Seismic reinforcement methods for traditional wooden buildings

Abstract

To improve earthquake resistance of a traditional wooden building while reducing the risk of impeding pedestrian traffic near a column base and reducing the risk of decreasing a cultural asset value of the traditional wooden building.SOLUTION: In an earthquake resistance reinforcing method of a traditional wooden building, an earthquake resistance reinforcing member B1 having a protruding portion B1a protruding in an extension direction of a horizontal member 4 that connects with an end of a column 2 is attached to the column 2 of the traditional wooden building, thus, a fulcrum position at the column 2 side relative to the horizontal member 4 is shifted outward in a tilt restoration direction of the column 2 from an outer periphery of the column 2 when the column 2 tilts in an extension direction to improve a tilt restoration force of the column 2. The horizontal member 4 is a cross member 4 that spans column heads 2A of neighboring columns 2. The earthquake resistance reinforcing member B1 is provided on the column heads 2A with the protruding portion B1a abutting a bottom of the horizontal member 4 from below.SELECTED DRAWING: Figure 5

Description

Technical Field

[0001] The present invention relates to a seismic reinforcement method for traditional wooden buildings, which involves attaching a seismic reinforcement member having an overhanging portion that protrudes in the extending direction of a horizontal member that engages with an end portion of a column to the column of the traditional wooden building. When the column inclines in the extending direction, the fulcrum position on the column side with respect to the horizontal member is displaced outside the outer circumference of the column and toward the side of the column's inclination restoration direction, thereby improving the inclination restoring force of the column.

Background Art

[0002] Traditional wooden buildings such as the main halls or shrines of temples and shrines or corridors are supported by a plurality of columns placed on respective foundation stones, and are connected via horizontal members such as purlins and beams spanning therebetween. Further, the roof portion is supported via bracket sets or the like arranged on the column heads of each column. With this configuration, each column of the traditional wooden building has an inclination restoring force proportional to their column widths and the axial forces (such as roof loads) applied thereto. This inclination restoring force serves as a resistance against the horizontal forces applied to each column during strong winds or earthquakes, thereby contributing to the seismic resistance of the traditional wooden building.

[0003] As background art of the present invention, for example, a reinforcing metal fitting having an overhanging portion that protrudes horizontally is attached to the column foot portion of a column (wooden column) supported in a state of being placed on a foundation stone (horizontal member) such that the lower surface of the overhanging portion abuts against the foundation stone. By doing so, the substantial contact width (column width) between the column foot portion and the foundation stone is increased, the inclination restoring force of the column is increased, and thereby, the resistance against the horizontal forces applied to the column during strong winds or earthquakes is increased, improving the seismic resistance of the traditional wooden building (see, for example, Patent Document 1).

Prior Art Documents

Patent Documents

[0004]

Patent Document 1

Summary of the Invention

[0005] In Patent Document 1, the reinforcing hardware is attached to the base of a column, which is easily accessible and visible to people. This increases the risk of people passing by the base of the column tripping over the protruding part of the reinforcing hardware or being negatively impressed by the reinforcing hardware. In other words, the reinforcing metalwork may obstruct pedestrian traffic near the base of the columns and may diminish the cultural value of traditional wooden buildings, so there is room for improvement in these aspects.

[0006] In light of these circumstances, the main objective of the present invention is to improve the seismic resistance of traditional wooden buildings while minimizing the risk of hindering pedestrian traffic near the base of the columns and reducing the risk of diminishing the cultural value of traditional wooden buildings. [Means for solving the problem]

[0007] The first characteristic configuration of the present invention is a seismic reinforcement method for traditional wooden buildings, which involves attaching a seismic reinforcement member to the column of a traditional wooden building, the member having an overhanging portion that extends in the direction of extension of a horizontal member that connects to the end of the column, thereby shifting the position of the support point on the column side relative to the horizontal member to the outer circumference of the column and outward in the direction of the column's tilt restoration, thereby improving the tilt restoration force of the column when the column tilts in the direction of extension. The aforementioned horizontal member is a horizontal member that spans the column tops of adjacent columns. The seismic reinforcement member is provided on the column head such that the overhang portion abuts the bottom of the horizontal member from below.

[0008] According to this configuration, since the overhang portion of the seismic reinforcement member abuts the bottom of the horizontal member from below, when the columns of a traditional wooden building tilt in the direction of extension of the horizontal member due to horizontal forces during strong winds or earthquakes, the overhanging end of the overhang portion of the seismic reinforcement member becomes the support point on the column side relative to the horizontal member. This shifts the support point to the outside of the column's outer circumference in the direction of column tilt restoration, thereby improving the column's tilt restoration force in the direction of extension of the horizontal member and increasing the resistance to horizontal forces acting on the column in the direction of extension of the horizontal member. Furthermore, since the top of a column is a part that is less accessible and less visible to people than the base of the column, equipping the top of the column with a seismic reinforcing member to improve the column's tilt-restoring ability can prevent people passing near the base of the column from tripping over the protruding part of the seismic reinforcing member, and reduce the risk of people having a negative impression of the seismic reinforcing member while improving the column's tilt-restoring ability through the installation of the seismic reinforcing member. As a result, seismic reinforcement members can improve the seismic resistance of traditional wooden buildings while minimizing the risk of hindering pedestrian traffic near the base of columns or diminishing the cultural value of traditional wooden buildings.

[0009] A second characteristic feature of the present invention is that the seismic reinforcement member is provided with a plurality of holding parts that extend upward, and whose extended ends are received and supported by the upper end of the column, thereby holding the overhang at a height that contacts the bottom of the horizontal member.

[0010] According to this configuration, the multiple holding parts mentioned above are provided on the seismic reinforcement member, so that the overhang of the seismic reinforcement member can be securely held at the contact height with the bottom of the horizontal member without damaging the top of the column. This prevents a decrease in the column's tilt restoring force caused by the overhang shifting downward from the contact height with the bottom of the horizontal member and separating from the horizontal member, thereby preventing a decrease in seismic resistance in traditional wooden buildings caused by a decrease in tilt restoring force. As a result, the improved seismic resistance of traditional wooden buildings, achieved through seismic reinforcement materials, can be stably maintained.

[0011] A third characteristic configuration of the present invention is that a horizontal member whose extension direction is the beam direction and a horizontal member whose extension direction is the girder direction are provided at the top of the column in a state where they are stacked vertically. The seismic reinforcement member is characterized in that the overhang portion abuts from below against the bottom of the lower of the upper and lower horizontal members, and is connected to the upper horizontal member via a steel damper that absorbs the relative displacement between the horizontal member and the column in its extending direction.

