JP2014125859A - Earthquake-resistant reinforcement method and earthquake-resistant reinforcement structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an earthquake-resistant reinforcement method capable of easily performing earthquake-resistant reinforcement and suppressing cost required for earthquake-resistant reinforcement while securing safety in the case where an existing building requiring earthquake-resistant reinforcement is a steel skeleton structure, and a structure thereof.SOLUTION: According to the earthquake-resistant reinforcement method, with respect to an existing building 1 constructed with frames 2 of a steel skeleton structure including existing poles 3 and existing beams 4, an earthquake-resistant strength of the existing building 1 to be immune to an earthquake is improved by a reinforcement member for reinforcing the frames 2. The method includes: performing earthquake resistance diagnosis of investigating the earthquake resistant strength of the existing building 1 under a state before reinforcement; and knowing an earthquake resistant strength which is required at least correspondingly to estimated seismic intensity predicted in a construction site area of the existing building 1 when an earthquake occurs, through analysis by simulation, while being reflected with a result of the earthquake resistance diagnosis. The frames 2 are reinforced by wire ropes 12 while satisfying the required earthquake resistance strength on the basis of an analysis result of the simulation.

Description

  The present invention relates to a seismic reinforcement method for an existing building built with a steel structure, such as a factory, a warehouse, or a store, and the structure thereof.

  As is well known, it is predicted that a huge earthquake of magnitude (M) 7-8 super class will occur in the Japanese archipelago in the near future, such as Tokai earthquake, Tonankai earthquake, Nankai earthquake, Nankai trough earthquake, The Central Disaster Management Council, under the jurisdiction of the country, publishes the assumed seismic intensity for each assumed region. The Central Disaster Management Council considers various factors such as the distance from the epicenter and the geological condition, and topographical factors for the areas affected by such a huge earthquake. ”,“ Regions with a seismic intensity of 5 ”,“ regions with a seismic intensity of 5 ”,“ regions with a seismic intensity of 6 ”, and“ regions with a seismic intensity of 6 or more ”. Also, under the assumption of such a huge earthquake, the building structure standards of buildings have been updated and reviewed, and the government and local governments are currently promoting earthquake resistance of buildings with low earthquake resistance. Some existing buildings are not built to meet the current building structure standards, and such existing buildings need to be reinforced to increase the earthquake resistance in preparation for the above-mentioned huge earthquake. One example of a technique for increasing the seismic strength is the seismic reinforcement method disclosed in Patent Documents 1 and 2.

  Patent Document 1 is a seismic reinforcement method for improving the earthquake resistance of an existing building having an RC (Reinforced-Concrete) structure or an SRC (Steel Reinforced Concrete) structure. FIG. 16 is an explanatory diagram of the seismic reinforcement method disclosed in Patent Document 1, and FIG. 17 is an enlarged view of part A in FIG. In Patent Document 1, as shown in FIGS. 16 and 17, an upper steel frame member 101 is provided along the lower surface of the beam 130 between two adjacent columns 120 and 120 and arranged in an inverted V shape. The compression braces 102A and 102B of the book are joined to the central part of the upper steel frame member 101, the lower part of each column 120, and the upper surface of the beam 130 on the lower floor, whereby the seismic reinforcement of the frame is performed. The upper steel frame material 101 is configured to include a welded portion. The compression braces 102A and 102B are composed of a strip-shaped flat steel core member 103 and a constraining member 104 filled with mortar around the core member 103 surrounded by the thin steel member 105, and end plates provided at both ends. The bolts 113 and nuts are screwed through 110 to be fixed to the upper portions of the columns 120. The compression braces 102A and 102B are fixed to both the lower part of each column 120 and the upper surface of the beam 130 on the lower floor by screwing the bolt 113 and the nut through a connecting member 103a provided at one end. It is being fixed to the upper steel frame material 101 by the screwing of a volt | bolt and a nut through the connection member 103b provided in the end.

  The earthquake-proof reinforcement method of patent document 2 is a method which aimed at the improvement of the earthquake resistance of a wooden house. 18 is a plan view showing a wooden house reinforced by the seismic reinforcement method disclosed in Patent Document 2, and FIG. 19 is a perspective view of the wooden house shown in FIG. As shown in FIG. 18 and FIG. 19, Patent Document 2 is erected between a concrete foundation and a beam such as a ceiling at an outer corner portion of a corner column 202 located at four corners with respect to an existing wooden house 200. The angle member 212 is covered from the outside of the outer wall 201 along the corner column 202, and the periphery of the outer wall 201 of the entire wooden house 200 is fastened by a flat bar 204 with tension. Further, Patent Document 2 discloses a wire rope connecting the horizontal pillars 206 made of wire rope that connect the corner columns 202 and 202 that are diagonal columns and the intermediate columns 202a and 202a that are between the opposite columns to each other under the floor or the ceiling. By providing the horizontal tightening member 207, the inclination of the house is returned when an earthquake occurs, and the three-dimensional torsion occurring in the house is suppressed.

JP 2012-127105 A JP 2004-239038 A

However, the prior art has the following two problems.
(1) The problem that the seismic reinforcement work is expensive (2) The problem that the seismic reinforcement work is large

(1) The problem of high cost of seismic reinforcement work As mentioned above, in the seismic reinforcement work that enhances the seismic strength of existing buildings that do not meet the current building structure standards, Seismic diagnosis is conducted to investigate the seismic resistance of buildings. In general, earthquake-proof reinforcement work reflects the results of seismic diagnosis regardless of the area of the assumed seismic intensity divided into five distributions by the Central Disaster Prevention Council, and the guidelines of the Japan Building Disaster Prevention Association approved by the Minister of Land, Infrastructure, Transport and Tourism Based on the above, earthquake-proof reinforcement will be performed uniformly with specifications for “regions with seismic intensity of 6 or higher”. That is, in the seismic diagnosis results, the existing building does not have earthquake resistance that can clear the assumed seismic intensity by the Central Disaster Prevention Council, but the area where the existing building is located is, for example, “region with seismic intensity of less than 6”, This existing building is seismically reinforced with a seismic strength that can withstand a seismic intensity of 6 or higher, even if it does not fall under a “region of seismic intensity 6 or higher”, such as “region of seismic intensity 5 or higher”. In such a case, by applying excessive seismic reinforcement, the cost of the seismic reinforcement work is high, and the burden of construction costs is excessively large for the owner, so both public and private facilities, In particular, among some private facilities, there are not so many seismic reinforcement measures to improve the earthquake resistance of existing buildings.

  Moreover, in the seismic reinforcement method by the prior art like patent document 1, in the actual reinforcement work, in the process of attaching and fixing the reinforcement member, steel member, etc. which consist of steel materials, etc. to the pillar or beam of a building, In addition to bolting, welding is generally performed to join steel frames. In welding work, high-temperature sparks and sparks are scattered around during welding, so some parts of the building, such as floors and doors that are not involved in seismic reinforcement, or the owner's ownership that was originally placed indoors Curing for protecting the figurine from sparks and the like is performed over a wide area around the place where the welding operation is performed. As described above, the large-scale curing for avoiding the danger caused by welding is one of the reasons for the high cost in the seismic reinforcement work by the conventional seismic reinforcement method.

(2) The problem of large-scale seismic reinforcement work In addition, for example, facilities such as factories and stores are often built with steel-framed buildings. Among these existing buildings, There are buildings that have not been built to meet the building structure standards. In such facilities, for example, large machines that are fixed to the floor with anchor bolts, precision equipment that is sensitive to temperature changes, industrial equipment such as high-pressure gas used in business, and many products and displays There are cases where installations such as shelves are arranged along the walls in the building. In such a case, especially in facilities that dislike the fire caused by welding, the owner-owned installation in the building must be temporarily moved to a position where it will not interfere with the construction. It is necessary to move the installation object. In particular, as exemplified above, when a large machine is fixed to the floor with anchor bolts at a place where reinforcement is required for the pillars and beams of the building, the large machine is temporarily moved. When carrying out a large machine outside the building, it is necessary to carry out and re-load the large machine by breaking a part of the ceiling and walls, and it is necessary to carry out a considerably difficult work only by moving the large machine. In this case, if a large machine installed at a location where reinforcement is required for the pillars and beams of the building is not relocatable, the conventional seismic reinforcement method such as Patent Document 1 uses this location. This is a problem because the seismic reinforcement at the site is not possible. In addition, when an earthquake-proof reinforcement is performed by a conventional earthquake-resistant reinforcement method such as Patent Document 1 in a facility such as a factory or a store, the reinforcing members provided on the pillars and beams of the building are replaced with the work space in the facility. Can cause adverse effects. Furthermore, at the facilities such as factories and stores that are illustrated, the work at the construction site is closed during the earthquake-proof reinforcement work, and if the reinforcement work is large and takes a long time, the work will be hindered. This also contributes to the fact that seismic reinforcement measures have not been promoted.

  In Patent Document 2, the wooden house A is tightened with a flat bar 204 around the wooden house A, and the horizontal bracing 206 and the horizontal tightening member 207 are tightened with a wire rope under the floor and under the ceiling. There is no exposure to wire rope indoors or outdoors. However, if the wire rope is stretched in a tensioned state, it elongates over time, and in Patent Document 2, a regular period for adjusting the tension of the loose wire rope under the floor and behind the ceiling is used. Maintenance is not easy. If this maintenance is neglected while the wire rope is stretched, the wooden house A is not tightened by the wire rope, and the interval between the corner columns 202 and 202, the interval between the intermediate columns 202a and 202a, and the like increase. As a result, the degree of freedom of the inclination of the house and the three-dimensional twist of the house increases, and the effect of seismic reinforcement is lost. Especially in the case of wooden houses, when a large external force is applied to the columns and beams due to a huge earthquake, the columns and beams are instantaneously broken due to the characteristics of the wood and the structure of the columns and beams. And even if the earthquake resistance of the house is applied with a wire rope, sufficient earthquake resistance is not obtained, and the house may collapse. There is.

  The present invention was made in order to solve the above problems, and in the case where an existing building that requires seismic reinforcement is a steel structure, after ensuring safety, it simply performs seismic reinforcement, And it aims at providing the earthquake-proof reinforcement construction method which can suppress the cost concerning earthquake-proof reinforcement, and its structure.

In order to solve the above problems, the seismic reinforcement method of the present invention has the following configuration.
(1) In the seismic reinforcement method for increasing the seismic strength of an existing building that can withstand earthquakes by using a reinforcing member that reinforces the frame for an existing building constructed with a steel frame with existing columns and beams. Perform seismic diagnosis to investigate the seismic strength of existing buildings in the state before reinforcement, reflect the results of seismic diagnosis, and respond to the assumed seismic intensity predicted in the location of existing buildings when an earthquake occurs Then, at least the necessary seismic strength can be obtained by simulation analysis, the frame is reinforced by the reinforcing member to satisfy the required seismic strength based on the simulation analysis result, and the reinforcing member is a wire rope. It is characterized by.
In addition, the wire rope of the present invention is, for example, a metal cable including a cable such as a steel wire obtained by twisting steel strands and a parallel wire strand bundled in parallel without twisting the strands. It means a member. In addition, the wire rope of the present invention uses a standard product whose mechanical properties (mechanical strength) are approved by a public organization in accordance with, for example, JIS standards, and the reliability of the wire rope is high in quality. It is important to be a thing.
(2) In the seismic strengthening method described in (1), the existing building is an industrial building including any one of a factory, a warehouse, or a store, and the wire rope is a frame from the analysis result of the simulation. On the other hand, it is stretched so that the necessary strength can be obtained between the first existing column and the second existing column of the adjacent existing columns only for the part that does not satisfy the required seismic strength It is characterized by.
The industrial building of the present invention is, for example, in the case of being forced to evacuate during a disaster, such as a person sleeping at night, an infant or a child, an elderly person, a bedridden person, etc. Those who are unable to evacuate quickly are excluding residential buildings, which are also places of daily life. This is because residential buildings are required to have stricter seismic standards in consideration of human safety. On the other hand, as represented by factories, stores, warehouses, etc., even if you want to promote earthquake resistance, under the constraints of cost, etc., with buildings that have circumstances that you can not make earthquake resistance as you think, It refers to buildings that can be applied without requiring strict seismic standards as residential buildings. In particular, even if you are forced to evacuate in the event of a disaster, in that case, a person who is in a building such as a factory, store, warehouse, etc. who can evacuate without any inconvenience, or The building is used as a place to buy and sell goods.
In addition, the first existing column and the second existing column of the present invention are, for example, when the first existing column and the second existing column are both existing columns with through columns, the first existing column is an existing column with through columns, As in the case where the existing pillar is an existing pillar by an inter-column, the existing pillar may be a pillar erected at an adjacent position as an existing pillar of an existing building regardless of the through pillar or the inter-column.
(3) In the seismic reinforcement method described in (2), the wire rope is stretched obliquely between the first existing column and the second existing column in a tensioned state. A tension adjusting device capable of freely adjusting the tension of the wire rope is provided.
(4) In the seismic strengthening method described in (3), the wire rope is a first existing column, a second existing column, or an existing beam that connects the first existing column and the second existing column among the existing beams. It is fixed to any one of the steel frames by screwing in a moored state.
(5) In the seismic reinforcement method described in any one of (2) to (4), two sets of wire ropes are formed in an approximately X shape between the first existing column and the second existing column. It is characterized by being stretched so as to cross each other.

