity is set higher, the load factor of the horizontal force is increased correspondingly, and the reinforcing effect is also increased.

  According to the present invention, the external reinforcement frame having higher horizontal rigidity than the existing frame is constructed and the whole is renovated as a whole, so that the horizontal force during earthquake acting on the entire building including the reinforcement frame is applied to the external reinforcement frame. It can be intensively transmitted to the ground. Therefore, even if it is an existing building constructed in a limited site and having a higher floor height or a larger span, the reinforcement work can be performed while the building is kept in use.

  The best mode for carrying out the present invention will be described in detail with reference to the accompanying drawings.

  FIG. 1 is a basic plan showing the best mode for carrying out the seismic retrofit structure according to the present invention, FIG. 2 is a beam plan showing an external reinforcing frame and an existing frame, and FIG. 3 is an external reinforcing frame and an existing frame. FIG. 4 is a front view showing the external reinforcement frame, and FIG. 5 is a plan view showing the connection between the columns, beams and braces of the earthquake-proof reinforcement frame.

  In the present embodiment, the seismic retrofit structure will be described by taking as an example the case of retrofitting a factory building (existing building) arranged in parallel with two buildings.

  As shown in FIG. 3, the existing building 1 is a factory or warehouse building that has a rectangular planar shape that is long in the direction of the beam and short in the direction of the beams, and has a higher floor height and span as compared with a general building. This building has a large interior space. Two buildings 1 and 1 are arranged in parallel at a predetermined interval. A flow space 2 (see FIG. 4) through which vehicles such as trucks and forklifts pass is formed between the buildings 1 and 1. In the present embodiment, the horizontal direction (referenced to the direction of the sign (hereinafter the same)) in FIG. 3 is taken as the column direction, and the vertical direction (referenced to the direction of the sign (hereinafter the same)) in FIG. ) Is the beam direction. In other figures, the column direction and the inter-beam direction are also specified. The building 1 includes an existing frame 1a made up of pillars and beams.

  The seismic retrofit structure 3 according to the present invention is configured by integrally joining an external reinforcing frame 5 constructed outside a building 1 to an existing frame 1a. The external reinforcing frame 5 is constructed on the crossing surface of the building 1, and the rigidity of the external reinforcing frame 5 in the beam direction is higher than the horizontal rigidity of the existing frame 1a in the beam direction. Note that the rigidity of the external reinforcing frame may be determined from the seismic performance according to the external force or Is value assumed in the design, and does not exclude the frame that yields eventually.

  In the present embodiment, the external reinforcing frame 5 is constructed between the buildings 1 and 1. Thus, when one external reinforcement frame 5 is constructed and integrated between the two buildings 1 and 1, the horizontal rigidity is made higher than the individual existing frames 1a and 1a to be joined in the same manner. The external reinforcing frame 5 has a plurality of structural surfaces (planar frames) 6 extending in the beam-to-beam direction. The external reinforcing frame 5 is a three-dimensional frame configured by connecting the plurality of structural surfaces 6 in the direction of the rows. The composition surface 6 is arranged at a predetermined interval in the column direction. In the present embodiment, the external reinforcing frame 5 is a three-dimensional frame. However, the present invention is not limited to this, and it is needless to say that only a plane frame may be used. That is, it is sufficient that at least one surface 6 is formed.

  As shown in FIG. 4, the construction surface 6 has a rigid frame structure in which a column 7 standing at a predetermined interval in a direction between beams of the building 1 and a beam 8 spanned between these columns 7 are rigidly joined. Configured. The construction surface 6 includes at least one intermediate beam 8b between the ground surface 11 and a top beam (hereinafter referred to as “top beam”) 8a. In the present embodiment, the intermediate beam 8b is formed in only one step between the ground surface 11 and the top beam 8a, and is provided at a substantially central portion of the construction surface 6 in the height direction.

  The lower layer (the lowermost layer) including at least the lowermost intermediate beam 8 b is constructed of a pure ramen structure 14. In the present embodiment, since the intermediate beam 8b has one stage, the lower half of the construction surface 6 has a pure ramen structure 14. The pure ramen structure 14 is formed by rigidly joining the intermediate beam 8b and the lower column 7b provided therebelow.