[0012] According to this configuration, since the overhang portion of the seismic reinforcement member abuts the bottom of the lower horizontal member from below, when the column of a traditional wooden building tilts in the direction of extension of the lower horizontal member due to horizontal forces during strong winds or earthquakes, the overhanging end of the overhang portion of the seismic reinforcement member becomes the support point on the column side relative to the lower horizontal member. This shifts the support point position outward from the outer circumference of the column in the direction of column tilt restoration, thereby improving the column's tilt restoration force in the direction of extension of the lower horizontal member and increasing the resistance force against horizontal forces acting on the column in the direction of extension of the lower horizontal member. Furthermore, because the seismic reinforcement members are connected to the upper horizontal members via the aforementioned steel dampers, when the columns of a traditional wooden building tilt in the direction of extension of the upper horizontal members due to horizontal forces during strong winds or earthquakes, the relative displacement between the upper horizontal members and the columns in that direction of extension can be absorbed by the steel dampers. As a result, even in traditional wooden buildings where horizontal members extending in the beam direction and horizontal members extending in the girder direction are stacked vertically and installed at the top of the columns, the seismic resistance of the traditional wooden building can be improved in the direction of extension of each of the upper and lower horizontal members.

[0013] A fourth characteristic feature of the present invention is that, in connecting the seismic reinforcement member and the upper horizontal member via a pair of steel dampers, the upper horizontal member and the seismic reinforcement member provided at the top of either of the columns adjacent to each other in the direction of extension of the horizontal member are connected via a pair of steel dampers concentrated at one end of the upper horizontal member.

[0014] This configuration allows for the concentration of seismic reinforcement points using a pair of steel dampers, which are necessary to improve the seismic resistance of traditional wooden buildings in the direction of extension of the upper horizontal members, at one end of the upper horizontal member. This enables rational seismic reinforcement work on traditional wooden buildings, where columns and upper horizontal members are connected by a pair of steel dampers. As a result, the ease of construction can be improved when using a pair of steel dampers to enhance the seismic resistance of traditional wooden buildings in the direction of extension of the upper horizontal members.

[0015] A fifth characteristic feature of the present invention is that the seismic reinforcement member and the large bracket that supports the upper horizontal member on the column head are connected by a pair of steel dampers that are concentrated on one end of the upper horizontal member.

[0016] According to this configuration, when concentrating the seismic reinforcement points using a pair of steel dampers to improve the seismic resistance of traditional wooden buildings in the direction of extension of the upper horizontal member on one end of the upper horizontal member, the seismic reinforcement members are connected to a large bracket which is stronger than the upper horizontal member, rather than being connected to the upper horizontal member with a pair of steel dampers. This avoids the risk of damage to the upper horizontal member that may occur if it were connected to the upper horizontal member. As a result, it is possible to improve the constructability when enhancing the seismic resistance of traditional wooden buildings in the direction of extension of the upper horizontal members using a pair of steel dampers, while avoiding damage to the upper horizontal members.

[0017] The sixth characteristic configuration of the present invention is that when connecting the earthquake-resistant reinforcement member and the upper horizontal member through a pair of the steel dampers, the upper horizontal member and each of the earthquake-resistant reinforcement members provided at the column heads of the columns adjacent in the extending direction of the horizontal member are connected by the pair of steel dampers distributed dispersedly on both end sides of the upper horizontal member.

[0018] According to this configuration, the earthquake-resistant reinforcement locations by the pair of steel dampers for improving the earthquake resistance of the traditional wooden building in the extending direction of the upper horizontal member can be dispersed to both end sides of the upper horizontal member, whereby each earthquake-resistant reinforcement location by the pair of steel dampers can be made smaller and less noticeable. As a result, it is possible to improve the earthquake resistance of the traditional wooden building in the extending direction of the upper horizontal member while further reducing the risk of degrading the cultural value of the traditional wooden building.

Brief Description of the Drawings

[0019] [Figure 1] Side view of the corridor [Figure 2] Front view of the vertical section of the corridor [Figure 3] Vertical sectional side view showing the configuration of the earthquake-resistant reinforcement member in the first embodiment ]] [Figure 4] Vertical sectional front view (a) showing the configuration of the earthquake-resistant reinforcement member in the first embodiment and vertical sectional front view (b) of the main part [Figure 5] Vertical sectional side view showing the action of the earthquake-resistant reinforcement member in the first embodiment [Figure 6] Vertical sectional front view showing the action of the steel damper in the first embodiment [Figure 7] Horizontal sectional view showing the configuration of the earthquake-resistant reinforcement member in the first embodiment [Figure 8] Vertical sectional front view showing the configuration of the earthquake-resistant reinforcement members on the inner column side and the outer column side in the second embodiment [Figure 9] Vertical sectional side view showing the configuration of the earthquake-resistant reinforcement member in the second embodiment [Figure 10] Vertical sectional front view showing the configuration of the earthquake-resistant reinforcement member in the second embodiment [Figure 11] Horizontal cross-sectional view showing the configuration of seismic reinforcement members in the second embodiment. [Figure 12] Vertical cross-sectional front view showing the configuration of seismic reinforcement members on the inner and outer column sides in the third embodiment. [Figure 13] Vertical cross-sectional side view showing the configuration of the seismic reinforcement member in the third embodiment. [Figure 14] Vertical cross-sectional front view showing the configuration of the seismic reinforcement member in the third embodiment. [Figure 15] Horizontal cross-sectional view showing the configuration of seismic reinforcement members in the third embodiment. [Modes for carrying out the invention]

[0020] [First Embodiment] The following describes a first embodiment of the seismic reinforcement method for traditional wooden buildings according to the present invention, applied to the corridors of temples and shrines, which are an example of traditional wooden buildings, based on the drawings. Furthermore, the seismic reinforcement method for traditional wooden buildings according to the present invention can be applied not only to the corridors of temples and shrines, but also to the main halls and sanctuaries of temples and shrines.

[0021] As shown in Figures 1 and 2, in the temple corridor A illustrated in this first embodiment, a plurality of foundation stones 1 are arranged at predetermined intervals in the longitudinal direction X, which is the length direction of the corridor A, and are set in two rows in the beam direction Y, which is the width direction of the corridor A. An internal column 2, which is located on the inner circumference side of the corridor A, and an external column 3, which is located on the outer circumference side of the corridor A, are supported on each of these foundation stones 1 without being fastened together. Each of the internal column 2 and the external column 3 is a wooden column with a circular horizontal cross-section. In this first embodiment, the internal column 2 and external column 3 are exemplified as wooden columns with a circular horizontal cross-section, but the internal column 2 and external column 3 are not limited to this, and may be wooden columns with a square horizontal cross-section or other shapes.

[0022] Corridor A is equipped with horizontal members that connect to the ends of the interior columns 2 and exterior columns 3, including a head beam 4, which is an example of a horizontal member that extends between adjacent interior columns 2 or exterior columns 3 in the longitudinal direction X, and a rainbow beam 5, which is an example of a horizontal member that extends between adjacent interior columns 2 and exterior columns 3 in the beam direction Y. Between the exterior columns 3, there are wooden walls 6 and latticed windows 7.