The seismic reinforcement structure of the present invention has the following configuration.
(6) In the seismic reinforcement structure that increases the seismic strength of an existing building that can withstand an earthquake by a reinforcing member that reinforces the frame against an existing building constructed with a steel structure frame having existing columns and beams. The reinforcing member is a wire rope, and the wire rope is obliquely stretched between the first existing pillar and the second existing pillar, which are adjacent to each other, in a tensioned state. The second existing column or the existing beam of the existing beams connected to the first existing column and the second existing column is fixed by screwing in a moored state, It is characterized by.
(7) The seismic reinforcement structure described in (6) is characterized in that tension adjusting means capable of freely adjusting the tension of the stretched wire rope is provided.
(8) In the seismic reinforcement structure described in (7), the wire rope is composed of two wire rope base materials per set, and the wire rope base material is attached to one end portion in the longitudinal direction of each wire rope base material. A tethering portion for coupling with the tension adjusting means; and the tension adjusting means includes a first tethering portion that is a tethering portion of one wire rope base material and a first wire rope support portion provided so as to be tethered. The second wire rope support portion provided to be moored with the second mooring portion which is the mooring portion of the other wire rope base material, and disposed between the first wire rope support portion and the second wire rope support portion. The tension adjustment is such that the first wire rope support portion and the second wire rope support portion can rotate relative to each other about the rotation axis along the axial direction of the first wire rope support portion and the second wire rope support portion. Have a department The tension adjusting part is connected to the first wire rope support part by screwing with a right-hand screw, and is connected to the second wire rope support part by screwing with a left-hand screw. .
(9) The seismic reinforcement structure described in (7) or (8) is characterized in that the tension adjusting means is disposed in an exposed state in an existing building after reinforcement.

  The operation and effect of the seismic reinforcement method of the present invention having the above-described configuration and the seismic reinforcement structure will be described.

(1) In the seismic reinforcement method for increasing the seismic strength of an existing building that can withstand earthquakes by using a reinforcing member that reinforces the frame for an existing building constructed with a steel frame with existing columns and beams. Perform seismic diagnosis to investigate the seismic strength of existing buildings in the state before reinforcement, reflect the results of seismic diagnosis, and respond to the assumed seismic intensity predicted in the location of existing buildings when an earthquake occurs Then, at least the necessary seismic strength can be obtained by simulation analysis, the frame is reinforced by the reinforcing member to satisfy the required seismic strength based on the simulation analysis result, and the reinforcing member is a wire rope. Therefore, in order to increase the seismic strength of existing buildings, seismic reinforcement is a large-scale seismic supplement compared to conventional seismic reinforcement methods. Construction it is easy to apply it without performing, it can be carried out by shortening the work period required for the construction. In addition, as described above, the seismic reinforcement by the seismic reinforcement method of the present invention is uniformly applied with an excessive seismic strength more than necessary based on the guidelines of the Japan Foundation for Disaster Prevention of Buildings approved by the Minister of Land, Infrastructure, Transport and Tourism. It is not a thing, but it is given according to the assumed seismic intensity predicted in the location of the existing building after ensuring safety. For this reason, the cost required for the seismic reinforcement can be suppressed at a much lower cost than the cost required for the conventional seismic reinforcement, such as an 80% reduction of half or less.

  In other words, as mentioned above, since large earthquakes such as the Tokai earthquake are predicted to occur in the Japanese archipelago in the near future, new buildings to be built will be subjected to the above-mentioned large earthquakes in accordance with the current strict building structure standards. It is built with enhanced earthquake resistance by providing the necessary earthquake resistance. The seismic retrofitting method of the present invention is necessary at least for existing buildings in response to the assumed seismic intensity predicted in the location of existing buildings by using simulation analysis to obtain the seismic strength of new buildings. It is to know the seismic strength. In this simulation analysis, simulated seismic wave analysis and time history vibration analysis are performed.

  Here, simulation earthquake wave analysis and time history vibration analysis will be described. Simulated seismic wave analysis is based on the Tokai earthquake and Tonankai earthquake in the location of the new building when building a new building with seismic isolation structure, seismic control structure, or high-rise building. This is an analysis that creates a simulation of the expected seismic wave when a huge earthquake such as the Nankai Earthquake or Nankai Trough Earthquake occurs. This simulated seismic wave analysis is based on a ground survey conducted in advance on the site of a new building, and then the fault that becomes the epicenter, the deep ground, and the surface ground in the location area are modeled separately. Based on the seismic wave velocity that occurs, the seismic wave velocity at the surface of the seismic base, the seismic wave velocity at the engineering base located on the surface side of the basement, and the ground survey results, Assume seismic velocity. In the simulated seismic wave analysis performed by computing these seismic wave velocities, the simulated seismic wave in the engineering base and the simulated seismic wave on the ground surface in the area where the new building is located (hereinafter referred to as “site wave”) are obtained by simulation. It is done.

  Next, in order to grasp the structural characteristics unique to the new building, a vibration analysis model of the new building to be built is created based on the various ground survey results obtained from the site of the new building. The time history vibration analysis of a new building in which the above-described site wave is applied to this vibration analysis model is performed. Time history vibration analysis is based on the vibration analysis model, due to the influence of site waves on the new building, and the ultimate strength of the superstructure of the new building on the ground surface, three-dimensional dynamic analysis, static elasto-plastic analysis, vibration The contents of analysis, stress analysis, and the like are acquired by simulation, and are used to determine whether or not they have high earthquake resistance in accordance with current strict building structure standards.

  As described above, the analysis technology used to acquire the seismic strength has been applied to new buildings so far, but the seismic reinforcement method of the present invention is also applicable to existing buildings constructed with steel structures. It is used to enhance the seismic strength of existing buildings through reinforcement. Of course, existing buildings that have been seismically reinforced using the above-mentioned analysis technology by the seismic reinforcement method of the present invention are, of course, predicted as well as seismic reinforcement based on the guidelines of the Japan Foundation for Disaster Prevention of Buildings approved by the Minister of Land, Infrastructure and Transport Safety is guaranteed as it has been seismic-proofed to meet the seismic strength that can withstand a huge earthquake.

  In addition, when the above-described simulation analysis is performed, the seismic reinforcement method of the present invention requires a corresponding amount of cost. However, the total cost required for the entire seismic reinforcement of existing buildings is uniformly “regions with a seismic intensity of 6 or more. Compared with the conventional seismic reinforcement method that performs seismic reinforcement with specifications for " The reason for this is that the seismic reinforcement method of the present invention reflects the result of the seismic diagnosis performed before reinforcement, and is required under the assumed seismic intensity predicted in the location of the existing building when an earthquake occurs. The seismic strength is obtained through simulation analysis. As a result, for existing buildings that are subject to seismic reinforcement, seismic reinforcement with wire ropes specializes only those parts with weak seismic strength in view of the location of existing buildings, and at least the required seismic strength. This is because it is applied in accordance with the aim, and unnecessary seismic reinforcement with excessive strength is not carried out unnecessarily. Moreover, in the seismic reinforcement method of this invention, since the frame of the existing building is reinforced with the seismic strength based on the analysis result of the simulation by the wire rope which is a reinforcement member, the cost applied to the reinforcement member is disclosed in Patent Document 1. Thus, it is much cheaper than the conventional seismic reinforcement method using a reinforcing member in which the periphery of the steel material as the core material is filled with mortar or the like in addition to the steel material alone.

  In addition, in seismic reinforcement work, there is no danger of welding to secure the stretched wire rope to the steel frame, and this wire rope can be, for example, bolted, caulked, etc. Fixed by mechanical fastening without any fire. Therefore, since the conventional curing for welding, which has been performed over a wide range with the welding work, is no longer necessary, the cost required for the curing for welding can be reduced. Furthermore, in the seismic reinforcement method of the present invention, since welding work is not performed in the seismic reinforcement work, the seismic reinforcement method is more suitable for seismic reinforcement of existing buildings in places where indoors are strictly prohibited from fire.

  Therefore, according to the seismic reinforcement method of the present invention, in an existing building of a steel structure that requires seismic reinforcement, when the seismic strength is increased by reinforcement, the seismic reinforcement is simply performed after ensuring safety, And the outstanding effect that the cost concerning earthquake-proof reinforcement can be suppressed is produced.

(2) In the seismic strengthening method described in (1), the existing building is an industrial building including any one of a factory, a warehouse, or a store, and the wire rope is a frame from the analysis result of the simulation. On the other hand, it is stretched so that the necessary strength can be obtained between the first existing column and the second existing column of the adjacent existing columns only for the part that does not satisfy the required seismic strength Therefore, if the building for industrial use that is earthquake resistant is, for example, a factory, a store, etc., the work at the construction site is closed during earthquake-proof reinforcement work (in the case of a complete holiday or opening) However, in the seismic reinforcement method of the present invention, the conventional seismic reinforcement method has become a major issue in the seismic reinforcement method of the present invention. Compared to Can be easily carried out, the construction period can be shortened. Moreover, the earthquake-proof reinforcement work by the earthquake-proof reinforcement method of the present invention can be realized at low cost. For this reason, particularly in industrial facilities such as factories and stores as exemplified, it is possible to contribute to the further promotion of seismic reinforcement measures (earthquake resistance) that have not been promoted so far.

  In addition, the seismic reinforcement method of the present invention is intended for seismic reinforcement with a wire rope as an industrial building (existing building) constructed with a steel structure frame, even if a huge earthquake exceeding the assumption occurs. Even in a steel structure frame itself, due to the characteristics of the material, it is possible to secure a certain length of time from elastic deformation to plastic fracture and fracture. In addition, the wire rope, due to its mechanical properties, does not break suddenly even in the deformation region that has become the yield region of steel, and can maintain the state of being stretched on the frame of the existing building. In this case, twisting of the frame can be suppressed. In other words, in the seismic reinforcement method of the present invention, the existing building requires the seismic strength required by utilizing the mechanical properties of the material in the steel frame and the mechanical properties of the wire rope used as the reinforcing member. Can be secured more effectively and earthquake resistance. In general, if the wire rope continues to be stretched in a tensioned state, it will elongate over time, so that after the tensioning, maintenance to adjust the tension of the wire rope is performed periodically. The seismic strength of existing reinforced buildings can be effectively maintained.

