JP2010281033A - Construction method for reinforcing masonry wall, and masonry structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To enhance earthquake-resisting performance of a masonry wall without shifting the masonry wall. <P>SOLUTION: An anchor plate 350 is attached to a lower end 306 of a prestressing bar 302 from a horizontal hole 210 which is formed in a foundation 200 of a brick wall 100, without shifting the existing brick wall 100. Subsequently, the anchor plate 350 is fixed by infilling high-early-strength concrete 212 into the horizontal hole 210. In other words, the anchor plate 350 functioning as a fixed end can be provided at the lower end 306 of the prestressing bar 302, without the relocation of the brick wall 100, by forming the horizontal hole 210 in the foundation 200. A compressive force is applied between the upper and lower ends 120 and 110 of the brick wall 100 by the plurality of prestressing bars 302 which penetrate between the upper and lower ends 120 and 110 of the brick wall 100 and to which a tensioning force is applied. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a masonry wall reinforcing method and a masonry structure.

  Requests to preserve and utilize old masonry structures, such as Western bricks built in the Meiji to early Showa eras, from the viewpoint of landscape preservation, cultural property preservation, and diversion to commercial facilities There is. However, most old masonry structures have not been designed to meet the current seismic standards, and seismic reinforcement is required to preserve and utilize them.

  Therefore, in Patent Document 1, a compressive force is applied to the masonry wall by applying tension to a steel bar that penetrates the masonry wall of an existing masonry structure and has a lower end fixed by grout in the ground. And a method for reinforcing a masonry wall structure has been proposed (see Patent Document 1).

  Patent Document 2 proposes a reinforcing method for performing seismic reinforcement when part of a wall constituting a masonry building is divided and moved. That is, the wall body is erected on the newly installed underground beam at the relocation site where the wall body is newly installed, the PC steel rod is inserted into the through-hole formed in the wall body to be relocated, and the lower end of the PC steel rod Is fixed to the newly installed underground beam and a steel beam is provided at the upper end of the wall. And by applying tension to the PC steel bar with the underground beam and steel beam as tension ends, compressive force is applied between the masonry material (block) such as bricks constituting the wall and the joint material. It is made to act and it prevents that peeling arises between these (refer patent document 2).

Japanese Patent Laid-Open No. 54-10514 JP 11-324341 A

However, in the reinforcement method of patent document 1, the lower end part of the tension material (steel bar) which penetrated the foundation is grout injected from the upper part of the through hole formed in the masonry wall or the opening part of the pipe separately inserted into the ground. It will be fixed in the ground. For this reason, it is very difficult to attach a lower fixing portion that functions as a fixing end to the lower end portion of the tendon. Therefore, there is a limit to the fixing strength for fixing the lower end of the tendon. For this reason, there exists a limit in the magnitude | size of the tension | tensile_strength provided to a tension material, As a result, there exists a limit in the improvement of the seismic performance of a masonry wall.
Moreover, the reinforcement method of patent document 2 needs to newly install an underground beam in the transfer location of a masonry wall (wall body), and cannot reinforce an existing masonry wall without moving.

  In view of the above, an object of the present invention is to improve the seismic performance of a masonry wall without moving the masonry wall.

  The invention of claim 1 is a horizontal hole forming step of forming a horizontal hole in the side surface of the foundation portion of the masonry wall, and a through hole forming step of forming a through hole penetrating between the upper end and the lower end of the masonry wall. And a tension material insertion step of inserting a tension material through the through-hole and allowing the lower end portion of the tension material to reach the horizontal hole, and a lower fixing portion installation for attaching a lower fixing portion from the horizontal hole to the lower end portion of the tension material A step, a lower end fixing step of fixing a lower end portion of the tendon material, which is filled with a filler in the lateral hole, and the lower fixing portion is attached, and an upper fixing portion fixing the upper end portion of the tension member. An upper fixing portion installation step provided on the upper end side of the building wall, the lower fixing portion as a fixed end, a tension force is applied to the tendon with the upper fixing portion as a tension end, and the upper and lower ends of the masonry wall And a tension applying step for applying a compressive force between them.

According to the first aspect of the present invention, the lower fixing portion is attached to the lower end portion of the tension member from the horizontal hole formed in the foundation portion of the masonry building wall without moving the masonry building wall, and then the horizontal hole is filled with the filler. , Fix. That is, by forming a horizontal hole in the base portion, the lower fixing portion that functions as a fixing end can be provided at the lower end portion of the tension member without transferring the masonry wall.
And a tension | tensile_strength is provided to a tension material and it provides to a compressive force between the upper end and lower end of a masonry wall.