[0023] As shown in Figures 2 and 4, each interior column 2 and exterior column 3 is provided with a bracket system 10 that supports the roof section 9 via a eaves beam 8 on top of the column heads 2A and 3A. As shown in Figures 3 to 6, each bracket system 10 is constructed by combining a large bracket 11 placed on the column heads 2A and 3A, a corbel 12 supported by the large bracket 11 together with the rainbow beam 5, and three curved brackets 13 supported by the corbel 12. As shown in Figure 1, each head beam 4 is provided with a loose assembly 14 that supports the roof section 9 via a eaves beam 8 between adjacent bracket systems 10 in the longitudinal direction X.

[0024] As shown in Figures 3-4, each head beam 4 is installed on adjacent internal column 2 heads 2A or external column 3 heads 3A in the longitudinal direction X by fitting its ends into grooves 2B and 3B in the longitudinal direction X formed on the column heads 2A of adjacent internal column 2 or external column 3 heads 3A in the longitudinal direction X, thereby connecting adjacent internal column 2 or external column 3 in the longitudinal direction X. Each rainbow beam 5 is installed on adjacent brackets 10 in the beam direction Y, thereby connecting adjacent internal column 2 and external column 3 in the beam direction Y.

[0025] In other words, the temple corridor A illustrated in this first embodiment is configured such that multiple internal columns 2 and external columns 3, each supported by resting on a foundation stone 1, are connected via tie beams 4 and rainbow beams 5, and the roof section 9 is supported via brackets 10 and eaves beams 8 placed on the column heads 2A and 3A of each internal column 2 and external column 3. With this configuration, each internal column 2 and external column 3 of the corridor A has a tilting restoring force proportional to its column width and the axial force (such as roof load) acting on it. This tilting restoring force acts as a resistance force against horizontal forces acting on each internal column 2 and external column 3 during strong winds or earthquakes, contributing to the seismic resistance of the corridor A.

[0026] As shown in Figures 1 and 3, each internal column 2 has a seismic reinforcement member B1 attached to its column head 2A, which has a pair of overhangs B1a that extend in the direction of extension of the head beam 4. Each seismic reinforcement member B1 is provided on the column head 2A of each internal column 2 such that its respective overhangs B1a contact the bottom of the head beam 4 from below via protective supports 21 that also serve to adjust the height. As a result, when each internal column 2 tilts in either direction of extension of the head beam 4, the overhanging ends of the overhangs B1a on the opposite side of the tilt direction shift the support point position on the internal column 2 side relative to the head beam 4 to the outside of the outer circumference of each internal column 2 in the direction of tilt restoration, thereby improving the tilt restoration force of each internal column 2 in the direction of extension of the head beam 4 (see Figure 5).

[0027] As shown in Figures 3-4 and 7, each seismic reinforcement member B1 is made of a pair of split steel plate members 15 that are bolted together to surround the column head 2A of the internal column 2 from the beam direction Y. The pair of split steel plate members 15 are formed in the same shape, dividing each seismic reinforcement member B1 in half along the beam direction Y. Each split steel plate member 15 has a fitting portion 15A that fits onto the column head 2A of the internal column 2 via four protective backing pieces 22, and a flange portion 15B that is welded to its upper end. The fitting portion 15A has a semi-cylindrical curved portion 15Aa that curves along the outer surface of the column head 2A, and a pair of bolted connection portions 15Ab that extend laterally outward from the curved end of the curved portion 15Aa, which are integrally formed. The flange portion 15B has a protruding edge 15Ba that forms one half of each protruding portion B1a, which is integrally formed. Each protruding edge 15Ba is reinforced by welding it to each bolted joint portion 15Ab of the fitting portion 15A. Each seismic reinforcement member B1 is provided with a pair of reinforcing plates 16 that are interposed between the bolted joint portions 15Ab and fastened together when a pair of split members 15 are bolted together, thereby reinforcing the bolted joints of the pair of split members 15.

[0028] Each seismic reinforcement member B1 is provided with a holding portion 15C that extends upward from its flange portion 15B, and whose extended end 15Ca is received and supported by the upper end of the internal column 2, thereby holding each protruding portion B1a of the seismic reinforcement member B1 at a height that contacts the bottom of the head beam 4. A pair of holding portions 15C are provided on each half-member 15, and their extended ends 15Ca are bent so as to extend horizontally toward the center of the internal column 2.

[0029] With the above configuration, when attaching each seismic reinforcement member B1 to the column head 2A of the corresponding internal column 2, for example, first, a pair of split members 15 are positioned to sandwich the column head 2A of each internal column 2 from the beam direction Y, and the extended ends 15Ca of each holding portion 15C of each split member 15 are received and supported by the upper end of the internal column 2. Then, the bolted joint portions 15Ab of each split member 15 are temporarily fastened together with a reinforcing plate 16 interposed between them. In this temporarily fastened state, a piece of wood 21 of appropriate thickness is interposed between the protruding edge 15Ba of each split member 15 that forms each overhang B1a of the seismic reinforcement member B1 and the head beam 4, and a piece of wood 22 of appropriate thickness is interposed between the fitting portion 15A of each split member 15 and the column head 2A of the internal column 2. Then, the bolted joint portions 15Ab in the temporarily fastened state are fully fastened together with the reinforcing plate 16 interposed between them.

[0030] As a result, the seismic reinforcement members B1 can be attached to the column heads 2A of each internal column 2 without the need to dismantle the corridor A, and can be positioned at an appropriate contact height with the bottom of the head beam 4, without damaging the column heads 2A of the internal column 2. Furthermore, in each seismic reinforcement member B1, each bolted joint portion 15Ab of each split member 15 and each reinforcing plate 16 fastened together with the bolted joint portion 15Ab function as reinforcing members that reinforce each protruding portion B1a of the seismic reinforcement member B1, which is made up of each protruding side 15Ba of each split member 15.

[0031] As shown in Figures 1-6, in the temple corridor A illustrated in this first embodiment, each head beam 4, whose extension direction is the longitudinal direction X, is installed between the column heads 2A of adjacent internal columns 2 or between the column heads 3A of adjacent external columns 3 in the longitudinal direction X, and each rainbow beam 5, whose extension direction is the inter-beam direction Y, is installed between adjacent brackets 10 in the inter-beam direction Y. Thus, the head beams 4 and rainbow beams 5 are provided stacked vertically on the column heads 2A of the internal columns 2 and the column heads 3A of the external columns 3, respectively, via the brackets 10.

[0032] As shown in Figures 1-4, each seismic reinforcement member B1 has its protruding portion B1a abutting from below against the bottom of the lower head beam 4, and is connected to the upper rainbow beam 5 via a pair of steel dampers D that absorb the relative displacement between the internal column 2 and the rainbow beam 5 in the inter-beam direction Y, which is the direction in which the rainbow beam 5 extends.

[0033] Specifically, as shown in Figures 3-4, when connecting the seismic reinforcement member B1 and the upper rainbow beam 5 via a pair of steel dampers D, the large bracket 11 that supports one end of the rainbow beam 5 on the column head 2A of each internal column 2 and the seismic reinforcement member B1 provided on the column head 2A of each internal column 2 are connected by a pair of steel dampers D that are concentrated on one end of the rainbow beam 5 located on the inner circumference side of the corridor A.