  In particular, the seismic reinforcement method of the present invention is intended to make an existing building earthquake resistant with a wire rope for an industrial building (existing building) constructed with a steel frame. In the unlikely event that a huge earthquake exceeds expectations, even if the wire rope that reinforces the frame of an existing building is subjected to a large tensile stress due to this huge earthquake and a large strain occurs, It is possible to ensure a relatively long time from the start of stretching until reaching the fracture. As a result, the wire rope can maintain a certain degree of suppression of the twisting of the frame as compared with the existing building before reinforcement without tensioning the wire rope, and in the existing building, for example, Even if an installation such as a window frame attached to the wall or an electric lamp attached to the ceiling falls, the start of the installation can be delayed. In other words, even if there are people inside the industrial buildings, such as factories and stores, as shown in the illustration, these people have more time to spare, and these people are going to collapse. You can evacuate to the outdoors more safely.

(3) In the seismic reinforcement method described in (2), the wire rope is stretched obliquely between the first existing column and the second existing column in a tensioned state. Since a tension adjusting device is provided that can freely adjust the tension of the wire rope, the tension (tension) of the wire rope that is slanted is a horizontal component that acts in the horizontal direction. This is a combined force of tension and vertical component tension acting in the vertical direction. The tension of the vertical direction component supports the first existing column and the second existing column more firmly in the vertical direction, while the tension of the horizontal direction component further increases the horizontal strength between the first existing column and the second existing column. Increasing. Thereby, the rigidity of the frame of the steel structure is greatly improved, so that the seismic strength of the frame is increased. In addition, if the wire rope continues to be stretched in a tensioned state, it will elongate over time, but during maintenance of the wire rope, the stretched wire rope is initially stretched by the tension adjustment device. It can be easily restored to the state tension. Thereby, if the tension adjustment by the tension adjusting device is periodically performed, the seismic strength of the reinforced existing building can be effectively maintained over a long period of time.

(4) In the seismic strengthening method described in (3), the wire rope is a first existing column, a second existing column, or an existing beam that connects the first existing column and the second existing column among the existing beams. For example, a steel brace is provided in the first existing column, the second existing column, or the connecting existing beam. The wire rope can be stretched by appropriately changing the stretched position without interfering with the steel brace. In addition, indoors of existing buildings that are seismically reinforced, around the first existing pillar, second existing pillar, or connecting existing beams, for example, industrial equipment such as large machines, precision equipment, high-pressure gas that are difficult to move, Even when a large number of products that are difficult to move and shelves that display them are installed, owner-installed installations that are placed indoors are arranged, and the wire rope can be easily and freely moved without moving these installations. Can be stretched.

(5) In the seismic reinforcement method described in any one of (2) to (4), two sets of wire ropes are formed in an approximately X shape between the first existing column and the second existing column. Since the frame is stretched in a substantially X shape, the horizontal strength between the first existing column and the second existing column is the first existing column. The existing building is reinforced in a more stable state by acting in a balanced manner between the pillar and the second existing pillar.

(6) In the seismic reinforcement structure that increases the seismic strength of an existing building that can withstand an earthquake by a reinforcing member that reinforces the frame against an existing building constructed with a steel structure frame having existing columns and beams. The reinforcing member is a wire rope, and the wire rope is obliquely stretched between the first existing pillar and the second existing pillar, which are adjacent to each other, in a tensioned state. The second existing column or the existing beam of the existing beams connected to the first existing column and the second existing column is fixed by screwing in a moored state, Since the reinforcing member used is a wire rope to increase the seismic strength of the existing building, the cost of the reinforcing member becomes the core material in addition to the steel material alone as in Patent Document 1. Mortar around steel Compared with the conventional earthquake-proof reinforcement method using the filled reinforcing member, it is much less expensive. In addition, the seismic reinforcement can be easily performed without performing a large-scale seismic reinforcement work as compared with the conventional seismic reinforcement structure, and the construction period required for the work can be shortened, so that the cost is low. Also, in seismic reinforcement work, since the stretched wire rope is fixed to the steel frame, no dangerous welding is performed. Since the welding curing that has been carried out is not necessary at all, the cost for the welding curing can be reduced. Therefore, the cost required for the seismic reinforcement can be suppressed at a much lower cost than the cost required for the conventional seismic reinforcement, such as an 80% reduction of half or less.

  In addition, the seismic reinforcement structure of the present invention is intended for an existing building constructed with a steel frame, and the existing building is seismically reinforced with a wire rope. However, even with a steel structure frame itself, due to the characteristics of the material, it takes a relatively long time from elastic deformation to plastic deformation to fracture. In addition, the wire rope can maintain the state of being stretched on the frame of the existing building without causing abrupt breakage even in a deformation region that is a yield region of steel due to its mechanical properties. That is, in the seismic reinforcement structure of the present invention, the existing steel structure is required by utilizing the mechanical properties of the material in the frame of the steel structure and the mechanical properties of the wire rope used as the reinforcing member. Seismic strength while ensuring effective seismic strength more effectively. In particular, because of the occurrence of a huge earthquake, it is possible to secure a relatively long time from when the wire rope starts to stretch until it reaches breakage, so even if there are people in the building of an existing building at the time of the earthquake, These people will be able to evacuate more safely from the existing building they are trying to collapse, with more time to spare.

  The tension (tension) of the wire rope stretched diagonally is a force obtained by combining the tension of the horizontal component acting in the horizontal direction and the tension of the vertical component acting in the vertical direction. The tension of the vertical direction component supports the first existing column and the second existing column more firmly in the vertical direction, while the tension of the horizontal direction component further increases the horizontal strength between the first existing column and the second existing column. Increasing. Thereby, the rigidity of the frame of the steel structure is greatly improved, so that the seismic strength of the frame is increased. In addition, the wire rope is anchored to the steel frame of the first existing column, the second existing column, or the connecting existing beam by being screwed, so that the first existing column, the second existing column, For example, when a steel brace or the like is provided in an existing column or a connection existing beam, the wire rope can be stretched by appropriately changing its tension position without interfering with the steel brace or the like. it can. In addition, indoors of existing buildings to be seismically reinforced, around the first existing pillar, second existing pillar, or connecting existing beams, for example, large-scale machines, precision equipment, high-pressure gas and other industrial equipment that are difficult to move Even if a large number of products that are difficult to move and shelves that display these are installed, owner-installed installations that are placed indoors are arranged, the wire rope can be easily and Can be stretched freely. Furthermore, in the seismic reinforcement structure of the present invention, since welding work is not performed in the seismic reinforcement work, the seismic reinforcement structure is more suitable for seismic reinforcement of an existing building in a place where fire is strictly prohibited.

  Therefore, according to the seismic reinforcement structure of the present invention, in an existing building of a steel structure that requires seismic reinforcement, when the seismic strength is increased by reinforcement, the seismic reinforcement is simply performed after ensuring safety, And the outstanding effect that the cost concerning earthquake-proof reinforcement can be suppressed is produced.

(7) The seismic reinforcement structure described in (6) is characterized in that a tension adjusting means capable of freely adjusting the tension of the stretched wire rope is provided. If it is kept stretched in a hung state, it will elongate over time, but during maintenance of the wire rope, the stretched wire rope can be easily restored to the tension in the initial initial state by the tension adjusting means. . Thereby, if tension adjustment by the tension adjusting means is periodically performed, the seismic strength of the reinforced existing building can be effectively maintained over a long period of time.

(8) In the seismic reinforcement structure described in (7), the wire rope is composed of two wire rope base materials per set, and the wire rope base material is attached to one end portion in the longitudinal direction of each wire rope base material. A tethering portion for coupling with the tension adjusting means; and the tension adjusting means includes a first tethering portion that is a tethering portion of one wire rope base material and a first wire rope support portion provided so as to be tethered. The second wire rope support portion provided to be moored with the second mooring portion which is the mooring portion of the other wire rope base material, and disposed between the first wire rope support portion and the second wire rope support portion. The tension adjustment is such that the first wire rope support portion and the second wire rope support portion can rotate relative to each other about the rotation axis along the axial direction of the first wire rope support portion and the second wire rope support portion. Have a department The tension adjusting part is connected to the first wire rope support part by screwing with a right-hand screw, and is connected to the second wire rope support part by screwing with a left-hand screw. Therefore, one end of the wire rope base material is fixed to the first existing column or connection existing beam at the end opposite to the first mooring portion, and the other wire rope base material is fixed to the second mooring portion. When the person rotates the tension adjusting unit of the tension adjusting means in one direction around the rotation axis, the first end is fixed to the second existing column or the connecting existing beam. The wire rope support part and the second wire rope support part are close to each other. Thereby, one wire rope base material moored by the first wire rope support portion and the first mooring portion and the other wire rope base material moored by the second wire rope support portion and the second mooring portion are simultaneously tensioned. The adjustment unit is pulled with a larger tension from the loosened state. Therefore, in order to adjust the tension of the wire rope, the tension of one wire rope base and the other wire rope base, that is, a set of wire ropes, is stretched by only rotating the tension adjusting portion in one direction. It can be easily restored to the initial initial tension.

(9) In the seismic reinforcement structure described in (7) or (8), the tension adjusting means is arranged in an exposed state in the interior of the existing building after reinforcement. Since the wire rope is stretched over time, maintenance of adjusting the tension of the stretched wire rope by the tension adjusting means can be easily performed. In particular, even if such maintenance is carried out regularly, maintenance can be easily performed, so that maintenance management of existing buildings that are seismically reinforced is easy.

It is explanatory drawing which shows schematically the earthquake-proof reinforcement structure which concerns on embodiment, and is the front view which looked at the frame of the existing building reinforced by earthquake resistance from the direction of the row. It is the side view which looked at the frame shown in Drawing 1 from the direction between beams. It is a figure explaining the earthquake-proof reinforcement structure which concerns on embodiment, and is a perspective view which represents and shows one division by which earthquake-proof reinforcement was carried out among the frames of the existing building. It is an enlarged view of a turnbuckle attachment part in FIG. FIG. 4 is an enlarged view of a shackle mounting portion in FIG. 3. It is sectional drawing which cut and showed the wire rope used with the earthquake-proof reinforcement structure which concerns on embodiment. It is a front view which shows the turnbuckle used with the earthquake-proof reinforcement structure which concerns on embodiment. It is a front view which shows the shackle used with the earthquake-proof reinforcement structure which concerns on embodiment. It is a perspective view which shows the shackle attachment member used with the earthquake-proof reinforcement structure which concerns on embodiment. It is process drawing in the case of attaching a shackle directly to the existing pillar about the earthquake-proof reinforcement method which concerns on embodiment, (a) is a 1st process drawing, (b) is a 2nd process drawing following (a). FIG. 11 is a process diagram following FIG. 10, in which (a) is a third process diagram, and (b) is a fourth process diagram following (a). It is process drawing in the case of attaching a shackle to an existing pillar via a shackle attachment member about the seismic reinforcement method according to the embodiment, (a) is a first process diagram, (b) is a second process diagram following (a). (C) is the 3rd process drawing following (b). It is the table | surface which showed collectively the significance of the earthquake resistance countermeasure by the earthquake-proof reinforcement structure which concerns on embodiment, and its determination, and is the table | surface which showed the significance in the case of setting q = 0.57. FIG. 14 is a table similar to FIG. 13 and shows the significance when q = 0.8. The graph which shows roughly the relationship between a horizontal force and a horizontal deformation | transformation about the wire rope used as a reinforcement member of the earthquake-proof reinforcement structure which concerns on embodiment, and the general structural steel for construction when used for a reinforcement member as a reference example It is. It is explanatory drawing of the earthquake-proof reinforcement method disclosed by patent document 1. FIG. It is an enlarged view of the A section in FIG. It is a top view which shows the wooden house reinforced with the earthquake-proof reinforcement method disclosed by patent document 2. FIG. It is a perspective view of the wooden house shown in FIG.