  At this time, a lower fixing portion that functions as a fixed end is attached to the lower end portion of the tendon, and is fixed (fixed) to the base portion. Therefore, the fixing strength (fixing strength) for fixing the lower end portion of the tendon material is larger than the configuration in which the lower end portion of the tendon material is fixed (fixed) in the ground below the base portion other than the base portion. . Thereby, the tension | tensile_strength provided to a tension | tensile_strength material can be enlarged, and the compressive force provided between the upper end of a masonry wall and a lower end can be enlarged. In other words, a desired tension can be applied to the tendon and a desired compressive force can be applied, and as a result, a desired seismic performance can be ensured.

  Accordingly, the seismic performance of the masonry wall is improved (desired seismic resistance is ensured) as compared with a configuration in which the lower end portion of the tension member is fixed to other than the foundation without moving the masonry wall. ).

  In addition, an upper end and a lower end are the upper end and lower end of a masonry wall which should be reinforced by compressive force. That is, the upper end and the lower end may be set in the middle between the apex and the bottom of the wall.

Moreover, the order of each process can be changed suitably. Moreover, you may perform another process between each process as needed.
Moreover, it can be applied not only to existing masonry walls, but also to new masonry walls and masonry walls after relocation. In the case of new construction, the masonry wall is first constructed and then this method is applied. In the case of relocation, this method is applied after the masonry wall is relocated. In other words, this method can be applied to masonry walls that have already been constructed.
In addition, in a new installation or relocation, the horizontal hole forming step for forming a horizontal hole on the side surface of the foundation part may form a horizontal hole after the foundation part is formed. You may form with a frame etc.

  The invention of claim 2 includes a reinforcing bar installation step of providing reinforcing bars along the inner wall of the horizontal hole.

According to the second aspect of the present invention, the strength of the horizontal hole filled with the filler is improved as compared with the configuration in which the reinforcing bars are not provided along the inner wall of the horizontal hole. As a result, the strength of the foundation after the lateral hole is backfilled is improved.
Furthermore, the strength of the base portion after the horizontal hole is backfilled is improved against the compressive stress applied to the filler in the horizontal hole from the lower fixing portion, which is generated by tensioning the tension material.
The rebar does not need to be in contact with the inner wall of the horizontal hole. There may be a gap between the inner wall of the horizontal hole and the reinforcing bar.

  According to a third aspect of the present invention, the upper fixing portion is provided after the upper end of the masonry wall is horizontal or substantially horizontal, and a drilling device is installed in the upper fixing portion installed at the upper end of the masonry wall. Then, the through hole is formed.

In the invention of claim 3, the drilling device is installed by installing a drilling device in the upper fixing portion provided after leveling the upper end of the masonry wall horizontally or substantially horizontally. Accuracy is improved. Therefore, the through hole can be formed with high accuracy.
Further, since the hole drilling device is not directly installed on the masonry wall, the hole drilling device can be fixed without damaging the masonry wall.

  As a method for leveling the upper end of the masonry wall horizontally or substantially horizontally, a level adjusting member such as a leveling mortar is provided on the upper end of the masonry wall, or the upper end of the masonry wall is horizontal or substantially horizontal. There is a way to sharpen and level.

  According to a fourth aspect of the present invention, in the tendon insertion process, in the plan view, an enlarged portion larger than the tendon is attached to the tendon, and the opening of the through hole is larger than the tendon and the A drop prevention member having a gap or a hole smaller than the enlarged portion is provided, and the tension material is inserted into the through hole through a gap or a hole formed in the drop prevention member.

  In the invention of claim 4, the tension material to which the expansion portion is attached is inserted into the through hole through the gap or hole of the fall prevention member provided in the opening of the through hole. Therefore, even if the tendon material falls during insertion, the expanded portion attached to the tendon material hits the fall preventing member and is prevented from falling.

Here, when the tendon is inserted and the expanded portion hits the fall prevention member, it is not inserted any more, but it may be appropriately dealt with each time.
For example, the expansion part can be attached or detached or moved in the axial direction, and the expansion part is appropriately moved upward according to the insertion amount of the tension material, or a plurality of expansion parts are attached to the tension material and appropriately removed according to the insertion amount. Or just respond.
Or even if it is a case where an expansion part is not removable or movable, for example, if an expansion part contacts a fall prevention member, what is necessary is just to respond | correspond suitably by once shifting or removing a fall prevention member.

  According to a fifth aspect of the present invention, the plurality of tendon members are elongated by being connected by a connecting member, and the connecting member that connects the tendon members constitutes the expanding portion.

  In the invention of claim 5, the connecting member for connecting the tension members also serves as an expansion preventing part. Therefore, it is not necessary to provide an enlarged portion separately.