[0034] More specifically, as shown in Figures 1 to 6, damper connecting members C1 are attached to the large brackets 11 placed on the column heads 2A of each internal column 2. As shown in Figures 3 to 6, each damper connecting member C1 is made of steel and consists of a pair of split members 18 that are bolted together to sandwich the large bracket 11 from the beam direction Y. A pair of damper connecting parts 18A are welded to each split member 18 at a position directly below the rainbow beam 5, to which the upper end of a steel damper D is bolted and rotatably attached.

[0035] On the other hand, as shown in Figures 3 to 7, each half-split member 15 of the seismic reinforcement member B1 attached to the column head 2A of each internal column 2 is welded to each half-split member 15 such that it protrudes upward from the flange portion 15B. The damper connection portions 15D are positioned directly below each damper connection portion 18A provided on the damper connection member C1, and the lower end of the steel damper D is bolted to them so as to be rotatable. A pair of rib plates 15E that reinforce the damper connection portion 15D are welded to each half-split member 15, extending from the fitting portion 15A to the flange portion 15B, directly below each damper connection portion 15D.

[0036] With the above configuration, the upper end of each steel damper D is bolted to a damper connection part 18A provided in a pair on each of the split members 18 of each damper connection member C1, and the lower end of each steel damper D is bolted to a damper connection part 15D provided in a pair on each of the split members 15 of each seismic reinforcement member B1. In this way, the large bracket 11 that supports one end of the rainbow beam 5 on the column head 2A of each internal column 2 and the seismic reinforcement member B1 provided on the column head 2A of each internal column 2 can be connected by a pair of steel dampers D that are concentrated on the inner circumference end side of the corridor A of the rainbow beam 5.

[0037] As shown in Figures 3-6, in each damper connecting member C1, a pair of split members 18 are formed in the same shape by dividing each damper connecting member C1 in the beam direction Y. Each split member 18 is constructed by welding together the damper connecting portion 18A described above, a horizontal plate 18B that abuts from below against the bottom of the rainbow beam 5 via a protective backing 23 that also serves as a height adjuster, a vertical plate 18C that abuts against one side of the large bracket 11 in the beam direction Y via a protective backing 24, and a pair of bolted joints 18D that are provided at both ends of the horizontal plate 18B in the girder direction X. Each bolted joint 18D is made of a round steel pipe and is welded to both ends of the horizontal plate 18B in the girder direction X in a horizontal position along the beam direction Y.

[0038] Each half-split member 18 has a vertical plate 18C integrally formed with a pair of extensions 18E that extend upward from the horizontal plate 18B. These extensions 18E function as retaining parts that hold each horizontal plate 18B of the damper connecting member C1 at a contact height with the bottom of the rainbow beam 5, with their extension ends 18Ea receiving and supporting the upper end of the large bracket 11 via protective backing 25. Each retaining part 18F is bent so that its extension ends 18Ea extend horizontally toward the bracket 12 on the large bracket 11.

[0039] With the above configuration, when attaching each damper connecting member C1 to the corresponding large bracket 11, for example, first, a pair of split members 18 are positioned to sandwich each large bracket 11 from the beam direction Y, and the extended ends 18Ea of each holding portion 18F of each split member 18 are supported by the upper end of the large bracket 11 via a support block 25. Then, the bolted joints 18D of each split member 18 are temporarily fastened together using bolts 19 or the like that are inserted through them. In this temporarily fastened state, a support block 23 of appropriate thickness is interposed between the horizontal plate 18B of each damper connecting member C1 and the rainbow beam 5, and a support block 24 of appropriate thickness is interposed between the vertical plate 18C of each split member 18 and the large bracket 11. Then, the bolted joints 18D that were temporarily fastened together are fully tightened.

[0040] This allows the damper connecting members C1 to be attached to each large bracket 11 on the inner circumference of corridor A without the need to dismantle corridor A, and without damaging the large bracket 11, while positioning the horizontal plate 18B of each damper connecting member C1 at an appropriate contact height with the bottom of the rainbow beam 5.

[0041] As described above, in the seismic reinforcement method for corridor A illustrated in this first embodiment, the head beam 4, whose extension direction is the longitudinal direction X of corridor A, and the rainbow beam 5, whose extension direction is the inter-beam direction Y of corridor A, are provided stacked vertically on the column heads 2A of the internal column 2 and the column heads 3A of the external column 3 via brackets 10, respectively. However, the overhanging portion B1a of each seismic reinforcement member B1 abuts from below against the bottom of the lower head beam 4, thereby preventing the corridor A from being subjected to horizontal forces during strong winds or earthquakes. When the internal column 2 and external column 3 are inclined in the direction of extension of the head beam 4, the overhanging end of the overhanging portion B1a of each seismic reinforcement member B1 becomes the support point on the internal column 2 side relative to the head beam 4. By shifting this support point position outward from the outer circumference of the internal column 2 in the direction of tilt restoration of the internal column 2, the tilt restoration force of each internal column 2 in the direction of extension of the head beam 4 can be improved, and the resistance force against the horizontal force in the direction of extension of the head beam acting on each internal column 2 can be increased (see Figure 5).

[0042] Furthermore, since each seismic reinforcement member B1 is connected to the upper rainbow beam 5 via a pair of steel dampers D that absorb the relative displacement between the rainbow beam 5 and the internal columns 2 in the direction of extension, when the internal columns 2 and external columns 3 in the corridor A tilt in the direction of extension of the rainbow beam 5 due to horizontal forces during strong winds or earthquakes, the relative displacement between the rainbow beam 5 and each internal column 2 in that direction can be absorbed by the pair of steel dampers D (see Figure 6).

[0043] Furthermore, since the top 2A of the internal column 2 is a part that is less accessible to people and less visible than the base of the column, by providing a seismic reinforcing member B1 to improve the tilting restoring force of the internal column 2 and a pair of steel dampers D to absorb the relative displacement between the internal column 2 and the rainbow beam 5 on the top 2A side of each internal column 2, it is possible to avoid the risk of people passing near the base of each internal column 2 tripping over the protruding part B1a of the seismic reinforcing member B1 or the pair of steel dampers D, and to reduce the risk of people having a negative impression of the seismic reinforcing member B1 or the pair of steel dampers D while improving the tilting restoring force of the internal column 2 by providing the seismic reinforcing member B1 and improving the seismic resistance of the corridor A of the temple or shrine by providing the pair of steel dampers D to absorb the relative displacement between the internal column 2 and the rainbow beam 5.

[0044] As a result, in a temple corridor A where a head beam 4 extending in the longitudinal direction X and a rainbow beam 5 extending in the transverse direction Y are stacked vertically and provided at the column heads 2A of the internal column 2 and the column heads 3A of the external column 3, the seismic reinforcement members B1 and a pair of steel dampers D can improve the seismic resistance of corridor A in each extending direction of the head beam 4 and rainbow beam 5, while reducing the risk of hindering people's movement near the base of the columns and the risk of diminishing the cultural value of corridor A.