(Embodiment)
Hereinafter, embodiments of the seismic reinforcement method and the seismic reinforcement structure according to the present invention will be described in detail with reference to the drawings. In this embodiment, the existing building is a building constructed with a three-story steel frame, and the current building is located in the region designated as “region of seismic intensity 6” by the Central Disaster Prevention Council. Not built to meet structural standards.

  Drawing 1 is an explanatory view showing roughly the earthquake-proof reinforcement structure concerning an embodiment, and is the front view which looked at the frame of the existing building by which earthquake-proof reinforcement was carried out from the direction of a row. FIG. 2 is a side view of the frame shown in FIG. 1 viewed from the direction between the beams. In addition, in FIG.1 and FIG.2, in order to make a figure legible, in the existing building, while omitting illustration of the outer wall originally constructed on the outdoor side of the frame of the steel structure, the roof is simplified and illustrated. ing. Further, in FIGS. 1 and 2, a steel brace configured in an “X-shape” is illustrated on a steel structure frame by a “dashed line” and is stretched by the seismic reinforcement structure according to the present embodiment. A reinforcing brace including a rope is illustrated by a “thick solid line”, and a portion where a steel brace and a wire rope coexist is illustrated by arranging a “dashed line” and a “thick solid line” in parallel.

  First, an existing building constructed with a steel frame will be briefly described with reference to FIGS. 1 and 2. In the present embodiment, the existing building 1 is an industrial building including a factory. In addition, industrial buildings are, for example, people who sleep at night, infants and children, the elderly, people who are bedridden, etc. Those who are unable to evacuate are excluding residential buildings, which are also the place of daily life. This is because residential buildings are required to have stricter seismic standards in consideration of human safety. On the other hand, as represented by factories, stores, warehouses, etc., even if you want to promote earthquake resistance, under the constraints of cost, etc., with buildings that have circumstances that you can not make earthquake resistance as you think, It refers to buildings that can be applied without requiring strict seismic standards as residential buildings. In particular, even if you are forced to evacuate in the event of a disaster, in that case, a person who is in a building such as a factory, store, warehouse, etc. who can evacuate without any inconvenience, or The building is used as a place to buy and sell goods.

  As shown in FIGS. 1 and 2, the existing building 1 is a three-story building constructed with a steel frame 2 having an existing pillar 3 and an existing beam 4. The frame 2 includes a plurality of existing pillars 3 and a plurality of existing beams 4. In this frame 2, a plurality of existing pillars 3 erected perpendicularly to the ground GL and a plurality of existing beams 4 arranged horizontally are assembled orthogonally, so that the second and third floors are formed. Is formed. In addition, by combining a plurality of existing pillars 3 erected vertically from the third floor and a plurality of existing beams 4 inclined in a mountain shape with the center portion being the highest and inclined on both sides, A mountain-shaped triangular roof is constructed and formed. H-type steel is used for the existing pillar 3 and the existing beam 4. In the frame 2, the steel brace 5 is partially stretched between the existing columns 3 and 3 adjacent to each other or between the existing columns 3 and 3 adjacent to each other with the one existing column 3 interposed therebetween. It is installed. The steel frame brace 5 is provided in an X-shape along the building construction standard of the existing building 1 at the beginning of construction.

  The existing building 1 is expected to occur in the near future, a huge earthquake (Earthquake with magnitude (M) 7-8 super-class earthquakes such as Tokai, Tonankai, Nankai, Nankai Trough, etc.) Therefore, it is necessary to make the existing building 1 seismically reinforced with seismic strength that can withstand such a huge earthquake. The seismic reinforcement is performed by applying the reinforcement brace 10 of the seismic reinforcement structure according to the embodiment to the necessary part of the frame 2 of the existing building 1 so that the seismic strength that can withstand the assumed seismic intensity of “slight intensity 6 weak” is obtained. Is called.

  Before performing the seismic construction to increase the seismic strength of the existing building 1 with the reinforcing brace 10, the seismic diagnosis for investigating the seismic strength of the existing building 1 by a well-known method is performed under the state before reinforcement. And the seismic reinforcement method according to the present embodiment reflects the result of this seismic diagnosis, and at least the required seismic strength corresponding to the estimated seismic intensity predicted in the location of the existing building 1 when the earthquake occurs A simulation analysis is performed to learn the strength.

  Here, this simulation analysis will be described in detail. The simulation analysis is roughly divided into two types, that is, a simulated seismic wave analysis performed first and a time history vibration analysis performed thereafter. Simulated seismic wave analysis is based on the Tokai earthquake and Tonankai earthquake in the location of the new building when building a new building with seismic isolation structure, seismic control structure, or high-rise building. This is an analysis that creates a simulation of the expected seismic wave when a huge earthquake such as the Nankai Earthquake or Nankai Trough Earthquake occurs. This simulated seismic wave analysis is based on a ground survey conducted in advance on the site of a new building, and then the fault that becomes the epicenter, the deep ground, and the surface ground in the location area are modeled separately. Based on the seismic wave velocity that occurs, the seismic wave velocity at the surface of the seismic base, the seismic wave velocity at the engineering base located on the surface side of the basement, and the ground survey results, Assume seismic velocity. In the simulated seismic wave analysis performed by computing these seismic wave velocities, the simulated seismic wave in the engineering base and the simulated seismic wave on the ground surface in the area where the new building is located (hereinafter referred to as “site wave”) are obtained by simulation. It is done.

  Next, in order to grasp the structural characteristics unique to the new building, a vibration analysis model of the new building to be built is created based on the various ground survey results obtained from the site of the new building. The time history vibration analysis of a new building in which the above-described site wave is applied to this vibration analysis model is performed. Time history vibration analysis is based on the vibration analysis model, due to the influence of site waves on the new building, and the ultimate strength of the superstructure of the new building on the ground surface, three-dimensional dynamic analysis, static elasto-plastic analysis, vibration The contents of analysis, stress analysis, and the like are acquired by simulation, and are used to determine whether or not they have high earthquake resistance in accordance with current strict building structure standards.

  In this way, when building a seismically isolated building, a seismic control building, or a skyscraper as a new building, simulation analysis including simulated seismic wave analysis and time history vibration analysis is generally performed. It is carried out to acquire the seismic strength necessary for new buildings. In the seismic strengthening method according to the present embodiment, the simulation analysis that has been applied only to new buildings so far is also applied to the existing building 1 constructed with the frame 2 of the steel structure. The frame 2 is reinforced by the wire rope 12 so as to satisfy a necessary seismic strength based on the analysis result of the simulation so as to withstand a huge earthquake, and the existing building 1 is made earthquake resistant. From the simulation analysis result, the wire rope 12 has a first existing column 3A (existing column 3) and a second existing column 3 adjacent to the frame 2 only for the part that does not satisfy the required seismic strength. 2 It is stretched so as to obtain the necessary proof strength between the existing pillar 3B (existing pillar 3).

  That is, simulation analysis including simulated seismic wave analysis and time history vibration analysis is performed on the existing building 1. Simulated seismic wave analysis is based on pre-existing ground survey in the location of the existing building 1 and then modeling the fault that becomes the epicenter, the deep ground, and the surface ground in the location of the existing building 1 respectively. The location of the existing building 1 based on the seismic wave velocity at the fault that is the epicenter, the seismic wave velocity at the seismic base, the seismic wave velocity at the engineering base on the surface side of the seismic base, and the ground survey results Assuming the seismic velocity when reaching the surface of the earth. In the simulated seismic wave analysis, a simulated seismic wave on the engineering base and a simulated seismic wave (site wave) on the ground surface in the area where the existing building 1 is located are obtained by simulation.

  Next, in order to grasp the structural characteristics unique to the existing building 1, vibration analysis of the existing building 1 already constructed based on various ground survey results obtained from the site of the existing building 1 A model is created, and the above-mentioned site wave is applied to this vibration analysis model to perform time history vibration analysis of the existing building 1. The time history vibration analysis is based on the vibration analysis model, due to the influence of site waves on the existing building 1, the ultimate strength of the superstructure of the existing building 1 on the ground surface, three-dimensional dynamic analysis, static elasto-plastic analysis The contents of vibration analysis, stress analysis, and the like are acquired through simulation, and are used to determine whether or not they have high earthquake resistance in accordance with current strict building structure standards.

  In other words, in the existing building 1 in the state before reinforcement, the seismic strength of the frame 2 in which the seismic strength is small and does not meet the current strict building structure standards is investigated by time history vibration analysis. The part whose strength does not meet the building structure standard is specified. Then, the virtual existing building based on the vibration analysis model is reinforced with a wire rope in a part of the frame and the above-mentioned specific portion having insufficient earthquake resistance strength in the simulation, and the actual existing building 1 is located. Time history vibration analysis is continued until it is confirmed that the seismic strength that can withstand the assumed seismic intensity assumed in the region is reached (requirement for reinforcement). This indispensable reinforcement condition is used as a necessary and sufficient condition for making the existing building 1 earthquake resistant.

  In this way, the existing building 1 made earthquake resistant based on simulation analysis including simulated seismic wave analysis and time history vibration analysis, of course, is earthquake resistant reinforcement based on the guidelines of the Japan Foundation for Disaster Prevention of Buildings approved by the Minister of Land, Infrastructure, Transport and Tourism As with, safety can be ensured as if the earthquake resistance is sufficient to withstand the predicted great earthquake.

  The seismic reinforcement method of the present embodiment is a seismic strength based on the simulation results of the above-described simulated seismic wave analysis and time history vibration analysis using the wire rope 12 as a reinforcing member as a constituent element of the reinforcing brace 10. Reinforce. That is, the reinforcing brace 10 is disposed in a place (section) where the seismic strength is not sufficient in structure and requires further strength in the existing frame 2 as a whole. As shown, the frame 2 is provided not only on the part without the steel brace 5 but also on the part with the steel brace 5. FIG. 3 is a diagram for explaining the seismic reinforcement structure according to the embodiment, and is a perspective view representatively showing a section of the existing building frame that is seismically reinforced at a portion without a steel brace. 3 is an enlarged view of the turnbuckle mounting portion, and FIG. 5 is an enlarged view of the shackle mounting portion in FIG.

  In the reinforcement brace 10 having the earthquake-resistant reinforcement structure according to the embodiment, the two pairs of wire ropes 12 are adjacent to the first existing pillar 3A and the adjacent first pillar 3A for the portion of the frame 2 that is the cause of insufficient earthquake resistance. 2 between the two existing pillars 3B and obliquely stretched in a tensioned state. In this embodiment, the two sets of wire ropes 12 are connected to the first existing pillar 3A and the first existing pillar 3A as shown in FIGS. Between the second existing pillars 3B, they are stretched so as to cross each other in a substantially X shape. For one set of wire ropes 12, one wire rope base 12 </ b> A and the other wire rope base 12 </ b> B are connected with the turnbuckle 40 interposed therebetween.

  In the first set of wire ropes 12 (wire ropes 12 stretched in the lower left-upper right direction in FIG. 3), the first mooring portion 13A is connected to the turnbuckle 40 in the wire rope base 12A. The first opposite side mooring portion 14A is screwed in a state of being moored in the shackle 20 fixed to the through hole 6H (see FIG. 10A) of the flat plate portion at a position above the second existing pillar 3B. It is fixed as a result. Moreover, in the wire rope base material 12B, while the 2nd mooring part 13B is connected with the turnbuckle 40, the 2nd other side mooring part 14B is the lower position of the 1st existing pillar 3A orthogonal to the connection existing beam 4A. The shackle 20 is anchored to the shackle 20 anchored to the shackle mounting member 30 fixed in the female screw hole 7H (see FIG. 12A) of the flat plate portion, and is fixed by screwing.