  Here, if a tendon is inserted and the connecting member hits the fall prevention member, it will not be inserted any more, but it may be appropriately dealt with each time. For example, when the connection member hits the fall prevention member, the fall prevention member may be appropriately displaced by temporarily shifting or removing the fall prevention member.

  In the invention of claim 6, in the tension material insertion step, an enlarged portion larger than the opening of the through hole is attached to the tension material so as to be movable or detachable in the axial direction in plan view. insert.

  In the invention of claim 6, the tendon material to which the moving member is attached is inserted into the through hole. Therefore, even if the tendon material falls during insertion, the moving member attached to the tendon material hits the opening of the through hole, and the fall is prevented.

  Here, when the tendon is inserted and the moving member hits the opening of the through-hole, it is not inserted any more. For example, the expansion portion may be appropriately moved upward according to the amount of tension material inserted, or a plurality of expansion portions may be attached to the tension material and appropriately removed according to the insertion amount.

  According to a seventh aspect of the present invention, in the through hole forming step, the through hole is formed by an anhydrous method in which a cooling gas is cooled by contacting a drilling tool of a drilling device.

  In the invention of claim 7, since the through-hole is made in the masonry wall without using cooling water, the masonry wall and the periphery of the masonry wall are not wetted with water. Moreover, water does not ooze out from the joints between masonry materials such as bricks constituting the masonry wall.

  Therefore, even if it is a masonry wall where a problem occurs when it gets wet with water or the water oozes out from the joint, for example, a historic building, the construction method can be applied to improve the seismic performance.

  In the invention of claim 8, the lower fixing portion is formed with an insertion hole through which a lower end portion of the tendon is inserted and a cut portion cut into the insertion hole from the end portion in plan view. It has a plate-shaped fixing plate.

  According to the eighth aspect of the present invention, the tendon can be passed from the cut portion of the fixing plate to the insertion hole. Therefore, for example, even when the nut for fixing the fixing plate to the tension member is attached to the tension member, the tension member can be passed through the insertion hole of the fixing plate. Therefore, the fixing plate can be easily attached to the tendon material as compared with the configuration in which the cut portion is not formed in the fixing plate.

  The invention of claim 9 includes a masonry wall reinforced by the masonry wall reinforcement method according to any one of claims 1 to 8.

  In the invention of claim 9, the seismic performance of the masonry wall is improved without moving the masonry wall of the masonry structure, and as a result, the seismic performance of the masonry structure is improved.

  According to the first aspect of the present invention, the seismic performance of the masonry wall is improved as compared with the configuration in which the lower end portion of the tendon is fixed to other than the foundation without moving the masonry wall. be able to.

  According to invention of Claim 2, compared with the structure which does not provide a reinforcing bar along the inner wall of a horizontal hole, the intensity | strength of the horizontal hole filled with the filler can be improved.

  According to invention of Claim 3, since the installation precision of a hole-drilling apparatus improves, a through-hole can be formed with sufficient precision.

  According to invention of Claim 4, fall of a tendon can be prevented.

  According to the fifth aspect of the present invention, since the connecting member for connecting the tension members also serves as the expansion portion for preventing the fall, it is not necessary to separately provide the expansion portion.

  According to invention of Claim 6, fall of a tendon can be prevented.

  According to the invention described in claim 7, even if it is a masonry wall where a problem arises when it gets wet with water or water oozes out from joints, for example, a historic building, The performance can be improved.

  According to the eighth aspect of the present invention, it is possible to easily attach the fixing plate to the tension material as compared with the configuration in which the cut portion is not formed in the fixing plate.

  According to the invention described in claim 9, the seismic performance of the masonry wall is improved without moving the masonry wall of the masonry structure, and the seismic performance of the masonry structure is improved. I'm going.