[0045] Furthermore, since the aforementioned holding parts 15C and 18A are provided on the seismic reinforcement member B1 and the damper connecting member C1 respectively, the protruding parts B1a of each seismic reinforcement member B1 can be reliably held at a contact height with the bottom of the head beam 4 without damaging the column heads 2A of each internal column 2 or the large brackets 11, and the horizontal plates 18B of each damper connecting member C1 can be reliably held at a contact height with the bottom of the rainbow beam 5.

[0046] This prevents a decrease in the tilt restoring force of each internal column 2 caused by each protruding portion B1a of the seismic reinforcement member B1 shifting downward from its contact height with the bottom of the head beam 4 and moving away from the head beam 4, and also prevents a decrease in the damping function of each steel damper D caused by each horizontal plate 18B of the damper connecting member C1 shifting downward from its contact height with the bottom of the rainbow beam 5 and moving away from the rainbow beam 5, thereby preventing a decrease in seismic resistance in the corridor A of the temple or shrine caused by a decrease in tilt restoring force and a decrease in damping function.

[0047] As a result, the improved seismic resistance of corridor A, achieved by the seismic reinforcement member B1 and the pair of steel dampers D, can be stably maintained.

[0048] Furthermore, the seismic reinforcement points using a pair of steel dampers D to improve the seismic resistance of corridor A in the direction of extension of the rainbow beam 5 can be concentrated on the inner perimeter end side of corridor A on the rainbow beam 5. This allows for rational seismic reinforcement work on corridor A, connecting each internal column 2 and the rainbow beam 5 with a pair of steel dampers D.

[0049] Furthermore, when concentrating the seismic reinforcement points using a pair of steel dampers D on the inner perimeter end side of the corridor A in the rainbow beam 5, the seismic reinforcement member B1 is connected to the large bracket 11, which has higher strength than the rainbow beam 5, rather than being connected to the rainbow beam 5 with a pair of steel dampers D. This avoids the risk of damage to the rainbow beam 5 that may occur if it were connected to the rainbow beam 5.

[0050] As a result, it is possible to improve the constructability when improving the seismic resistance of the corridor A in the direction of extension of the rainbow beam 5 using a pair of steel dampers D, while avoiding damage to the rainbow beam 5.

[0051] [Second Embodiment] Below, a second embodiment of the seismic reinforcement method for traditional wooden buildings according to the present invention, applied to the corridors of temples and shrines, which are an example of traditional wooden buildings, will be described with reference to the drawings. Furthermore, the seismic reinforcement method for traditional wooden buildings exemplified in this second embodiment is applied to the corridors of temples and shrines that do not have wooden walls or latticed windows. Since the configuration and arrangement of the seismic reinforcement members and the arrangement and support structure of the pair of steel dampers differ from the seismic reinforcement method for traditional wooden buildings exemplified in the first embodiment described above, only the configuration and arrangement of the seismic reinforcement members and the arrangement and support structure of the pair of steel dampers will be described below.

[0052] As shown in Figures 8 to 11, in the corridor A illustrated in this second embodiment, seismic reinforcement members B2 are attached to the column heads 2A of each internal column 2 and the column heads 3A of each external column 3, each having a pair of overhanging portions B2a that extend in the direction of extension of the head beam 4. Each seismic reinforcement member B2 is provided on the column heads 2A of each internal column 2 and the column heads 3A of each external column 3 such that their respective overhanging portions B2a abut from below against the bottom of the head beam 4 via protective backings 41 that also serve to adjust the height. As a result, when each internal column 2 and external column 3 tilts in either direction in the extension direction of the head beam 4, the overhanging end of the overhanging portion B2a located on the opposite side of the direction of tilt shifts the support point position on the internal column 2 side or external column 3 side relative to the head beam 4 to the outside of the outer circumference of each internal column 2 or external column 3 in the direction of tilt restoration of the internal column 2 or external column 3, thereby improving the tilt restoration force of each internal column 2 and external column 3 in the extension direction of the head beam 4.

[0053] Each seismic reinforcement member B2 has a pair of half-ring shaped half-members 31 that surround the column head 2A of the internal column 2 or the column head 3A of the external column 3 from the longitudinal direction X, and a pair of connecting members 32 that bolt the pair of half-members 31 together. Each half-member 31 and connecting member 32 is made of thick steel plate and is formed to sandwich the column head 2A of the internal column 2 or the column head 3A of the external column 3 via two protective backings 42. Each half-member 31 has an integrally formed projection 31A that forms an overhang B2a. Each connecting member 32 is provided with a holding part 32A that extends upward and whose extended end 32a is received and supported by the upper end of the internal column 2 or external column 3 via a protective backing 43, thereby holding each overhang B2a of the seismic reinforcement member B2 at a height that contacts the bottom of the head beam 4. Each holding portion 32A is curved along the outer surface of the inner column 2, and the extended end portion 32a, welded to its upper end, extends horizontally along the upper surface of the inner column 2 or the outer column 3.

[0054] With the above configuration, when attaching each seismic reinforcement member B2 to the corresponding column head 2A of the internal column 2 or column head 3A of the external column 3, for example, first, the extended ends 32a of the holding portions 32A of the pair of connecting members 32 are supported by the upper end of the internal column 2 or external column 3 via the support blocks 43. Then, the pair of split members 31 are positioned to sandwich the column head 2A of each internal column 2 or the column head 3A of each external column 3 from the longitudinal direction X, and the split members 31 are temporarily fastened to each other by bolting via the pair of connecting members 32. Then, in this temporarily fixed state, a piece of wood 41 of appropriate thickness is interposed between the protruding portion 31A of each half-split member 31 forming each overhang B2a of the seismic reinforcement member B2 and the head beam 4, and a piece of wood 42 of appropriate thickness is interposed between each half-split member 31 and the connecting member 32 and the column head 2A of the internal column 2 or the column head 3A of the external column 3. After that, the half-split members 31 in the temporarily fixed state are fastened together with bolts via a pair of connecting members 32.

[0055] In other words, in the seismic reinforcement member B2 illustrated in this second embodiment, while simplifying its structure, the seismic reinforcement member B2 can be attached to the column heads 2A of each internal column 2 and the column heads 3A of each external column 3 without the need to dismantle the corridor A, and with each protruding portion B2a of the seismic reinforcement member B2 positioned at an appropriate contact height with the bottom of the head beam 4, without damaging the column heads 2A of the internal column 2 and the column heads 3A of the external column 3.

[0056] Each seismic reinforcement member B2 has its protruding portion B2a abutting from below against the bottom of the lower head beam 4, and is connected to the upper rainbow beam 5 via a pair of steel dampers D that absorb the relative displacement between the internal column 2 and the rainbow beam 5 in the beam direction Y, which is the direction in which the rainbow beam 5 extends.