  On the other hand, at least the layer (uppermost layer) above the uppermost intermediate beam 8b is constructed of a brace-shaped ramen structure 15. In the present embodiment, the upper half of the composition surface 6 is the brace-containing ramen structure 15. The frame structure 15 with braces is configured by rigidly joining the upper column 7a and the top beam 8a located at the upper part of the intermediate beam 8b, and spanning the brace 16 between the upper column 7a and the top beam 8a. ing. The brace 16 is configured by connecting an H-shaped steel or the like to the upper column 7a or the top beam 8a via a bracket. In the present embodiment, the brace 16 is configured by providing a buckling prevention brace on a K-type brace, but is not limited thereto, and may be an X-type brace or other shapes. Of course it is good.

  The lower column 7b, which is a column of the pure ramen structure 14 part, is outside of the upper column 7a, which is a column of the braced ramen structure 15 part. Larger ones are used that extend outward. In the present embodiment, the lower pillar 7b and the upper pillar 7a are both made of square steel pipes, and those having different sizes are employed. The lower pillar 7b has both a columnar width and a width (length in a direction orthogonal to the columnar) larger than those of the upper column 7a. The lower columns 7b are arranged so as to protrude outward (outside in the beam direction) from the upper columns 7a, respectively, and the inner surfaces (center side in the beam direction) of the adjacent lower columns 7b and the upper columns 7a The inner surface is arranged so as to be flush with the inner surface.

  The inside of the lower column 7b is filled with concrete (not shown). That is, the lower column 7b is composed of a filled steel pipe concrete structure, can obtain a large proof stress with a small cross-sectional area, is less likely to buckle, and can obtain a greater rigidity than a normal steel pipe structure.

  The lower pillar 7b is formed to extend to a predetermined depth in the ground. Specifically, the lower column 7b is formed so that the lower end portion thereof is positioned below the underground beam 17 described later. The column bases 18 of the adjacent lower columns 7b are connected by an underground beam 17 made of steel reinforced concrete. The underground beam 17 is formed by spanning a steel beam 19 between adjacent column bases 18, arranging reinforcing bars (not shown) around it, and placing concrete 21. The underground beam 17 is not limited to steel reinforced concrete, and may be other configurations such as reinforced concrete and steel as long as necessary fixing strength can be exhibited.

  A base plate 22 fixed by welding or the like is provided at the lower end of the column base 18. A base 23 is formed at a lower portion of the base plate 22, and the column base 18 is fixed to the base 23 by an anchor bolt (not shown) through the base plate 22.

  Each foundation 23 of the external reinforcing frame 5 is provided with a plurality (two in this embodiment) of piles 24 and 24 arranged at intervals in the beam-to-beam direction. These piles 24 and 24 are joined and provided at the lower part of each column 7. The piles 24 and 24 are for resisting the force applied in the beam-to-beam direction and prevent the external reinforcing frame 5 from rotating, and need not be provided up to the support ground. The pile 24 may be of any kind, such as a steel pipe pile, a ready-made pile such as a concrete pile, or a concrete cast-in-place pile.

  In the present embodiment, the underground beam 17 is formed of a steel reinforced concrete structure, but the concrete 21 integrally covers the steel beam 19 and the lower part of the column base 18.

  A connection beam 25 connected to the existing frame 1a is provided on the upper part of the upper column 7a. The connecting beam 25 is provided to be joined to the existing frame 1a at least at the eave height level.

  In the present embodiment, since the building 1 is disposed on both sides of the external reinforcing frame 5 in the inter-beam direction, the connecting beams 25 are formed to extend on both sides of the structural surface 6 of the external reinforcing frame 5. The connecting beam 25 is connected to the top (eave height level) of the column 26 of the existing frame 1a, 1a. The external reinforcement frame 5 is formed lower than the eave height of one building 1, and the connecting beam 25 is disposed between the existing frame 1 a and the external reinforcement frame 5 in an inclined manner. As described above, the external reinforcing frame 5 and the existing frames 1a and 1a are integrally connected by the connecting beam 25 to form the earthquake-resistant repair structure 3. Depending on the height of the existing frame 1a and the arrangement relationship between the existing frame 1a and the external reinforcing frame 5, the connecting beam 25 may not necessarily be arranged along the roof gradient of the building 1 and may be horizontal. (See the connecting beam 25 on the right side in FIG. 4). In the present embodiment, the connecting beam 25 is provided only at the top of the external reinforcing frame 5, but when the eave height of the building 1 is higher, for example, in addition to the eave height, for example, half of the eave height You may make it provide another connection beam in a height position.