1 is a cross-sectional perspective view showing a brick wall to which a reinforcing structure according to an embodiment of the present invention is applied and which is seismically reinforced. It is the longitudinal cross-sectional view along the out-of-plane direction of the brick wall by which the reinforcement structure of embodiment which concerns on this invention shown in FIG. It is a front view of the brick wall by which the reinforcement structure of embodiment which concerns on this invention shown in FIG. (A) is a horizontal sectional view of a brick wall to which the reinforcing structure of the embodiment according to the present invention shown in FIG. 1 is applied and is seismically reinforced, and (B) is a horizontal sectional view showing a modification of the arrangement of PC steel bars. It is. It is the expanded longitudinal cross-sectional view which expanded the upper part of the brick wall. It is the enlarged front view which expanded the upper part of the brick wall. It is the expansion longitudinal cross-sectional view which expanded the foundation of the brick wall. It is process drawing explaining the process (A)-(D) which carries out earthquake-proof reinforcement of a brick wall. It is process drawing explaining the process (E)-(H) which carries out earthquake-proof reinforcement of a brick wall. It is process drawing explaining process (I)-(K) which carries out earthquake-proof reinforcement of a brick wall. (A) is a plan view showing a fixing plate, and (B) is a plan view showing a modification of the fixing plate. It is a perspective view explaining a mode that the fixing board of FIG. 9 (A) is attached to the lower end part of PC steel rod. It is a front view which shows the test body (brick wall) used for confirmation experiment. It is a graph which shows the load-displacement curve by in-plane applied force. It is a graph of yield strength and displacement relationship. It is a graph which shows the load-displacement curve by an out-of-plane applied force. It is the expanded longitudinal cross-sectional view which expanded the upper part of the brick wall of the state which installed the drilling apparatus in the newly installed girder. It is a front view of a brick wall for demonstrating the modification of arrangement | positioning of PC steel bar. It is a longitudinal cross-sectional view which shows the newly installed girder of a 1st modification. (A) is a longitudinal cross-sectional view which shows the newly installed girder of a 2nd modification, (B) is a longitudinal cross-sectional view which shows the other example of installation of (A). It is a longitudinal cross-sectional view which shows the newly installed girder of a 3rd modification. It is a perspective view which shows typically the brick-style Western-style building as a masonry structure to which this invention was applied. It is a longitudinal cross-sectional view along the out-of-plane direction of the brick wall of the other example to which the reinforcement structure of embodiment which concerns on this invention was applied, and was seismically reinforced. It is a longitudinal cross-sectional view which shows the other example of the foundation of a brick wall. The fall prevention mechanism of PC steel bar is shown, (A) is a perspective view, and (B) is a top view. FIG. 24 is an enlarged plan view enlarging FIG. (A) is an enlarged plan view corresponding to FIG. 24 which shows the 1st modification of the fall prevention member which comprises a fall prevention mechanism, (B) The enlarged plan view corresponding to FIG. 24 which shows a 2nd modification. It is. It is a perspective view which shows the other example of the fall prevention mechanism of PC steel bar.

  First, a masonry structure reinforced by earthquake resistance by applying the masonry wall reinforcement method according to the embodiment of the present invention with reference to FIGS. 1 to 3, 4 (A), 5 to 7, and 20. The brick wall 100 will be described. In each drawing, the vertical direction (the stacking direction of the bricks 10) is indicated by an arrow Z, the longitudinal direction of the brick wall 100 (the left-right direction in the front view) is indicated by an arrow X, and the out-of-plane direction of the brick wall 100 (the brick wall) The thickness direction of 100, the direction orthogonal to the surface of the brick wall 100) is indicated by an arrow Y.

  A brick wall 100 shown in FIGS. 1 to 3 constitutes an outer wall of a brick-type Western-style building 70 as an existing masonry structure shown in FIG. The brick wall 100 is made by stacking bricks 10 as masonry materials. Any method of stacking the bricks 10 may be used, but in the present embodiment, the bricks are stacked in the UK. The brick 10 is a rectangular parallelepiped building material made by putting clay, shale, and mud into a mold, baked and hardened in a kiln, or compressed. The joints between the bricks 10 and 10 are filled with joint materials (mortar, grout, etc.) 12.

The brick wall 100 is constructed on a concrete foundation 200 formed in the ground 20. The lower end of the brick wall 100 is embedded in the ground 20, and the lower end 110 of the brick wall 100 is supported by the foundation 200.
At the center portion of the upper end 120 of the brick wall 100 in the out-of-plane direction (arrow Y direction), a wooden existing girder 50 is provided along substantially the entire longitudinal direction (see FIGS. 1 and 2). The wooden existing girder 50 is a member that supports the roof 72 (see FIG. 20) before the seismic reinforcement.

  As shown in FIGS. 1 to 6, both sides in the out-of-plane direction of the existing girder 50 at the upper end 120 (the top in the present embodiment) of the brick wall 100 are leveled horizontally or substantially horizontally by the leveling mortars 122A and 122B. Has been. Then, on the leveling mortars 122A and 122B, new bridge beams 250A and 250B made of channel steel having a U-shaped cross section are provided along the longitudinal direction. The newly installed beams 250 </ b> A and 250 </ b> B are arranged with the outside (outside in the out-of-plane direction) of the brick wall 100 as the opening side.

  In the following, in two members or the like provided apart in the out-of-plane direction, one is denoted by A and the other is denoted by B after the symbol. If it is not necessary to distinguish between A and B, A and B are omitted.