  In the second set of wire ropes 12 (wire ropes 12 stretched in the upper left-lower right direction in FIG. 3), the first mooring portion 13A is connected to the turnbuckle 40 in the wire rope base 12A. Then, the shackle in which the first opposite mooring portion 14A is fixed to the female screw hole 7H (see FIG. 12A) of the flat plate portion at a position above the first existing pillar 3A orthogonal to the connection existing beam 4A. The shackle 20 anchored to the attachment member 30 is fixed by screwing in the anchored state. Further, in the wire rope base material 12B, the first mooring portion 13A is connected to the turnbuckle 40, while the second opposite mooring portion 14B is located below the second existing pillar 3B at the through hole of the flat plate portion. It is fixed to the shackle 20 fixed to 6H (see FIG. 10A) by screwing in a moored state.

  The reinforcing brace 10 will be described in detail. As shown in FIG. 3, the reinforcing brace 10 has two sets of wire ropes 12, two sets of turnbuckles 40 (corresponding to the tension adjusting device and the tension adjusting means of the present invention), four sets of shackles 20 and the like. Configured. Moreover, in this embodiment, in the H-shaped steel material which comprises the 1st existing pillar 3A, the flat plate-shaped connection part which connects these two flat plate parts at right angles to two parallel flat plate parts is the existing building 1's. Since the shackle mounting member 30 for connecting the shackle 20 on the flat surface of the flat plate portion is disposed in the direction facing the indoor / outdoor direction (perpendicular to the paper surface in FIG. 3), the configuration of the reinforcing brace 10 described above. It is necessary in addition to the members. If the direction of the H-shaped steel material forming the first existing column 3A is the same as the direction of the H-shaped steel material forming the second existing column 3B, the shackle mounting member 30 is not necessary.

  The wire rope 12 will be described. The wire rope 12 is made of metal, and is composed of two wire rope base materials 12A and a wire rope base material 12B, and each wire rope base material 12A, 12B is connected to the turnbuckle 40. It has a mooring part 13. FIG. 6 is a cross-sectional view of the wire rope cut into circles. As shown in FIG. 6, the wire rope 12 (12A, 12B) bundles a plurality of central strands 12b in a bundle and arranges them in the central portion, and a plurality of upper-layer strands 12a are gathered in parallel around them. It is a rope member for buildings that is integrally formed in a form that covers the bundled upper layer strands with a lump of 6 strands.

  As shown in FIG. 3 to FIG. 5, the wire rope base 12 </ b> A has a ring-shaped first mooring portion 13 </ b> A that is the mooring portion 13 on one end side with respect to the longitudinal direction, and the first mooring portion 13 </ b> A. On the opposite side, a ring-shaped first opposite side mooring portion 14A for connection with the shackle 20 is provided. Further, as shown in FIGS. 3 to 5, the wire rope base material 12 </ b> B also has a ring-shaped second mooring portion 13 </ b> B that is the mooring portion 13 at one end with respect to the longitudinal direction, and the second mooring portion 13 </ b> B. The ring-shaped second opposite side mooring part 14B for connecting with the shackle 20 is provided on the opposite side.

  The turnbuckle 40 will be described. The reinforcing brace 10 is provided with a turnbuckle 40 that can freely adjust the tension of the stretched wire rope 12. FIG. 7 is a front view showing the turnbuckle. As shown in FIG. 7, the turnbuckle 40 includes a tension adjusting unit 41, a first wire rope support unit 43 </ b> A, and a second wire rope support unit 43 </ b> B. 43 A of 1st wire rope support parts are provided so that it can moor with the 1st mooring part 13A of 12A of wire rope base materials. The 2nd wire rope support part 43B is provided so that the 2nd mooring part 13B of the wire rope base material 12B can be moored. The tension adjusting part 41 is disposed between the first wire rope support part 43A and the second wire rope support part 43B, and is a rotation axis along the axial direction of the first wire rope support part 43A and the second wire rope support part 43B. A first wire rope support portion 43A and a second wire rope support portion 43B are provided so as to be relatively rotatable around RX. The tension adjusting unit 41 is connected to the first wire rope support 43A by screwing with a right screw, and is connected to the second wire rope support 43B by screwing with a left screw. The turnbuckle 40 is disposed in an exposed state in the indoor 1A of the existing building 1 after reinforcement (see the front side of FIG. 3 and FIG. 11). As shown in FIG. It is preferable that the wire rope 12 is disposed below the position where the two sets of wire ropes 12 crossing each other are crossed. This is because the operator can easily operate the turnbuckle 40 when performing maintenance for adjusting the tension of the wire rope 12 by the turnbuckle 40.

  This will be specifically described. The turnbuckle 40 is a member marketed as a building member. As shown in FIG. 7, the tension adjusting unit 41 is a substantially cylindrical member partially opened on the side surface, and a right-hand screw is attached to an end of one side (right side in FIG. 7) with respect to the longitudinal direction. The first female screw portion 42A is provided at the other end (left side in FIG. 7), and the second female screw portion 42B is provided as a left screw.

  The first wire rope support portion 43A includes a first male screw portion 44A that is a right-hand thread that can be screwed with the first female screw portion 42A of the tension adjusting portion 41, and a substantially U-shape integrally with the first male screw portion 44A. The first U-shaped portion 45A formed in a shape, a first insertion pin 47A, and a first insertion pin fastening nut 48A. As shown in FIG. 7, the first U-shaped portion 45 </ b> A has two first insertion holes 46 </ b> A through which the first insertion pins 47 </ b> A can be inserted across two pieces separated from each other. The first insertion pin 47A is a bolt having a head, and the diameter of the male screw portion is sufficiently smaller than the diameter of the ring-shaped first mooring portion 13A of the wire rope base 12A, and the first insertion pin is fastened. The nut 48A is a nut that can be screwed into the male screw portion.

  The second wire rope support portion 43B includes a left male second male screw portion 44B that can be screwed with the second female screw portion 42B of the tension adjusting portion 41, and a substantially U shape integrally with the second male screw portion 44B. It consists of a second U-shaped portion 45B formed in a letter shape, a second insertion pin 47B, and a second insertion pin fastening nut 48B. As shown in FIG. 7, the second U-shaped portion 45 </ b> B has two second insertion holes 46 </ b> B through which the second insertion pins 47 </ b> B can be inserted across two pieces separated from each other. The second insertion pin 47B is a bolt having a head, and the diameter of the male screw portion is sufficiently smaller than the diameter of the ring-shaped second mooring portion 13B of the wire rope base 12B, and the second insertion pin is fastened. The nut 48B is a nut that can be screwed into the male screw portion.

  Next, the shackle 20 will be described with reference to FIG. FIG. 8 is a front view showing the shackle. The shackle 20 includes a main body portion 21, a pin 24, a nut 25, and a retaining member 26. The shackle 20 includes a first opposite mooring portion 14A of one wire rope base 12A and a second of the other wire rope base 12B. It is a commercial member moored with the opposite side mooring part 14B. As shown in FIG. 8, the main body portion 21 includes a pin insertion portion 22 having two pin insertion holes 22 </ b> H through which two pins spaced from each other can be inserted, and the pin insertion portion 22. It consists of a main body mooring part 23 formed in a substantially U-shape. The pin 24 is a bolt having a head, the diameter of the male screw portion is slightly smaller than the diameter of the pin insertion hole 22H, and the nut 25 is a nut that can be screwed with the male screw portion. When the screwed state between the pin 24 and the nut 25 is loosened, the nut 25 is prevented from coming out of the pin 24 by a retaining member 26 inserted into the male screw portion of the pin 24. Note that the type of shackle to be used can be appropriately changed, for example, a bow shackle or a straight shackle.

  Next, the shackle attachment member 30 will be described with reference to FIG. As described above, the shackle mounting member 30 is interposed between the first existing column 3A and the shackle 20 in order to connect the shackle 20 on the flat surface of the flat plate portion in the H-shaped steel material forming the first existing column 3A. It is a member. FIG. 9 is a perspective view showing the shackle mounting member. As shown in FIG. 9, the shackle mounting member 30 includes a flat plate-like base portion 31 and an upright portion 33 that is suspended from the base portion 31 in an inverted T-shape. In the base portion 31, four mounting holes 32H, which are through holes, are drilled with a diameter that allows the bolts 35 to be inserted. In the standing portion 33, one insertion hole 34 </ b> H that is a through hole is drilled with a diameter that allows the pin 24 of the shackle 20 to be inserted.

  Next, a process until the reinforcement brace 10 is stretched on the frame 2 will be described. The explanation will be made with reference to the representative section shown in FIG. 3, and after explaining the case where the shackle 20 is directly attached to the existing pillar 3 (corresponding to the case where it is directly attached to the second existing pillar 3B in FIG. 3). The case where the shackle 20 is attached to the existing pillar 3 via the shackle attachment member 30 (corresponding to the case where the shackle attachment member 30 is attached to the first existing pillar 3A in FIG. 3) will be described. FIG. 10 is a process diagram in the case where the shackle is directly attached to the existing pillar, wherein (a) is a first process diagram, and (b) is a second process diagram following (a). FIG. 11 is a process diagram following FIG. 10, (a) is a third process diagram, and (b) is a fourth process diagram following (a).

  First, when the shackle 20 is directly attached to the existing pillar 3, in the first step, as shown in FIG. 10A, among the second existing pillars 3 </ b> B (existing pillars 3) made of H-shaped steel, the connecting existing beam 4 </ b> A A through-hole 6H for inserting the pin 24 of the shackle 20 is drilled in the flat plate portion located on the indoor 1A side of the existing building 1 out of the two flat plate portions parallel to each other in the vicinity of the intersecting portion. When the first existing column 3A adjacent to the second existing column 3B is constructed in the same direction as the second existing column 3B, the first existing column 3A is also a through-hole drilled in the second existing column 3B. A through hole 6H is drilled at a position diagonal to 6H. On the other hand, when the orientation of the H-shaped steel material forming the first existing column 3A and the H-shaped steel material forming the second existing column 3B is different by 90 degrees, it is attached to the existing column 3 via the shackle mounting member 30. Will be described in detail later.

  Next, in the second step, as shown in FIG. 10 (b), the shackle 20 is attached to the second anchoring portion 14 </ b> B of the wire rope base material 12 </ b> B through the main mooring portion 23 of the shackle 20. The flat plate portion of the existing pillar 3 is sandwiched between the 20 pin insertion portions 22, and the through hole 6 </ b> H of the existing pillar 3 is disposed between the two pin insertion holes 22 </ b> H of the pin insertion portion 22. With the two pin insertion holes 22H and the through hole 6H aligned, the pin 24 is inserted from the indoor 1A of the existing building 1 into the pin insertion hole 22H and the through hole 6H, and the outdoor 1B from the pin insertion hole 22H. A nut 25 is fastened to the male threaded portion of the pin 24 penetrating toward the end, and a retaining member 26 is inserted into the male threaded portion. Accordingly, the second opposite side anchoring portion 14B of the wire rope base 12B is fixed to the existing column 3 by the bolt fastening between the pin 24 and the nut 25 while being anchored by the shackle 20. Further, when the first existing column 3A adjacent to the second existing column 3B is constructed in the same direction as the second existing column 3B, the shackle 20 is fixed to the through hole 6H drilled in the first existing column 3A. The first anchoring portion 14A of the wire rope base 12A is fixed to the first existing column 3A by screwing the pin 24 and the nut 25 in the shackle 20 in a state of being anchored by the shackle 20. The

  Next, in a 3rd process, as shown to Fig.11 (a), the 2nd mooring part 13B of the wire rope base material 12B is used for the 2nd U-shaped part 45B of the 2nd wire rope support part 43B of the turnbuckle 40. The second insertion pin 47B is inserted inside and penetrates the two second insertion holes 46B of the second U-shaped portion 45B and the second anchoring portion 13B, and the male screw of the second insertion pin 47B that penetrates the second insertion pin 47B. The second insertion pin fastening nut 48B is fastened to the portion. Moreover, when the 1st existing pillar 3A adjacent to the 2nd existing pillar 3B is constructed | assembled in the same direction as the 2nd existing pillar 3B, the 1st mooring part 13A of 12 A of wire rope base materials is used for the turnbuckle 40. The first wire rope support portion 43A is inserted inside the first U-shaped portion 45A, and the first insertion pin 47A is inserted into the two first insertion holes 46A of the first U-shaped portion 45A and the first mooring portion 13A. Is inserted and penetrated, and the first insertion pin fastening nut 48A is fastened to the male thread portion of the first insertion pin 47A that has penetrated.