[0057] Specifically, as shown in Figure 8, when connecting the seismic reinforcement member B2 and the upper rainbow beam 5 via a pair of steel dampers D, the rainbow beam 5 and each of the seismic reinforcement members B2 provided on the column heads 2A of the internal column 2 and 3A of the external column 3 adjacent to the rainbow beam 5 in the direction of extension of the rainbow beam 5 are connected by a pair of steel dampers D distributed at both ends of the rainbow beam 5.

[0058] More specifically, as shown in Figures 8-10, damper connecting members C2 are attached to the center of each rainbow beam 5 at positions closer to the center of the rainbow beam 5 than to the connection points with the bracket arches 10 at both ends of each rainbow beam 5. Each damper connecting member C2 is made of steel plate and consists of a band portion 33 that is wrapped around the rainbow beam 5 via a protective backing 44, and a pair of damper connecting portions 34 to which the upper ends of steel dampers D are rotatably bolted. The pair of damper connecting portions 34 are welded to the band portion 33 at a position directly below the rainbow beam 5.

[0059] On the other hand, as shown in Figures 8 to 11, in the seismic reinforcement members B2 attached to the column heads 2A of each internal column 2 and the column heads 3A of each external column 3, a pair of damper connection parts 32B are welded to the connecting member 32 located on the central side of the rainbow beam 5, positioned directly below each damper connection part 34 provided on the damper connection member C2, to which the lower end of the steel damper D is rotatably bolted, so that they protrude upward from the connecting member 32.

[0060] With the above configuration, the upper end of each steel damper D is bolted to a pair of damper connection parts 34 provided on each damper connection member C2, and the lower end of each steel damper D is bolted to a pair of damper connection parts 32B provided on the connecting member 32 on the central side of the rainbow beam 5 in each seismic reinforcement member B2. This allows the ends of each rainbow beam 5 and the seismic reinforcement members B2 provided on the column heads 2A of each internal column 2 and the column heads 3A of each external column 3 to be connected via a pair of steel dampers D distributed between the inner and outer ends of the corridor A in the rainbow beam 5.

[0061] As described above, in the seismic reinforcement method for corridor A illustrated in this second embodiment, a head beam 4 whose extension direction is the longitudinal direction X of corridor A and a rainbow beam 5 whose extension direction is the inter-beam direction Y of corridor A are provided stacked vertically on the column heads 2A of the internal column 2 and the column heads 3A of the external column 3 via brackets 10, respectively, while the overhanging portion B2a of each seismic reinforcement member B2 abuts from below against the bottom of the lower head beam 4, thereby receiving horizontal forces during strong winds and earthquakes, the internal column 2 and external column 3 in corridor A When each of the members is inclined in the direction of extension of the head beam 4, the overhanging end of the overhanging portion B2a of each seismic reinforcement member B2 becomes a support point on the inner column 2 side or outer column 3 side relative to the head beam 4. This shifts the support point to the outside of the inner column 2 or outer column 3 in the direction of tilt restoration of the inner column 2 or outer column 3, which improves the tilt restoration force of each inner column 2 and outer column 3 in the direction of extension of the head beam 4, and increases the resistance force against horizontal forces in the direction of extension of the head beam on each inner column 2 and outer column 3.

[0062] Furthermore, since each seismic reinforcement member B2 is connected to the upper rainbow beam 5 via a pair of steel dampers D that absorb the relative displacement between the rainbow beam 5 and the internal column 2 in its extending direction, when the internal column 2 and external column 3 in the corridor A tilt in the extending direction of the rainbow beam 5 due to horizontal forces during strong winds or earthquakes, the relative displacement between the rainbow beam 5 and each internal column 2 or external column 3 in that extending direction can be absorbed by the pair of steel dampers D.

[0063] Furthermore, since the column heads 2A and 3A of the internal column 2 and external column 3 are less accessible and less visible to people than the column bases, each internal column 2 and external column 3 is equipped with a seismic reinforcement member B2 to improve the tilt restoring force of the internal column 2 or external column 3, and a pair of steel dampers D to absorb the relative displacement between the internal column 2 or external column 3 and the rainbow beam 5, so that people passing near the column bases of each internal column 2 or external column 3 can be earthquake-resistant. This design avoids the risk of tripping over the protruding portion B2a of the reinforcing member B2 or the pair of steel dampers D, and minimizes the risk of people having a negative impression of the seismic reinforcing member B2 or the pair of steel dampers D. Furthermore, it improves the inclination restoring force of the internal column 2 and external column 3 by incorporating the seismic reinforcing member B2, and improves the seismic resistance of the temple corridor A by incorporating the pair of steel dampers D to absorb the relative displacement between the internal column 2 or external column 3 and the rainbow beam 5.

[0064] Furthermore, the seismic reinforcement points using a pair of steel dampers D to improve the seismic resistance of corridor A in the direction of extension of the rainbow beam 5 can be distributed to both the inner and outer ends of corridor A on the rainbow beam 5. This makes each seismic reinforcement point using a pair of steel dampers D smaller and less conspicuous.

[0065] As a result, in a temple corridor A where a head beam 4 extending in the longitudinal direction X and a rainbow beam 5 extending in the transverse direction Y are stacked vertically and provided at the column heads 2A of the internal column 2 and the column heads 3A of the external column 3, the seismic reinforcement members B2 and a pair of steel dampers D can improve the seismic resistance of corridor A in each extending direction of the head beam 4 and rainbow beam 5, while reducing the risk of hindering people's movement near the base of the columns and the risk of diminishing the cultural value of corridor A.

[0066] Furthermore, since each of the aforementioned holding parts 32A is provided on each seismic reinforcement member B2, the protruding parts B2a of each seismic reinforcement member B2 can be securely held at a contact height with the bottom of the head beam 4 without damaging the column heads 2A and 3A of each internal column 2 and external column 3.

[0067] This prevents a decrease in the tilting restoring force of each internal column 2 and external column 3 caused by the displacement of each protruding portion B2a of the seismic reinforcement member B2 from its contact height with the bottom of the head beam 4, thereby preventing a decrease in seismic resistance in the temple corridor A caused by the decrease in tilting restoring force.

[0068] As a result, the improved seismic resistance of corridor A, achieved by seismic reinforcement member B2, can be stably maintained.

[0069] [Third Embodiment] Below, a third embodiment of the seismic reinforcement method for traditional wooden buildings according to the present invention, applied to the corridors of temples and shrines, which are an example of traditional wooden buildings, will be described with reference to the drawings. Furthermore, the seismic reinforcement method for traditional wooden buildings exemplified in this third embodiment is applied to the corridors of temples and shrines equipped with plank walls and latticed windows between the exterior columns as exemplified in the first embodiment, and, similar to the seismic reinforcement method for traditional wooden buildings exemplified in the second embodiment, seismic reinforcement members are attached to the column heads of each interior and exterior column, and a pair of steel dampers are distributed and positioned on the inner and outer ends of the corridor in the rainbow beam. Therefore, since the configuration of the seismic reinforcement members attached to the column heads of the exterior columns and the support structure of the steel dampers arranged on the outer end of the corridor differ from the seismic reinforcement method for traditional wooden buildings exemplified in the second embodiment, only the configuration of the seismic reinforcement members attached to the column heads of the exterior columns and the support structure of the steel dampers arranged on the outer end of the corridor will be described below.