The upper surface of the upper flange 252 of the new girder 250 is set to be the same height as the upper surface 52 of the existing girder 50 or slightly higher than the upper surface 52 of the existing girder 50 (see FIG. 5).
A plurality of vertical ribs 260 are provided at intervals in the longitudinal direction in the hollow portion 258 surrounded by the flanges 252 and 254 and the web 256 in the newly installed beam 250. In the present embodiment, the vertical ribs 260 are provided between the fixing portions (see FIGS. 1, 2, and 6) of the PC steel rod 300 (details will be described later) and between the fixing portions. . In the present embodiment, the vertical ribs 260 are joined by welding, but may be fixed by other methods, for example, bolts.

  Through holes 150 </ b> A and 150 </ b> B that penetrate between the upper end 120 and the lower end 110 of the brick wall 100 in a substantially vertical direction are formed below the newly installed beams 250 </ b> A and 250 </ b> B of the brick wall 100. Therefore, as shown in FIGS. 1 and 2, in a side view, the through hole 150 </ b> A and the through hole 150 </ b> B are separated from each other with the center position in the out-of-plane direction interposed therebetween (through the center position in the out-of-plane direction). The hole 150A and the through hole 150B are arranged so as to be shifted in the out-of-plane direction). As shown in FIG. 1 and FIG. 3, a plurality of through holes 150A and 150B are formed at intervals along the longitudinal direction. That is, as shown in FIG. 4A, the row A of the through-holes 150A and the row B of the through-holes 150B are arranged apart from each other with the center position in the out-of-plane direction therebetween (the center position in the out-of-plane direction). Column A and column B are displaced in the out-of-plane direction). In FIG. 4, in order to avoid complication of the drawing, illustration of parallel oblique lines (hatching) indicating a cross section is omitted.

  As shown in FIGS. 1 to 3, the PC steel rod 300 is inserted into the through holes 150. Further, the end portions of the PC steel rod 300 are connected by a coupler 310 and are elongated (see FIG. 2). For convenience, a state in which the ends of the PC steel rod 300 are connected to each other by a coupler 310 and is elongated is referred to as a PC steel rod 302. In addition, the external thread groove is formed in the upper end part and lower end part of PC steel bar 300. FIG.

  As shown in FIGS. 1 to 3, 5, and 6, the upper end portion 304 of the PC steel bar 302 is fixed to the upper flange 252 of the newly installed girder 250 with a nut 311. On the other hand, as shown in FIG. 1 to FIG. 3 and FIG. 7, a fixing plate (reaction force plate) 350 is attached to the lower end portion 306 of the PC steel rod 302 by being clamped by a nut 312 at the top and bottom (reaction force plate). (See also FIG. 9A). The fixing plate 350 is set larger than the through hole 150 in a plan view.

  The fixing plate 350 is provided in a lateral hole 210 formed in an out-of-plane direction on the side wall (side surface) 202 of the concrete base 200, and is fixed by fast-strength concrete 212 filled in the lateral hole 210 (see FIG. 1). (The illustration (dot) of the early strong concrete 212 is omitted in order to avoid complication). That is, the lower end portion 306 of the PC steel bar 302 is fixed to the foundation 200. FIG. 7 is a view before filling the early strong concrete 212.

The early high-strength concrete 212 filled in the horizontal hole 210 is solidified faster than concrete other than the early high-strength concrete, and a desired strength can be obtained at an early stage. Further, the early strong concrete 212 is a fiber reinforced concrete reinforced with synthetic fiber or steel fiber.
In the horizontal hole 210, a spiral line 216 wound spirally along the inner wall 214 is embedded.

Further, the grout 158 is filled in the through-hole 150 after the PC steel rod 302 is inserted (in FIG. 1, illustration (dots) of the grout 158 is omitted in order to avoid making the figure complicated). . A sheath tube may be inserted into the through-hole 150, and the sheath tube may be filled with grout 158.
A tension force is applied to the PC steel rod 302 with the lower end 304 fixed to the foundation 200, and a compressive force is applied between the upper end 120 and the lower end 110 of the brick wall 100.

  Moreover, the mortar 258 is filled in the hollow part 258 of the newly installed girder 250 (in FIG. 1, the illustration (dot) of the mortar 259 is omitted in order to avoid making the figure complicated). Further, the upper end portion 304 of the PC steel rod 302 is subjected to rust-proof coating and is covered with a cap 257. 5 and 6 are views of the state before the hollow portion 258 is filled with the mortar 259 and the cap 257 is put on.