  Next, in the fourth step, the wire rope 12 (two wire rope base materials 12A and 12B) stretched obliquely between the first existing pillar 3A and the second existing pillar 3B has a slack. Therefore, the tension of the wire rope 12 is adjusted by the turnbuckle 40 so that the wire rope 12 is stretched with a desired tension. Specifically, in the first existing pillar 3A and the second existing pillar 3B, the construction yarn is tensioned so as to be in a straight line with the two fixing points where the stretched wire ropes 12 are fixed as fixing points. . And as shown in FIG.11 (b) centering | focusing on the rotating shaft RX along the wire rope 12, the turnbuckle 40 is rotated in one direction, and the 1st wire rope support part 43A connected with the wire rope base material 12A, The wire rope base 12B and the wire rope base 12B are each tensioned by bringing the second wire rope support 43B connected to the wire rope base 12B close to each other. The tension adjustment is performed by continuing to rotate the turnbuckle 40 until the wire rope base material 12A and the wire rope base material 12B are aligned or parallel to the construction yarn tensioned in a straight line without gaps. At this time, in a state where they are coincident or parallel with no gap, for example, a torque value or the like accompanying rotation of the turnbuckle 40 is set as a management value for obtaining a desired tension, and is loosened during maintenance after tensioning Referenced when adjusting the tension of the wire rope 12.

  Next, the case where the shackle 20 is attached to the existing pillar 3 via the shackle attachment member 30 will be described with reference to FIG. FIG. 12 is a process diagram in the case where the shackle is attached to the existing pillar via the shackle attachment member, (a) is a first process diagram, (b) is a second process diagram following (a), and (c) is a process diagram. It is a 3rd process drawing following (b).

  First, in the first step, as shown in FIG. 12 (a), among the first existing columns 3A (existing columns 3) made of H-shaped steel, they are parallel to each other in the vicinity of the intersection perpendicular to the connection existing beam 4A. Of the two flat plate portions, a female screw hole 7H for inserting a bolt 35 for fixing the shackle mounting member 30 is inserted into a flat plate portion located on the side where the reinforcing brace 10 is disposed, and an attachment hole 32H of the shackle mounting member 30 is inserted. Are perforated by the number of (4 in this embodiment).

  Next, in a 2nd process, as shown in FIG.12 (b), the base 31 of the shackle attachment member 30 is used for the 1st existing pillar 3A (existing pillar 3) so that the standing part 33 may follow the connection existing beam 4A. The base 31 is brought into contact with the flat plate portion of the first existing column 3A (existing column 3) in a state where the female screw hole 7H and the mounting hole 32H are aligned with each other. Then, the shackle mounting member 30 is fixed to the first existing pillar 3A by inserting the bolt 35 through the mounting hole 32H and screwing it into the female screw hole 7H.

  Next, in the third step, as shown in FIG. 12 (c), in the state where the main body anchoring portion 23 of the shackle 20 is passed through the second opposite side anchoring portion 14B of the wire rope base material 12B, The upright portion 33 of the shackle mounting member 30 is sandwiched in the pin insertion portion 22 of the shackle 20, and the insertion hole 34H of the upright portion 33 of the shackle mounting member 30 is disposed between the two pin insertion holes 22H of the pin insertion portion 22. To do. With the two pin insertion holes 22H and the insertion holes 34H aligned, the pin 24 is inserted from the indoor 1A of the existing building 1 into the pin insertion hole 22H and the insertion hole 34H, and the outdoor 1B from the pin insertion hole 22H. A nut 25 is fastened to the male threaded portion of the pin 24 penetrating toward the end, and a retaining member 26 is inserted into the male threaded portion. As a result, the second opposite anchoring portion 14B of the wire rope base 12B is anchored by the shackle 20 disposed with the shackle attachment member 30 fixed to the existing pillar 3 interposed therebetween, and the pin 24 And the nut 25 are fixed to the existing pillar 3 by screwing.

  Next, regarding the earthquake resistance of the existing building 1, the simulation analysis (including simulated seismic wave analysis and time history vibration analysis) used for the seismic strengthening method of this embodiment will be performed with respect to the significance of the seismic strengthening method of the present embodiment. ) And conducted two surveys. There are two surveys, the first survey in the case of q = 0.57 and the second survey in the case of q = 0.80.

  First, the Japan Meteorological Agency has announced the relationship between the seismic intensity and the maximum acceleration of a large earthquake that has been predicted. The relationship between the horizontal strength index (q value) of buildings and seismic intensity can be generally derived from this relationship published by the Japan Meteorological Agency. That is, in the case of the existing building 1, the natural period is T = 0.5 to 0.6 (seconds), and the maximum acceleration of the earthquake corresponding to the seismic intensity in the natural period T = 0.5 (seconds) is Read from the published data, this maximum acceleration is applied to the external force acting in the horizontal direction of the building when an earthquake occurs. In other words, as an index relating to the retained horizontal strength, an index of horizontal strength that can overcome the maximum acceleration applied at this time is the q value. For example, when the assumed seismic intensity is 6 or less, the q value is 0.57, and when the assumed seismic intensity is 6 or more, the q value is 1.00. FIG. 13 is a table that summarizes the significance and determination of earthquake resistance measures by the earthquake-resistant reinforcement structure according to the embodiment, and is a table that shows the significance when q = 0.57. FIG. 14 is a table similar to FIG. 13 and shows the significance when q = 0.8.

[Common conditions for the first and second surveys]
(A) Survey target: Existing building 1 located in an area with an assumed seismic intensity of less than 6 (see Figs. 1 and 2)
(B) Wire rope: The same wire rope 12 is used. (C) Number of reinforcing structural surfaces: Number of one set of reinforcing braces 10 in the frame 2 on each floor (d) θ: Stretched horizontally. The angle of inclination of the wire rope 12 (see FIG. 2)
13 and 14, the magnitude of θ is 1 for the first floor, θ ₁₁ for the first floor, θ ₁₂ for the second floor, θ ₁₃ for the third floor, and 1 in the direction between the beams. The floor is represented as θ ₂₁ , the second floor as θ _22, and the third floor as θ ₂₃ .
(E) Wire strength: product obtained by multiplying the breaking load by the safety factor for one wire rope 12 (g) Wire horizontal strength: product obtained by multiplying the wire strength by cos θ In FIG. 13 and FIG. the size of the proof stress, in the Longitudinal direction of the existing building 1, and _{Qu 11} the first floor, and _{Qu 12} the second floor, third floor and _{Qu 13,} in Harima direction, and _{Qu 21} the first floor, second floor and Qu ₂₂ and the third floor are indicated as Qu ₂₃ , respectively.
(H) Total wire horizontal strength: Sum of all wire horizontal strengths for the number of reinforcing structural surfaces to which reinforcing braces 10 are applied. In addition, in FIGS. 13 and 14, the wire total horizontal strength is the girder of the existing building 1. In the direction, the first floor is ΣQu ₁₁ , the second floor is ΣQu ₁₂ , the third floor is ΣQu _13, and the first floor is ΣQu ₂₁ , the second floor is ΣQu _22, and the third floor is ΣQu ₂₃ , respectively. It is written. Moreover, in the proof stress value illustrated later, the wire total horizontal proof strength “0” means that seismic reinforcement by the wire rope 12 is not required.
(I) Necessary horizontal strength: Yield required to satisfy the reinforcement requirement calculated by simulation analysis. In addition, in FIGS. 13 and 14, the required horizontal strength is the digit of the existing building 1. In the direction, the first floor is nQu ₁₁ , the second floor is nQu ₁₂ , the third floor is nQu _13, and the first floor is nQu ₂₁ , the second floor is nQu _22, and the third floor is nQu ₂₃ , respectively. It is written. Moreover, in the proof stress value illustrated later, the minus sign means that it is possible to partially withstand an earthquake with a seismic intensity of less than 6 even in the state before reinforcement, and the absolute value of the minus signed value, It means that there is a margin in proof stress.
(J) Judgment: If the total horizontal proof stress of the wire exceeds the required horizontal proof strength, it is judged as “good” if the required seismic strength is satisfied. As "No"

[Conditions for the first and second surveys differing]
In the first investigation, the proof stress of the wire rope 12 to be stretched was set to 40% of the breaking load of the wire rope 12 (elastic deformation region of the wire rope 12). Moreover, the existing building 1 after the reinforcement is set to have a seismic strength sufficient to withstand an assumed seismic intensity of a seismic intensity of 6 or less by the proof strength of the wire rope 12 that is 40% of the breaking load. Moreover, the existing building 1 after reinforcement is set so that the interlaminar deformation angle is within about 1/200 as a measure of the seismic strength after the earthquake resistance.

  In the second investigation, the proof strength of the wire rope 12 to be stretched was set to 80% of the breaking load of the wire rope 12, and the q value was set to 0.8. The applicant has confirmed through experiments that the wire rope 12 does not break immediately even if the proof strength of the wire rope 12 is 80% of the breaking load of the wire rope 12. Under this confirmation, by using the proof strength of the wire rope 12 corresponding to 80% of the breaking load, the q-value can be increased to 0.8. It is set so that it can withstand the collapse of the existing building 1 during the time. Moreover, the existing building 1 after the reinforcement is set so that the interlaminar deformation angle is within about 1/100 as a measure of the seismic strength after the earthquake resistance.

The results of the first survey and the second survey will be described. The survey results of the first survey are as an example of the magnitude of “total horizontal strength of wire” and the size of “required horizontal strength”.
ΣQu ₁₁ , nQu ₁₁ = (990.35 kN, 936.73 kN) ΣQu ₁₁ > nQu ₁₁
ΣQu ₁₂ , nQu ₁₂ = (742.77 kN, 704.64 kN) ΣQu ₁₂ > nQu ₁₂
ΣQu ₁₃ , nQu ₁₃ = (247.59 kN, 199.61 kN) ΣQu ₁₃ > nQu ₁₃
ΣQu ₂₁ , nQu ₂₁ = (0 kN, −122.66 kN) ΣQu ₂₁ > nQu ₂₁
ΣQu ₂₂ , nQu ₂₂ = (0 kN, −2617.18 kN) ΣQu ₂₂ > nQu ₂₂
ΣQu ₂₃ , nQu ₂₃ = (300.67 kN, 275.99 kN) ΣQu ₂₃ > nQu ₂₃
It has become.
In addition, the survey results of the second survey are as an example of the size of “total horizontal strength of wire” and the size of “required horizontal strength”.
ΣQu ₁₁ , nQu ₁₁ = (1856.91 kN, 1816.1 kN) ΣQu ₁₁ > nQu ₁₁
ΣQu ₁₂ , nQu ₁₂ = (1361.74 kN, 1313.9 kN) ΣQu ₁₂ > nQu ₁₂
ΣQu ₁₃ , nQu ₁₃ = (495.18 kN, 457.5 kN) ΣQu ₁₃ > nQu ₁₃
ΣQu ₂₁ , nQu ₂₁ = (775.25 kN, 732.2 kN) ΣQu ₂₁ > nQu ₂₁
ΣQu ₂₂ , nQu ₂₂ = (0 kN, −1977.5 kN) ΣQu ₂₂ > nQu ₂₂
ΣQu ₂₃ , nQu ₂₃ = (601.33 kN, 534.0 kN) ΣQu ₂₃ > nQu ₂₃
It has become.