  As shown in FIG. 2 and FIG. 3, a plurality of the construction surfaces 6 are arranged at predetermined intervals in the direction of the existing frame 1a, and an intermediate beam 27 (see FIG. 2) and a top beam 28 extending in the direction of the direction of the beam. (Refer to FIG. 3). As for the beam direction, as in the beam-to-beam direction, the lower half is constructed with a pure ramen structure 14 and the upper half is constructed with a brace ramen structure 15. A large number of the lower pillars 7b and the upper pillars 7a are arranged in the row direction, and the distance between the lower columns 7b and the upper pillars 7a adjacent to each other in the row direction (arrangement pitch of the composition 6) is lower. And it is longer than the arrangement pitch of the upper columns 7a in the inter-beam direction.

  As shown in FIG. 5, the lower column 7b and the upper column 7a are arranged concentrically as viewed in the beam-to-beam direction. That is, the lower column 7b is disposed so as to protrude from both sides (both sides in the column direction) of the upper column 7a with the same length. When there is an opening for passing a vehicle between the lower pillars 7b adjacent to each other in the row direction, the lower pillars on the opening side are made flush with the surfaces of the lower pillars 7b and the upper pillars 7a on the opening side. You may make it ensure much distance between 7b.

  As shown in FIG. 3, a brace 29 that connects the top beams 8a and 28 to each other is connected to the top beam 8a extending in the beam-to-beam direction and the top beam 28 extending in the row direction. The brace 29 is configured by connecting an angle steel or the like to the top beams 8a and 28 via a bracket. The brace 29 is formed by arranging X-type braces.

  As shown in FIG. 1, underground beams 31 that connect between the column bases 18 of the lower columns 7b adjacent in the column direction are also provided between the construction surfaces 6 arranged at a predetermined pitch in the column direction. Although not shown in detail, the underground beam 31 is also formed by spanning steel beams between the column bases 18, arranging reinforcing bars around the steel beam, and placing concrete. The underground beam 31 is formed integrally with the foundation 23 and the other underground beam 17. The underground beam 31 is not limited to the steel reinforced concrete like the underground beam 17, and may be other configurations such as a reinforced concrete and a steel frame as long as necessary fixing strength can be exhibited.

  In FIG. 1, 36 indicates a footing foundation of the existing frame 1a, and 37 indicates a foundation beam. 2 and 3, reference numeral 38 denotes a beam of the existing frame 1a.

  By the way, as shown in FIG.2 and FIG.3, the planar frame 33 extended in the column direction is constructed | assembled in the other row line of the building 1 in which the external reinforcement frame 5 is not constructed. The plane frame 33 is configured by providing braces 35 between the columns 34, 34,. The brace 35 is appropriately determined from various forms such as a K-type brace, an X-type brace, and a Mansard-type brace according to the position of the opening and the specification mode of the building. The brace 35 does not carry out the construction work collectively, but considers the use status of the building and divides the process into parts and sequentially performs the processes. Thus, by performing a small construction in the building, the influence on the use of the building can be made as small as possible, and the plane frame 33 can be constructed without stopping the specification state of the building.

  In addition, a plane frame (not shown) made of columns and beams may be provided outside the other crossing surface and connected to the column 34 of the existing frame 1a. According to such a configuration, a plane frame can be constructed without affecting the use of the building at all.

  By the way, in this Embodiment, the external reinforcement frame 5 of 1 (= 2-1) building is constructed in the crossing plane between the two buildings 1 and 1, and the existing frames 1a and 1a and the external reinforcement frame 5 However, the number of buildings 1 is not limited to this, and may be larger. Although not shown, in this case, the number of external reinforcing frames is (n-1) with respect to the number n of buildings, and the external reinforcing frames of these (n-1) buildings are n buildings. It will be constructed in (n-1) spaces in between. Each external reinforcing frame is configured such that the rigidity in the direction between the beams is greater than the individual rigidity in the direction between the beams of the existing frame located on both sides. According to such a configuration, it is possible to efficiently reinforce a plurality of buildings arranged in parallel.

  Next, the construction method of the earthquake-proof repair structure 3 having the above-described configuration will be described.

  First, after excavating the floor surface or ground surface between the buildings 1 and 1 to construct the pile 24, two rows of parallel foundations 23 (see FIG. 4) are formed. At this time, when the foundation 39 interferes with the footing foundation 36 of the existing frame 1a, the footing foundation 36 is cut (in this embodiment, it does not interfere). There is no structural problem.