  Below, the earthquake-proof reinforcement method of the existing brick wall 100 of embodiment which concerns on this invention is demonstrated. In addition, each process is demonstrated in order using FIGS. 8-10.

8-1 (A) shows the brick wall 100 before the earthquake-proof reinforcement. The Western-style building 70 (see FIG. 20) is provided with a bare roof (not shown) and the existing roof 72 (see FIG. 20) is temporarily removed.
If the work can be performed without removing the existing roof 72 (see FIG. 20), it is not necessary to remove it. Further, it is not necessary to remove the entire roof 72, and it is also effective to remove only the portion corresponding to the place where the PC steel material 302 is subjected to earthquake-proof reinforcement. That is, only a part of the roof 72 may be removed.
As shown in FIG. 8A, a hole 22 is dug in the ground 20 to expose the side wall 202 of the foundation 200. A lateral hole 210 is formed in the out-of-plane direction from the side wall 202 of the foundation 200.
Further, the upper end 120 of the brick wall 100 is leveled and leveled horizontally or substantially horizontally with the mortars 122A and 122B. If there is no problem even if the upper end 120 of the brick wall 100 is shaved, the upper end 120 may be shaved to be horizontal or substantially horizontal.
As shown in FIG. 8-1 (C), the hole drilling device 80 is installed on the leveling mortars 122A and 120B, and the through holes 150 are formed.
At that time, a cooling gas of −5 ° C. to −40 ° C. (for example, carbon dioxide gas obtained by vaporizing fixed carbon dioxide) is blown onto a drilling tool 82 composed of a cutting blade or the like to drill holes while cooling. . That is, the through holes 150A and 150B are formed by an anhydrous method. As the apparatus and method for drilling holes by the anhydrous method, the apparatuses and methods described in JP 2007-160617 A, JP 2007-1069 A, and the like can be applied.
Further, the sheath tube may be inserted after the through hole 150 is formed.
As shown in FIG. 8-1 (D), the newly installed beams 250A and 250B are installed on the through holes 150A and 150B.

As shown in FIG. 8-2 (E), the PC steel bars 300A and 300B are inserted into the through holes 150A and 150B. At this time, the PC steel rod 300 is inserted with the nut 312 attached thereto. The flanges 252 and 254 of the newly installed girder 250 are previously formed with holes through which the PC steel rod 300 is inserted.
As shown in FIG. 8-2 (F), when the PC steel rod 300 is inserted halfway, the PC steel rod 300 is connected by a coupler 310 to form a long PC steel rod 302.

Here, a fall prevention mechanism for preventing the PC steel bar 300 from dropping into the through hole 150 during the insertion of the PC steel bar 300 will be described.
As shown in FIG. 23, a plate-like fall prevention member 180 is placed on the opening 152 of the through hole 150. The fall prevention member 180 has a recess 182 and is substantially U-shaped in plan view (substantially horseshoe-shaped).
As shown in FIG. 23, the width L of the recess 182 of the fall prevention member 180 is slightly larger than the diameter φ1 of the PC steel rod 300 and narrower than the diameter φ2 of the coupler 310.

Then, as shown in FIG. 23, when inserting the PC steel rod 302 into the through hole 150, it is inserted through the recess 182 of the fall prevention member 180. Therefore, even if the PC steel bar 310 falls, the coupler 310 hits the fall prevention member 180, and further drop is prevented.
In addition, when the PC steel rod 302 is inserted and the coupler 310 hits the fall prevention member 180, it is not inserted any more. For example, when the coupler 310 hits the fall prevention member 180, as shown in FIG. 24, the fall prevention member 180 is temporarily shifted or removed as shown by an arrow S1, and the coupler 310 is allowed to pass through. Therefore, it is sufficient to respond appropriately.

The fall preventing member may have any shape. For example, as in the first modification shown in FIG. 25A, the plate L may be configured by two plate-like fall prevention members 181 and 183 so that the distance L can be adjusted. In this case, as shown by the arrow S2, the fall prevention members 181 and 183 are shifted once to increase the distance L between the two fall prevention members 181 and allow the coupler 310 to pass.
Alternatively, as in the second modification shown in FIG. 25 (B), a fall prevention member in which a hole 189 having a diameter φ3 slightly larger than the diameter φ1 of the PC steel rod 300 and narrower than the diameter φ2 of the coupler 310 is formed. It may be 188. The fall prevention member 188 includes a member 185 and a member 187, and can be divided. In this case as well, the members 185 and 187 are shifted once as shown by the arrow S2 to widen the hole 189 and allow the coupler 310 to pass.