[0070] As shown in Figure 12, in the corridor A illustrated in this third embodiment, the seismic reinforcement member B2 illustrated in this second embodiment is attached to the column head 2A of each internal column 2, and a seismic reinforcement member B3 having a pair of overhanging portions B3a that extend in the direction of extension of the head beam 4 is attached to the column head 3A of each external column 3. As shown in Figures 12 to 15, each seismic reinforcement member B3 is provided on the column head 3A of each external column 3 such that each of its overhanging portions B3a abuts from below against the bottom of the head beam 4 via a protective backing 61 that also serves to adjust the height. As a result, when each external column 3 tilts in either direction of extension of the head beam 4, the overhanging ends of the overhanging portions B3a on the opposite side of the tilt direction shift the support point position on the external column 3 side relative to the head beam 4 to the outside of the outer circumference of each external column 3 in the direction of tilt restoration of the external column 3, thereby improving the tilt restoration force of each external column 3 in the direction of extension of the head beam 4.

[0071] More specifically, as shown in Figures 12-15, each seismic reinforcement member B3 consists of a first member 51 and a pair of second members 52, which are bolted together to sandwich the head beam 4 supported by the column head 3A of the external column 3 from the beam direction Y.

[0072] As shown in Figures 13-15, the first member 51 is constructed by welding together a curved plate 51A that curves along the outer circumference of the outer column 3, a pair of vertical plates 51B that extend upward from both ends of the curved plate 51, a pair of lower horizontal plates 51C that extend horizontally from the lower end of each vertical plate 51B toward the plate wall 6, and a pair of upper horizontal plates 51D that extend horizontally from the upper end of each vertical plate 51B parallel to the lower horizontal plates 51C.

[0073] Each second member 52 is constructed by welding together an upper horizontal plate 52A, which is bolted to each upper horizontal plate 51E of the first member 51; a vertical plate 52B, which extends downward from one end of the upper horizontal plate 52A; and a lower horizontal plate 52C, which extends horizontally from the lower end of the vertical plate 52B toward the plate wall 6.

[0074] Furthermore, each vertical plate 51B of the first member 51 and each vertical plate 52B of the second member 52 abut against both sides of the head beam 4 via protective backing 62, each upper horizontal plate 51D of the first member 51 abuts against the top surface of the head beam 4 via protective backing 63, and each lower horizontal plate 51C of the first member 51 and each lower horizontal plate 52C of the second member 52 abuts against the bottom of the head beam 4 via backing 61.

[0075] In other words, in each seismic reinforcement member B3 illustrated in this third embodiment, a pair of protruding portions B3a are formed from the lower horizontal plates 51C of the first member 51 and the lower horizontal plates 52C of the second member 52, which extend horizontally toward the board wall 6, and abut against the bottom of the head beam 4 from below via a height-adjusting support piece 63.

[0076] The first member 51 is provided with a holding portion 51E that extends upward, and whose extended end 51a is received and supported by the upper end of the outer column 3 via a protective backing 64, thereby holding each protruding portion B3a of the seismic reinforcement member B3 at a height that contacts the bottom of the head beam 4. Each holding portion 51E is curved along the outer circumferential surface of the outer column 3, and its extended end 51a, welded to its upper end, extends horizontally along the upper surface of the outer column 3.

[0077] With the above configuration, when attaching each seismic reinforcement member B3 to the column head 3A of the corresponding external column 3, for example, first, the extended end 51a of the holding portion 51E of the first member 51 is supported by the upper end of the external column 3 via a support piece 64, and the first member 51 and the pair of second members 52 are positioned so as to sandwich the head beam 4 supported by the column head 3A of the external column 3 from the beam direction Y, and then they are temporarily fixed at an appropriate height position relative to the column head 3A of the external column 3 by bolting the upper horizontal plates 51E and 52A together. Then, in this temporarily fixed state, a piece of wood 61 of appropriate thickness is interposed between the lower horizontal plates 51C, 52C of the first member 51 and each second member 52 that form each protruding portion B3a of the seismic reinforcement member B3 and the head beam 4, and after interposing pieces of wood 62, 63 of appropriate thickness between the vertical plates 51B, 52B of the first member 51 and each second member 52 or the upper horizontal plate 51D of the first member 51 and the head beam 4, the temporarily fixed first member 51 and the pair of second members 52 are then fully fastened by bolting their upper horizontal plates 51E, 52A together.

[0078] In other words, the seismic reinforcement member B3 illustrated in this third embodiment is attached to the column head 3A of the external column 3 via a head beam 4 supported by the column head 3A of the external column 3. This attachment can be carried out without the need to dismantle the corridor A, and without damaging the head beam 4 or the plank wall 6, etc., while positioning each protruding portion B3a of the seismic reinforcement member B3 at an appropriate contact height with the bottom of the head beam 4.

[0079] As shown in Figures 12-14, in the seismic reinforcement member B3 illustrated in this third embodiment, the seismic reinforcement member B3 is connected to the outer peripheral end of the corridor A on the upper rainbow beam 5 via a steel damper D. The first member 51 of the seismic reinforcement member B3 is provided with a pair of damper connection parts 51F to which the lower end of the steel damper D is rotatably bolted. The damper connection members C2 illustrated in the second embodiment are attached to the outer peripheral end of the corridor A on each rainbow beam 5.

[0080] Each damper connecting member C2 is attached to the rainbow beam 5 at a position closer to the center of the rainbow beam 5 than the connection point with the bracket 10 on the outer perimeter end of the corridor A. Each damper connecting member C2 is made of steel plate and consists of a band portion 53 that is wrapped around the rainbow beam 5 via a protective backing 66, and a pair of damper connecting portions 54 to which the upper end of the steel damper D is rotatably bolted. The pair of damper connecting portions 54 are welded to the band portion 53 at a position directly below the rainbow beam 5.

[0081] On the other hand, the pair of damper connection parts 51F provided on the first member 51 of the seismic reinforcement member B3 are welded to the central part of the curved plate 51A so as to be located directly below each damper connection part 54 provided on the damper connection member C2.

[0082] With the above configuration, the upper end of each steel damper D is bolted to a pair of damper connection parts 54 provided on each damper connecting member C2, and the lower end of each steel damper D is bolted to a pair of damper connection parts 51F provided on the first member 51 of each seismic reinforcement member B3, thereby connecting the outer perimeter end of the corridor A on each rainbow beam 5 and the seismic reinforcement member B3 provided on the column head 3A of each external column 3 via the steel dampers D.