  Thereafter, the lower column 7b is erected on the foundation 23, and the steel beams 19 (see FIG. 4) and the intermediate beams 8b and 27 (see FIG. 2) of the underground beams 17 and 31 are attached. Further, the upper column 7a (see FIG. 3) is erected, and the top beams 8a and 28 (see FIG. 3) and braces 16 (see FIG. 4) and 29 (see FIG. 3) are attached. And after rebuilding which adjusts the height and inclination of each member and performing the bolt final fastening of each joint part, concrete 21 (refer to Drawing 4) of underground beams 17 and 31 is laid. At this time, the concrete 21 is placed integrally with the foundation 23 (or the footing foundation when the footing foundation 36 is cut). A floor surface (traveling surface of a vehicle or the like) such as a concrete slab is formed between the buildings 1 and 1.

  After the external reinforcing frame 5 is constructed in this manner, as shown in FIG. 4, the connecting beam 25 is rigidly joined to the external reinforcing frame 5 and the existing frame 1a, and the existing frame 1a and the external reinforcing frame 5 are fixed. To do. Thereafter, the outer wall of the building 1 through which the connecting beam 25 penetrates is repaired, and the construction work of the external reinforcing frame 5 is completed.

  On the other hand, as shown in FIG. 2 and FIG. 3, the plane frame 33 is constructed by sequentially providing braces 35 between the columns 34, 34,. The brace 35 divides the process into parts and sequentially performs construction work in consideration of the usage status of the building.

  Next, the operation of the earthquake-resistant repair structure 3 having the above-described configuration will be described.

  According to the seismic retrofit structure 3 having the above-described structure, the external reinforcing frame 5 is constructed on the girder surface of the existing frame 1a, and the rigidity in the beam direction is higher than the horizontal rigidity in the beam direction of the existing frame 1a. Most of the horizontal force burden during the earthquake response can be borne by the external reinforcing frame 5. Therefore, the horizontal force load of the existing frame 1a can be reduced to about half or less according to the rigidity ratio with the external reinforcing frame 5, and rational reinforcement can be performed in terms of dynamics. That is, according to the seismic retrofit structure 3, a horizontal force is concentrated on the external reinforcing frame 5 having a rigidity higher than the rigidity in the inter-beam direction of the existing frame 1 a, so that a horizontal force load is different from that of the conventional reinforcing structure. The horizontal force burden of the existing frame 1a can be greatly reduced by reversing the master-slave. In this way, since the existing frame 1a can be reasonably reinforced with the external reinforcement frame 5, the building 1 such as a factory or warehouse with a higher floor height or a larger span built in a limited site. Even if there is, the reinforcement work can be performed while the building 1 is kept in use.

  Since the external reinforcing frame 5 is a three-dimensional frame constructed by connecting a plurality of structural surfaces 6 extending in the beam-to-beam direction of the existing frame 1a in the direction of the beam, the stability of the external reinforcing frame 5 in the beam-to-beam direction is improved and the rigidity is increased. In addition, the external reinforcing frame 5 can also serve as a reinforcement in the beam direction.

  Further, by connecting the column bases 18 adjacent to each other in the beam-to-beam direction with the underground beam 17, the external reinforcing frame 5 becomes a shear-type reinforcing frame, and the horizontal rigidity can be increased and the earthquake resistance can be improved.

  Further, by providing the foundation 23 of the external reinforcement frame 5 with a plurality of piles 24 arranged at intervals in the beam-to-beam direction, the foundation 23 can resist the rotation and the rigidity is increased.

  Since the external reinforcing frame 5 is joined to the existing frames 1a and 1a at least at the eave height level and is constructed on one girder surface of the buildings 1 and 1, the rigidity in the inter-beam direction is higher than that of the existing frames 1a and 1a. Since the external reinforcement frame 5 can be joined at least at one or more eave height levels close to the roof surface of the buildings 1 and 1, the rigidity between the beams of the existing frames 1a and 1a can be effectively used. Bending and shearing forces generated in the columns 1a and 1a can be reduced. Therefore, it is possible to omit one of the external reinforcing frames 5 that is normally constructed on both sides of the beam faces of the existing frames 1a and 1a.

  By constructing a three-dimensional frame on one girder surface of the existing frame 1a and constructing a plane frame 33 on the other girder surface, the external reinforcing frame 5 can be reduced in size, and the necessary reinforcement performance within a limited site Reinforcement work with can be performed. The plane frame 33 is constructed by sequentially providing braces 35 between the pillars 34, 34.., And the construction of the braces 35 is divided into processes in consideration of the usage status of the building 1, and the inside of the building 1 By performing a partially small construction, the influence on the use of the building 1 can be reduced as much as possible, and the flat frame 33 can be constructed without stopping the specification state of the building 1.