  The level of the height of the PC steel bar 302 is adjusted, and the upper end 304 of the PC steel bar 302 is attached to the upper flange 252 of the newly installed girder 250 with a nut 311. Further, the fixing plate 350 is attached to the lower end portion 306 of the PC steel rod 302.

Here, as shown in FIG. 9A, an insertion hole 354 through which the PC steel rod 150 is inserted is formed at the center of the fixing plate 350 in plan view. Further, the fixing plate 350 is formed with a cut portion 356 cut from the end surface 352 to the insertion hole 354. In the present embodiment, the cut portion 356 is L-shaped in plan view.
Then, as shown in FIG. 10, the shaft portion 307 between the nuts 312 at the lower end portion 306 of the PC steel rod 302 is passed through the notch portion 356 and is inserted into the insertion hole 354 of the fixing plate 350. After the insertion, the nut 312 is tightened and the fixing plate 3050 is attached to the lower end 306.

As shown in FIG. 8-2 (G), the spiral muscle 216 wound spirally is inserted into the lateral hole 210.
As shown in FIG. 8-2 (H), the early hole concrete 212 reinforced with synthetic fiber, steel fiber or the like is filled in the horizontal hole 210. The fast-strength concrete 212 is solidified to obtain a desired strength, whereby the fixing plate 350 is fixed. That is, the lower end portion 306 of the PC steel bar 302 is fixed to the foundation 200.
As shown in FIG. 8-3 (I), it confirms that the early strong concrete 212 with which the horizontal hole 210 was filled is solidified, and the desired intensity | strength is expressed, The hole 22 dug in the ground 20 is filled.
A tension applying device 88 composed of a jack, a tension bar or the like is installed on the newly installed girder 250 to apply tension to the PC steel bar 302.

As shown in FIG. 8-3 (J), the grout 158 is filled in the through hole 150 (when the sheath tube is inserted, the grout 158 is filled in the sheath tube).
As shown in FIG. 8-3 (K), the hollow portion 258 of the newly installed girder 250 is filled with mortar 259. Further, a portion exposed on the newly installed girder 250 at the upper end 304 of the PC steel bar 302 and the nut 311 are subjected to rust-proof coating, and the cap 257 is put on.
Then, the original roof 72 (see FIG. 20) is provided on the newly installed girder 250, and the bare roof (not shown) is removed and removed.

In addition, the said process is an example and is not limited to this. As long as no problem or the like occurs, the order of the steps may be appropriately changed.
For example, the order of FIG. 8-3 (I) and FIG. 8-3 (J) may be switched. That is, the grout 158 is filled in the through-hole 150 (FIG. 8-3 (J)), and tension may be applied to the PC steel rod 302 before the grout 158 is hardened (FIG. 8-3 (I )).
Moreover, you may perform another process suitably between each process.

Next, the operation of this embodiment will be described.
After the fixing plate 350 is attached to the lower end 306 of the PC steel rod 302 from the horizontal hole 210 formed in the foundation 200 of the brick wall 100 without moving the existing brick wall 100, the horizontal hole 210 is filled with the early strong concrete 212. , Fix. That is, by forming the horizontal hole 210 in the foundation 200, the fixing plate 350 functioning as a fixed end can be provided at the lower end portion 306 of the PC steel rod 302 without transferring the brick wall 100.
A compressive force is applied between the upper end 120 and the lower end 110 of the brick wall 100 by a plurality of PC steel bars 302 that pass through between the upper end 120 and the lower end 110 of the brick wall 100 and are given tension. (See FIG. 11).

  In this way, the friction force acting between the bricks 10, that is, the interface between the brick 10 and the joint material 12 is improved by the compressive force applied to the brick wall 100 by the PC steel bar 302, and the surface of the brick wall 100. Internal deformation is suppressed. In other words, a compressive force is applied between the brick 10 and the joint material 12 to prevent separation between them. That is, by applying prestress to the brick wall 100, the load transmission (shear force transmission) performance in the in-plane direction is improved.

  At this time, a fixing plate 350 that functions as a fixed end is attached to the lower end portion 306 of the PC steel rod 302 and is fixed (fixed) to the foundation 200. Therefore, the lower end portion 306 of the PC steel rod 302 is fixed (fixed) as compared with a configuration in which the lower end portion 306 of the PC steel rod 302 is fixed (fixed) in the ground 20 below the base 200 other than the base 200, for example. ) Fixing strength (fixing strength) is large. Thereby, the tension applied to the PC steel bar 302 can be increased, and the compressive force applied between the upper end 120 and the lower end 110 of the brick wall 100 can be increased. In other words, a desired tension force can be applied to the PC steel bar 302 and a desired compressive force can be applied to the brick wall 100, and as a result, a desired seismic performance can be ensured.