  In the first survey and the second survey, as shown in FIG. 13 and FIG. 14, all the determinations were “good”. Therefore, it was found from the first and second surveys that the seismic strengthening measures by the seismic reinforcement method of the present embodiment are significant. Therefore, consideration will be given to seismic countermeasures by the seismic reinforcement method of this embodiment. As shown in Figs. 13 and 14, the existing building 1 located in an area with a seismic intensity of 6 is not likely to collapse immediately even if it encounters a huge earthquake with the expected seismic intensity. It can be judged that it has been seismically reinforced. This is because a simulation analysis is performed in accordance with the scale of a large earthquake that can occur, and based on the result of the simulation analysis, a portion of the frame 2 that lacks strength is reinforced using the strength of the wire rope 12. Because.

  The operation and effect of the seismic reinforcement method and the seismic reinforcement structure according to the present embodiment having the above-described configuration will be described.

  In the seismic reinforcement method according to the present embodiment, an existing building 1 constructed with a steel frame 2 having an existing column 3 and an existing beam 4 can be used to withstand an earthquake by a reinforcing member that reinforces the frame 2. In the seismic reinforcement method to increase the seismic strength of the building 1, the seismic diagnosis to investigate the seismic strength of the existing building 1 under the condition before reinforcement, reflecting the result of the seismic diagnosis, Corresponding to the assumed seismic intensity predicted in the area where the existing building 1 is located, at least the necessary seismic strength should be obtained through simulation analysis. Frame 2 is necessary based on the simulation analysis results using the reinforcing members. Since it is characterized by being reinforced to meet the required seismic strength and the reinforcing member is a wire rope 12, Just over, compared to the conventional earthquake-proof reinforcement method, it is easy to apply it without a large-scale seismic reinforcement work can be carried out by shortening the work period required for the construction. In addition, as described above, the seismic reinforcement by the seismic reinforcement method of this embodiment is uniformly applied with an excessive seismic strength more than necessary based on the guidelines of the Japan Foundation for Disaster Prevention of Buildings approved by the Minister of Land, Infrastructure, Transport and Tourism. It is not a thing, but it is given according to the assumed seismic intensity predicted in the location area of the existing building 1 after ensuring safety. For this reason, the cost required for the seismic reinforcement can be suppressed at a much lower cost than the cost required for the conventional seismic reinforcement, such as an 80% reduction of half or less.

  The seismic reinforcement method of the present embodiment, when the above-described simulation analysis is performed, requires a corresponding amount of cost. However, the total cost of the entire seismic reinforcement of the existing building 1 is uniformly “regions with a seismic intensity of 6 or more. Compared with the conventional seismic reinforcement method that performs seismic reinforcement with specifications for " The reason for this is that the seismic reinforcement method of the present embodiment is necessary under the assumed seismic intensity predicted in the location of the existing building 1 when the earthquake occurs, reflecting the results of the seismic diagnosis performed before reinforcement. The seismic strength is known through simulation analysis. As a result, the existing building 1 to be subjected to the seismic reinforcement needs at least the seismic reinforcement by the wire rope 12 in view of the location of the existing building 1 and specializes only the weak part of the seismic strength. This is because the seismic strength is applied in accordance with the aim, and unnecessary seismic reinforcement with excessive strength is not performed unnecessarily. Moreover, in the seismic reinforcement method of this embodiment, since the frame 2 of the existing building 1 is reinforced with the seismic strength based on the analysis result of the simulation by the wire rope 12 which is a reinforcement member, the cost applied to the reinforcement member is Like patent document 1, it is much cheaper compared with the conventional seismic reinforcement method using the reinforcement member which filled the circumference | surroundings of the steel material used as a core material with mortar etc. like the steel material simple substance. In addition, the seismic reinforcement method of the present embodiment is simpler in construction and has a shorter construction period for seismic reinforcement than the conventional seismic reinforcement method, which requires a large amount of seismic reinforcement work, and is low in cost.

  In addition, in the seismic reinforcement work, there is no danger of welding to secure the stretched wire rope 12 to the frame 2 of the steel structure. It is fixed by fixing by mechanical fastening without any accompanying. Therefore, since the conventional curing for welding, which has been performed over a wide range with the welding work, is no longer necessary, the cost required for the curing for welding can be reduced. Furthermore, in the seismic reinforcement method of this embodiment, since the welding work is not performed in the seismic reinforcement work, the seismic reinforcement method is more suitable for seismic reinforcement of the existing building 1 in a place where the indoor 1A is strictly prohibited from fire. It becomes.

  Therefore, according to the seismic reinforcement method according to the present embodiment, in the existing structure 1 of a steel structure that requires seismic reinforcement, when the seismic strength is increased by reinforcement, the seismic reinforcement is easily performed while ensuring safety. And the cost required for seismic reinforcement can be reduced.

  In the seismic reinforcement method according to the present embodiment, the existing building 1 is an industrial building including any one of a factory, a warehouse, or a store, and the wire rope 12 is a frame based on a simulation analysis result. 2 between the first existing column 3A (existing column 3) and the second existing column 3B (existing column 3) of the adjacent existing column 3 only for the part that does not satisfy the required seismic strength Because the building is stretched so that the required strength can be obtained in the case of an industrial building (existing building 1) that is earthquake resistant, for example, a factory, a store, etc. However, the seismic reinforcement method of this embodiment will not be able to operate normally in the case of a complete absence or a case where the normal operation cannot be done even if the operation is closed. , Seismic reinforcement work is large Compared to conventional seismic retrofitting method which has been tentatively can be easily carried out, the construction period can be shortened. Moreover, the seismic reinforcement work by the seismic reinforcement method of this embodiment can be realized at low cost. Therefore, particularly in the industrial buildings such as factories and stores as exemplified, the seismic reinforcement measures (earthquake resistance), which has not been promoted so far, can be a factor to be further promoted in the future.

  In the seismic reinforcement method of this embodiment, the object to be seismically strengthened with the wire rope 12 is the existing building 1 constructed with the frame 2 of the steel structure. Even if a huge earthquake exceeding the assumption occurs, the steel structure Even in the frame 2 itself, due to the characteristics of the material, it is possible to secure a certain length of time from the elastic deformation to the fracture through the plastic deformation. FIG. 15 is a schematic diagram showing the relationship between horizontal force and horizontal deformation for a wire rope used as a reinforcing member of the seismic reinforcing structure according to the embodiment and a general structural steel for construction when used as a reinforcing member as a reference example. FIG. As shown in FIG. 15, the wire rope 12 is located in the deformation region corresponding to the yield region in the general structural member as shown in FIG. As the horizontal deformation δ increases, the horizontal force P increases in an elastic proportion. Therefore, the wire rope 12 can maintain the state of being stretched on the frame 2 of the existing building 1 without causing abrupt breakage even in a deformation region that is a yield region of steel.

  That is, in the seismic reinforcement method of this embodiment, the existing structure 1 of the steel structure uses the mechanical properties of the material in the frame 2 of the steel structure and the mechanical properties of the wire rope 12 used as the reinforcing member. It is possible to make it seismic while ensuring the required seismic strength more effectively. In general, if the wire rope 12 continues to be stretched in a tensioned state, the wire rope 12 extends over time. However, after the tensioning, if maintenance for adjusting the tension of the wire rope 12 is performed periodically, The seismic strength of the reinforced existing building 1 can be effectively maintained.

  In particular, the seismic reinforcement method of the present embodiment is intended to make the existing building 1 earthquake-proof with the wire rope 12 for an industrial building (existing building 1) constructed with a frame 2 having a steel structure. It is. In the unlikely event that an unexpected large earthquake occurs and the wire rope 12 that reinforces the existing building 1 is subjected to a large tensile stress due to this huge earthquake and a large strain occurs, The time from when the rope 12 starts to stretch until it reaches the break can be secured for a relatively long time. Thereby, since the wire rope 12 can maintain the suppression of the twist of the frame 2 to some extent as compared with the existing building before reinforcement without tensioning the wire rope and applying any reinforcement, the existing building 1 In this case, for example, even if an installation object such as a window frame attached to a wall or an electric lamp attached to the ceiling falls, the start of the installation object can be delayed. That is, when an earthquake occurs, even if there are people in the indoor 1A of an industrial building 1 such as a factory or a store as illustrated, these people will try to collapse with more margin in time. The existing building 1 can be evacuated more safely to the outdoor 1B.

  On the other hand, as in Patent Document 2, when a wooden house is seismically reinforced with a wire rope, the pillars and beams of the house are compared to steel or steel pillars and beams. Due to the structure of the assembly, it breaks instantly and breaks, or is easily broken at the joint between the column and the beam. Therefore, even if the house is reinforced with earthquake resistance with wire rope, if an unexpected earthquake occurs, the columns and beams will be broken and broken, and the connection between the columns and beams will be broken. The house collapses instantly, and it is difficult for people who are indoors to evacuate outdoors with time.

  Further, in the seismic reinforcement method according to the present embodiment, the wire rope 12 is obliquely stretched in a tensioned state between the adjacent first existing pillar 3A and the second existing pillar 3B. Since the turnbuckle 40 which can adjust the tension | tensile_strength of the installed wire rope 12 freely is provided, the tension | tensile_strength (tension) of the wire rope 12 stretched diagonally acts in a horizontal direction. The horizontal component tension and the vertical component tension acting in the vertical direction are combined forces. The tension in the vertical direction component supports the first existing column 3A and the second existing column 3B more firmly in the vertical direction, while the tension in the horizontal direction component is between the first existing column 3A and the second existing column 3B. The horizontal strength is further increased. Thereby, since the rigidity of the frame 2 having a steel structure is greatly improved, the seismic strength of the frame 2 is increased. Further, if the wire rope 12 continues to be stretched in a tensioned state, the wire rope 12 expands over time. However, during the maintenance of the wire rope 12, the stretched wire rope 12 is stretched by the turnbuckle 40. It can be easily restored to the initial tension. Thereby, if tension adjustment by turnbuckle 40 is performed regularly, the earthquake-proof strength of reinforced existing building 1 can be maintained effectively over a long period of time.

  In addition, the seismic reinforcement method according to the present embodiment is characterized in that the wire rope 12 is anchored to the first existing column 3A and the second existing column 3B and fixed by screwing. In the first existing pillar 3A and the second existing pillar 3B, for example, when the steel brace 5 is provided, the wire rope 12 changes its tension position appropriately without interfering with the steel brace 5. Can be stretched. Also, in the indoor 1A of the existing building 1 that is seismically strengthened, for example, large machines, precision equipment, high-pressure gas, etc. that are difficult to move around the first existing pillar 3A, the second existing pillar 3B, or the existing connecting beam 4A Even if there are installations owned by the owner, such as industrial equipment, many products that are difficult to move, and shelves that display them, the wire rope can be used without moving these installations. 12 can be stretched easily and freely.

  In the seismic reinforcement method according to the present embodiment, two sets of wire ropes 12 are stretched so as to cross each other in a substantially X shape between the first existing column 3A and the second existing column 3B. In the reinforcing brace 10 stretched in a substantially X shape, the horizontal proof strength between the first existing column 3A and the second existing column 3B is the same as that of the first existing column 3A and the second existing column 3B. It acts in a well-balanced manner with the existing pillar 3B, and the existing building 1 is reinforced in a more stable state.