  Since the external reinforcement frame 5 has a multi-layer single span structure and at least a part of the lowermost layer is constructed with a pure ramen structure 14, external reinforcement is provided in the traffic flow space 2 of the vehicle traveling inside and outside the buildings 1 and 1. Even if the frame 5 is constructed, braces or the like do not hinder the passage of the vehicle, and a vehicle traveling space can be secured below the external reinforcing frame 5.

  In addition, since at least a part of the uppermost layer is constructed of the brace ramen structure 15, the rigidity can be efficiently increased at a position close to the roof. In particular, in the present embodiment, the connecting beam 25 to the existing frame 1a is connected to the top of the braided ramen structure 15, and the force applied from the existing frame 1a can be received by the brace 16 or the like. Even for a building 1 with a higher floor height, the rigidity of the upper part near the roof is increased and the seismic reinforcement frame is made into a shearing shape, so that it can be reinforced efficiently. As described above, since the external reinforcing frame 5 can be reduced in size, the external reinforcing frame 5 can be constructed in a narrow space.

  Moreover, the lower pillar 7b will be located on the extension line of the brace 16 of the ramen structure 15 with a brace by arrange | positioning the lower pillar 7b so that it may protrude outside the upper pillar 7a. Therefore, the axial force of the brace 16 can easily flow to the lower column 7b, and the rigidity of the external reinforcing frame 5 can be efficiently increased.

  Since the lower pillar 7b of the pure ramen structure 14 is filled with concrete, the required rigidity can be obtained with a smaller cross section, so that further downsizing of the seismic retrofit structure 3 is achieved. In addition, effects such as buckling prevention and improvement in fire resistance can be obtained. Further, the axial force flowing from the brace 16 can be effectively supported. Moreover, since the cross section of the lower pillar 7b can be made small, the flow line space 2 of vehicles etc. can be ensured more widely.

  According to the external reinforcing frame 5 having the above-described configuration, since the lower column 7b is connected by the underground beams 17 and 31, the fixing degree of the column base 18 is greatly increased, and the rigidity is higher than that of the exposed type column base. Can be increased.

  As mentioned above, although the form for implementing this invention was demonstrated, this invention is not limited to the said embodiment, In the range which does not deviate from the meaning of this invention, a design change is possible suitably. For example, in the present embodiment, the intermediate beam 8b is merely provided in one stage between the top beam 8a and the ground surface 11, but the present invention is not limited to this. If the building to be reinforced is expensive, intermediate beams may be provided in multiple stages. On the other hand, in the present embodiment, the intermediate beam 8b provided in one stage is provided at an intermediate height of the external reinforcing frame 5, but the present invention is not limited to this. It is determined accordingly.

  In the present embodiment, an example in which the external reinforcement frame 5 is constructed between two buildings 1 and 1 arranged in parallel with each other has been described. However, the arrangement state of the existing frame 1a and the external reinforcement frame 5 is as follows. The present invention is not limited to the above embodiment. For example, an external reinforcing frame may be constructed between a plurality of buildings arranged in a labyrinth so that the entire building is integrally connected.

It is a foundation plan which showed the best form for implementing the earthquake-proof repair structure concerning this invention. It is a beam plan showing the best mode for carrying out the seismic retrofit structure according to the present invention. It is a beam plan showing the best mode for carrying out the seismic retrofit structure according to the present invention. It is the front view which showed the best form for implementing the earthquake-resistant repair structure which concerns on this invention. It is the top view which showed the connection of the column, beam, and brace of an external reinforcement frame.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Building 1a Existing frame 3 Reinforcement structure 5 External reinforcement frame 6 Construction surface 14 Pure ramen structure 17 Underground beam 18 Column base 23 Foundation 24 Pile

Claims (4)

It is an earthquake-resistant repair structure in which an existing frame that forms a flat-shaped building that is long in the direction of the beam and an external reinforcing frame that is constructed outside the building are joined together.
The external reinforcing frame is constructed along the core of the beam in the beam direction of the building and has a rigidity higher than the horizontal rigidity in the beam direction of the existing frame to be joined. . The seismic retrofit structure according to claim 1, wherein the external reinforcement frame is provided with underground beams that connect column bases adjacent in the beam-to-beam direction. The seismic retrofit structure according to claim 1 or 2, wherein the foundation of the external reinforcement frame is provided with a plurality of piles arranged at intervals in the beam-to-beam direction. The seismic retrofit structure according to any one of claims 1 to 3, wherein the external reinforcing frame is joined to the existing frame at least at an eave height level.

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