[0083] As described above, in the seismic reinforcement method for corridor A illustrated in this third embodiment, when a wooden wall 6 or a lattice window 7 is provided between the exterior columns 3 of corridor A, each seismic reinforcement member B3 can be attached to the column head 3A of the exterior column 3 without damaging the wooden wall 6 or the lattice window 7, with their protruding portions B3a contacting the bottom of the head beam 4 from below via a backing piece 61, and the seismic reinforcement members B3 and the outer periphery end of corridor A on the rainbow beam 5 can be connected via a steel damper D.

[0084] Furthermore, while the head beam 4, whose extension direction is the longitudinal direction X of corridor A, and the rainbow beam 5, whose extension direction is the inter-beam direction Y of corridor A, are provided stacked vertically on the column heads 3A of each external column 3 via brackets 10, the overhang portion B3a of each seismic reinforcement member B3 abuts from below against the bottom of the lower head beam 4. Therefore, when each external column 3 of corridor A tilts in the extension direction of the head beam 4 due to horizontal forces during strong winds or earthquakes, the overhanging end of the overhang portion B3a of each seismic reinforcement member B3 becomes the support point on the external column 3 side relative to the head beam 4. This shifts the support point position outward from the outer circumference of the external column 3 in the direction of tilt restoration of the external column 3, thereby improving the tilt restoration force of each external column 3 in the extension direction of the head beam 4, and increasing the resistance force against the horizontal force in the extension direction of the head beam acting on each external column 3.

[0085] Furthermore, since each seismic reinforcement member B3 is connected to the upper rainbow beam 5 via a steel damper D that absorbs the relative displacement between the rainbow beam 5 and the external column 2 in its extending direction, when the external column 3 of the corridor A tilts in the extending direction of the rainbow beam 5 due to horizontal forces during strong winds or earthquakes, the relative displacement between the rainbow beam 5 and the external column 3 in that extending direction can be absorbed by the steel damper D.

[0086] Furthermore, since each of the aforementioned holding parts 51E is provided on each seismic reinforcement member B3, each of the protruding parts B3a on each seismic reinforcement member B3 can be reliably held at a contact height with the bottom of the head beam 4 without damaging the column head 3A of each external column 3.

[0087] This prevents a decrease in the tilting restoring force of each external column 3 caused by the protruding portion B3a of the seismic reinforcement member B3 shifting downward from its contact height with the bottom of the head beam 4 and moving away from the head beam 4, thereby preventing a decrease in seismic resistance in the temple corridor A caused by the decrease in tilting restoring force.

[0088] As a result, the improved seismic resistance of corridor A, achieved by seismic reinforcement member B3, can be stably maintained.

[0089] [Another embodiment] Another embodiment of the present invention will be described. Furthermore, the configurations of each of the separate embodiments described below are not limited to being applied individually, but can also be applied in combination with the configurations of other separate embodiments.

[0090] (1) In the seismic reinforcement method for the traditional wooden building (corridor of a temple or shrine) A illustrated in each of the above embodiments, for example, a wooden cover may be provided to cover at least the bottom side of the seismic reinforcement members B1 to B3, thereby further reducing the risk of the seismic reinforcement members B1 to B3 being seen and giving a bad impression, and more effectively suppressing the risk of reducing the cultural value of the traditional wooden building (corridor of a temple or shrine) A.

[0091] (2) In each of the above embodiments, as an example of a traditional wooden building (corridor of a temple or shrine) A, a horizontal member (head beam) 4 whose extension direction is the girder direction X and a horizontal member (rainbow beam) 5 whose extension direction is the beam direction Y are stacked vertically and provided at the tops 2A and 3A of each column 2 and 3. However, the invention is not limited to this, and for example, a horizontal member 4 whose extension direction is the girder direction X and a horizontal member 5 whose extension direction is the beam direction Y may be provided at the same height at the tops 2A and 3A of each column 2 and 3. In this case, seismic reinforcement members B1 to B3 can be configured to have overhangs B1a to B3a extending in the longitudinal direction X and overhangs Y, or to have annular overhangs extending laterally outward from the entire circumference of seismic reinforcement members B1 to B3, and these can be attached to the column heads 2A and 3A of each column 2 and 3. [Explanation of Symbols]

[0092] 2 Internal pillar (column) 2A Column head 3. Exterior columns (columns) 3A Column head 4 Headpiece (horizontal material, horizontal material) 5 Rainbow beam (horizontal material, horizontal material) 11 Daito 15C Holding part 15Ca extension end 32A Holding part 32a Extension end 51E Holding part 51a Extension end A Corridor (Traditional wooden building) B1 Seismic reinforcement member B1a Overhang B2 Seismic reinforcement member B2a Overhang B3 Seismic reinforcement member B3a overhang D Steel damper X-row direction Y-direction of beams

Claims

1. A seismic reinforcement method for traditional wooden buildings, which involves attaching a seismic reinforcement member to the column of a traditional wooden building, having an overhanging portion that extends in the direction of extension of a horizontal member that connects to the end of the column, thereby shifting the position of the support point on the column side relative to the horizontal member to the outside of the outer circumference of the column in the direction of the column's tilt restoration, and thereby improving the tilt restoration force of the column, The aforementioned horizontal member is a horizontal member that spans the column tops of adjacent columns. A method for seismically reinforcing a traditional wooden building, wherein the seismic reinforcing member is provided on the top of the column such that the overhang portion abuts the bottom of the horizontal member from below.

2. The seismic reinforcement method for a traditional wooden building according to claim 1, wherein the seismic reinforcement member is provided with a plurality of holding parts that extend upward, and whose extended ends are received and supported by the upper end of the column, thereby holding the overhang at a height that contacts the bottom of the horizontal member.

3. A horizontal member whose extension direction is the beam direction and a horizontal member whose extension direction is the girder direction are stacked vertically and provided at the top of the column. The seismic reinforcement method for a traditional wooden building according to claim 1 or 2, wherein the overhang portion of the seismic reinforcement member abuts from below against the bottom of the lower horizontal member of the upper and lower horizontal members, and the upper horizontal member is connected to the upper horizontal member via a steel damper that absorbs the relative displacement between the horizontal member and the column in the direction of extension.

4. The seismic reinforcement method for a traditional wooden building according to claim 3, wherein, in connecting the seismic reinforcement member and the upper horizontal member via a pair of steel dampers, the upper horizontal member and the seismic reinforcement member provided at the top of either of the columns adjacent to each other in the direction of extension of the horizontal member are connected via a pair of steel dampers concentrated at one end of the upper horizontal member.

5. The seismic reinforcement method for a traditional wooden building according to claim 4, wherein the seismic reinforcement member and the large bracket that supports the upper horizontal member on the column head are connected by a pair of steel dampers that are concentrated on one end of the upper horizontal member.

6. The seismic reinforcement method for a traditional wooden building according to claim 3, wherein, in connecting the seismic reinforcement member and the upper horizontal member via a pair of steel dampers, the upper horizontal member and each of the seismic reinforcement members provided on the column heads of adjacent columns in the direction of extension of the horizontal member are connected by a pair of steel dampers distributed on both ends of the upper horizontal member.

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