  In the seismic reinforcement structure according to the present embodiment, the existing building 1 constructed with the steel structure frame 2 having the existing columns 3 and the existing beams 4 can be installed in an existing structure that can withstand an earthquake by reinforcing members that reinforce the frame 2. In the seismic reinforcement structure for increasing the seismic strength of the building 1, the reinforcing member is the wire rope 12, and the wire rope 12 is tensioned between the adjacent first existing column 3A and the second existing column 3B. It is stretched diagonally in the state, and is anchored to the first existing pillar 3A and the second existing pillar 3B, and is fixed by screwing, so that the seismic strength of the existing building 1 is increased. Since the reinforcing member to be used is the wire rope 12 to increase the cost, the cost applied to the reinforcing member is not limited to a single steel material, but a reinforcing member in which the periphery of the steel material as the core material is filled with mortar or the like as in Patent Document 1. Use Compared with the conventional earthquake-proof reinforcement method, it is much less expensive. In addition, the seismic reinforcement can be easily performed without performing a large-scale seismic reinforcement work as compared with the conventional seismic reinforcement structure, and the construction period required for the work can be shortened, so that the cost is low. In addition, in the seismic reinforcement work, since the stretched wire rope 12 is fixed to the steel frame 2, no dangerous welding is performed. Since the curing for welding that has been carried out over is no longer necessary, the cost required for the curing for welding can be reduced. Therefore, the cost required for the seismic reinforcement can be suppressed at a much lower cost than the cost required for the conventional seismic reinforcement, such as an 80% reduction of half or less.

  Moreover, since the seismic reinforcement structure of this embodiment is reinforcing the existing building 1 with the wire rope 12 for the existing building 1 constructed with the frame 2 of the steel structure, it is a huge exceeding the assumption. Even if an earthquake occurs or the frame 2 itself having a steel structure is used, the time from elastic deformation to plastic deformation to fracture is relatively long due to the characteristics of the material. In addition, the wire rope 12 can maintain the state of being stretched on the frame 2 of the existing building 1 without causing abrupt breakage even in a deformation region that is a yield region of steel due to its mechanical properties. Therefore, when the mechanical properties of the material in the frame 2 of the steel structure and the mechanical properties of the wire rope 12 used as the reinforcing member are combined and the existing structure 1 of the steel structure is seismically reinforced with the wire rope 12, the higher Seismic strength can be obtained effectively. In particular, because the occurrence of a huge earthquake can ensure a relatively long time from when the wire rope 12 begins to stretch until it reaches breakage, even if there is a person in the indoor 1A of the existing building 1 at the time of the earthquake, However, these people can evacuate more safely from the indoor 1A to the outdoor 1B of the existing building 1 to be collapsed with more time.

  The tension (tension) of the wire rope 12 stretched obliquely is a force obtained by combining the tension of the horizontal component acting in the horizontal direction and the tension of the vertical component acting in the vertical direction. The tension in the vertical direction component supports the first existing column 3A and the second existing column 3B more firmly in the vertical direction, while the tension in the horizontal direction component is between the first existing column 3A and the second existing column 3B. The horizontal strength is further increased. Thereby, since the rigidity of the frame 2 having a steel structure is greatly improved, the seismic strength of the frame 2 is increased. Moreover, in the 1st existing pillar 3A and the 2nd existing pillar 3B, the wire rope 12 is fixed by screwing in the state anchored to the 1st existing pillar 3A and the 2nd existing pillar 3B, for example, When the steel brace 5 or the like is provided, the wire rope 12 can be stretched by appropriately changing the tension position without interfering with the steel brace 5 or the like. In addition, in the indoor 1A of the existing building 1 to be seismically strengthened, for example, large machines, precision equipment, high-pressure gas that are difficult to move around the first existing pillar 3A, the second existing pillar 3B, or the connecting existing beam 4A Even if installations owned by the owner that were placed in the indoor 1A, such as industrial equipment such as many items that are difficult to move and shelves that display them, are installed, the wires can be transferred without moving these installations. The rope 12 can be stretched easily and freely. Furthermore, in the seismic reinforcement structure of the present embodiment, since welding work is not performed in the seismic reinforcement work, the seismic reinforcement structure more suitable for seismic reinforcement of the existing building 1 in a place where the indoor 1A is strictly prohibited from fire. It becomes.

  Therefore, according to the seismic reinforcement structure according to the present embodiment, in the existing structure 1 of a steel structure that requires seismic reinforcement, when the seismic strength is increased by reinforcement, the seismic reinforcement can be easily performed while ensuring safety. And the cost required for seismic reinforcement can be reduced.

  In addition, the seismic reinforcement structure according to the present embodiment is characterized in that a turnbuckle 40 that can freely adjust the tension of the stretched wire rope 12 is provided. If the wire rope 12 continues to be stretched while being stretched, the wire rope 12 will be stretched over time. However, when the wire rope 12 is maintained, the stretched wire rope 12 can be easily adjusted to the initial tension by the turnbuckle 40. Can be restored. Thereby, if tension adjustment by turnbuckle 40 is performed regularly, the earthquake-proof strength of reinforced existing building 1 can be maintained effectively over a long period of time.

  Further, in the seismic reinforcement structure according to the present embodiment, the wire rope 12 is composed of two wire rope base materials 12A and 12B per set, and the wire rope base materials 12A and 12B are provided with one end in the longitudinal direction. It has the mooring part 13 (1st mooring part 13A, 2nd mooring part 13B) for connecting the wire rope base materials 12A and 12B with the turnbuckle 40, respectively, and the turnbuckle 40 is one wire rope base material 12A. The first wire rope support portion 43A that can be moored with the first mooring portion 13A that is the mooring portion 13 and the second mooring portion 13B that is the mooring portion 13 of the other wire rope base 12B. The first wire rope support 43B is disposed between the first wire rope support 43B, the first wire rope support 43A, and the second wire rope support 43B. 43A and the second wire rope support portion 43B are tension adjustment portions 41 that can relatively rotate the first wire rope support portion 43A and the second wire rope support portion 43B around the rotation axis RX along the axial direction of the second wire rope support portion 43B. The tension adjusting portion 41 is connected to the first wire rope support portion 43A by screwing with a right screw, and is connected to the second wire rope support portion 43B by screwing with a left screw. Therefore, one of the wire rope base materials 12A has a first opposite anchoring portion 14A opposite to the first anchoring portion 13A of the first existing pillar 3A (or the second existing pillar 3B). The other wire rope base material 12B is fixedly stretched at the upper position, and the second opposite anchoring portion 14B opposite to the second anchoring portion 13B is connected to the first existing pillar 3A (or second Under the existing pillar 3B) When the person rotates the tension adjusting portion 41 of the turnbuckle 40 in one direction around the rotation axis RX, the first wire rope support portion 43A and the second wire rope support portion are provided. 43B is close to each other.

  Thereby, one wire rope base material 12A moored by the first wire rope support portion 43A and the first mooring portion 13A, and the other wire rope base material moored by the second wire rope support portion 43B and the second mooring portion 13B. At the same time, 12B is pulled toward the tension adjusting section 41 from a relaxed state with a larger tension. Therefore, in order to adjust the tension of the wire rope 12, the tension of the one wire rope base material 12 </ b> A and the other wire rope base material 12 </ b> B, that is, the tension of one set of wire ropes 12, can be simply rotated in one direction. Can be easily restored to the initial tension in the initial state.

  Moreover, in the earthquake-proof reinforcement structure which concerns on this embodiment, the turnbuckle 40 is arrange | positioned in the exposed state in the indoor 1A of the existing building 1 after reinforcement, Since the wire rope 12 is characterized by the above-mentioned. Maintenance that adjusts the tension of the extended wire rope 12 by the turnbuckle 40 can be easily performed. In particular, even if such maintenance is carried out periodically, maintenance can be easily performed, so that the existing building 1 that has been seismically reinforced can be easily maintained.

  In the above, the present invention has been described with reference to the embodiments. However, the present invention is not limited to the above-described embodiments, and can be appropriately modified and applied without departing from the gist thereof.

(1) For example, in the embodiment, the reinforcing brace 10 is fixed to the first existing pillar 3A and the second existing pillar 3B via the shackle 20, but the wire rope is, for example, the existing beam 4 via the shackle 20. It is only necessary that the first existing column and the second existing column that are connected to the (connected existing beam 4A) are connected by the connected existing beam so as to be diagonally stretched and fixed. It can be changed as appropriate.

1 Existing Building 1A Indoor 2 Frame 3 Existing Column 3A First Existing Column 3B Second Existing Column 4 Existing Beam 4A Connection Existing Beam 12 Wire Rope (Reinforcement Member)
RX Rotating shaft 12A One wire rope base material 12B The other wire rope base material 13 Mooring portion 13A First mooring portion 13B Second mooring portion 40 Turnbuckle (tension adjusting device, tension adjusting means)
41 Tension adjustment part 43A 1st wire rope support part 43B 2nd wire rope support part

Claims (9)

In the seismic reinforcement method for increasing the seismic strength of the existing building that can withstand earthquakes by using a reinforcing member that reinforces the frame for an existing building constructed of a steel structure frame having existing columns and beams,
Performing seismic diagnosis under the condition before reinforcement to investigate the seismic strength of the existing building;
Reflecting the results of the seismic diagnosis, at the time of the occurrence of an earthquake, corresponding to the assumed seismic intensity predicted in the location of the existing building, at least obtaining the required seismic strength by analysis by simulation,
The frame is reinforced by the reinforcing member to satisfy the required seismic strength based on the analysis result of the simulation,
The reinforcing member is a wire rope;
Seismic reinforcement method characterized by In the seismic reinforcement method according to claim 1,
The existing building is an industrial building including any one of a factory, a warehouse, or a store;
Based on the analysis result of the simulation, the wire rope is a first existing column and a second existing column of the existing columns that are adjacent to only the portion that does not satisfy the required seismic strength. To be stretched so that the required strength can be obtained between
Seismic reinforcement method characterized by In the seismic reinforcement method described in claim 2,
The wire rope is obliquely stretched in a tensioned state between the first existing pillar and the second existing pillar;
A tension adjusting device capable of freely adjusting the tension of the stretched wire rope is provided;
Seismic reinforcement method characterized by In the seismic reinforcement method according to claim 3,
The wire rope is moored to a steel frame of any of the first existing pillar, the second existing pillar, or the existing existing beam connecting the first existing pillar and the second existing pillar. Being fixed by screwing,
Seismic reinforcement method characterized by In the seismic reinforcement method according to any one of claims 2 to 4,
Two sets of the wire ropes are stretched crossing each other in a substantially X-shape between the first existing pillar and the second existing pillar,
Seismic reinforcement method characterized by In the seismic reinforcement structure that increases the seismic strength of the existing building that can withstand earthquakes, by means of a reinforcing member that reinforces the frame, with respect to an existing building constructed with a steel structure frame having existing columns and beams,
The reinforcing member is a wire rope;
The wire rope is stretched obliquely in a state in which tension is applied between the adjacent first existing pillar and the second existing pillar among the existing pillars,
Among the first existing column, the second existing column, or the existing beam, in a state of being moored to a steel frame of any of the connection existing beams that connect the first existing column and the second existing column, Being fixed by screwing,
Seismic reinforcement structure characterized by In the earthquake-proof reinforcement structure according to claim 6,
Tension adjusting means capable of freely adjusting the tension of the stretched wire rope is provided;
Seismic reinforcement structure characterized by In the earthquake-proof reinforcement structure according to claim 7,
The wire rope is composed of two wire rope base materials per set, and a mooring portion for connecting the wire rope base material to the tension adjusting means is provided at one longitudinal end portion of each wire rope base material. , Having each,
The tension adjusting means includes a first mooring part that is the mooring part of the one wire rope base material and a first wire rope support part that can be moored, and the mooring part of the other wire rope base material. A second wire rope support portion provided so as to be capable of being moored with a second mooring portion; and disposed between the first wire rope support portion and the second wire rope support portion; The first wire rope support portion and the second wire rope support portion each have a tension adjustment portion that can rotate relatively around a rotation axis along the axial direction of the second wire rope support portion. ,
The tension adjusting unit is connected to the first wire rope support unit by screwing with a right screw, and the second wire rope support unit is connected by screwing with a left screw;
Seismic reinforcement structure characterized by In the earthquake-proof reinforcement structure according to claim 7 or claim 8,
The tension adjusting means is disposed in an exposed state inside the existing building after reinforcement,
Seismic reinforcement structure characterized by

Images