Therefore, the seismic performance of the brick wall 100 is improved without moving the existing brick wall 100 (a desired seismic performance can be obtained). As a result, the seismic performance of the Western-style building 70 is improved.
Moreover, the fall of the PC steel rod 300 when the PC steel rod 300 is inserted into the through hole 150 is prevented by the fall prevention mechanism shown in FIGS.

  In the present embodiment, the PC steel bar 302A and the PC steel bar 302B are disposed away from each other in the out-of-plane direction of the brick wall 100 in a side view (FIGS. 1, 2, and 4A). )reference). Therefore, the effect as a reinforcing bar which suppresses the out-of-plane deformation of the brick wall 100 is exhibited, and the effect of suppressing the out-of-plane deformation of the brick wall 100 is improved (the proof stress in the out-of-plane direction of the brick wall 100 is improved).

  Therefore, the effect of suppressing the out-of-plane deformation of the brick wall 100 by the PC steel rod 302 is improved as compared with a configuration in which the PC steel rod 302 is not arranged in the out-of-plane direction of the brick wall 100. Therefore, the seismic performance of the brick wall 100 after the seismic reinforcement is improved (the PC steel rod 302 bears a tensile stress, and the deformation performance of the entire brick wall 100 is improved by elongation deformation). That is, the seismic performance of the brick-made Western-style building 70 (see FIG. 20) is improved.

As described above, the plurality of PC steel bars 302 arranged away from each other in the out-of-plane direction can improve the in-plane direction shear strength and the out-of-plane direction bending strength.
Furthermore, by fixing the lower end portion 306 of the PC steel bar 302 to the concrete base 200 under the existing brick wall 100, the rigidity of the brick wall 100 is increased, and the external force during the earthquake is smoothly applied to the ground (support ground) 20. Can be transmitted.

Further, the upper end portion 304A of each PC steel rod 302A in the row A (see FIG. 4A) is fixed to a newly installed girder 250A that functions as a tension end. Similarly, the upper end portion 304B of each PC steel bar 302B in the row B (see FIG. 4A) is fixed to a newly installed girder 250B that functions as a tension end. Therefore, the compressive stress acting on the upper end 120 of the brick wall 100 is dispersed as compared with the configuration in which the fixing member that fixes the upper end portion 30B and functions as the tension end is provided for each PC steel bar 302. As a result, the compressive force applied to the brick wall 100 is dispersed in the longitudinal direction.
Thereby, the space | interval of the PC steel rod 302 arrange | positioned along the longitudinal direction of the brick wall 100 can be widened.

  In the present embodiment, the newly installed girder 250 is provided over substantially the entire region of the brick wall 100 in the longitudinal direction (see FIGS. 1 and 3). Therefore, the compressive stress acting on the upper end 120 of the brick wall 100 is further dispersed. Further, by providing the newly installed girder 250 over substantially the entire longitudinal direction of the brick wall 100, the newly installed girder 250 is fixed to the girder provided on the top of the wall and the upper end portion 304 of the PC steel rod 302, and the tension end And the upper fixing member functioning as both.

Moreover, the vertical rib 260 is provided in the hollow part 258 of the newly installed girder (grooved steel) 250 that functions as a tension end (see FIGS. 1, 5, 6, etc.). Accordingly, the vertical girder 260 improves the vertical rigidity of the newly installed girder 250. Therefore, the compressive stress is reliably transmitted to the upper end 120 of the brick wall 100 as compared with the configuration in which the vertical ribs 260 are not provided. In particular, as in the present embodiment, the compression stress is more reliably transmitted to the upper end 120 of the brick wall 100 by providing the fixing portion (see FIGS. 1, 2, and 6) of the upper end 304 of the PC steel bar 302. Is done.
In addition, the fixing | fixed site | part (fixed place) which fixes the upper end part 304 of the PC steel bar 302 includes not only the site | part (place) where the PC steel bar 302 is fixed but its vicinity. For example, it is desirable to provide the vertical ribs 260 in the range of about 50 to 100 mm on both sides in the longitudinal direction of the PC steel material 302.

  Further, since the newly installed girder 250 is provided on the horizontal or substantially horizontal leveling mortar 122 formed on the upper end 120 of the brick wall 100, the compressive stress acts uniformly on the upper end 120 of the brick wall 100. . Moreover, the through-hole 150 can be accurately formed in the vertical direction by installing the hole drilling device 80 after being leveled by the leveling mortar 122.

  Further, a fixing plate 350 for fixing and fixing the lower end portion 306 of the PC steel rod 302 to the foundation 200 is provided in the lateral hole 210 formed in the foundation 200 of the brick wall 100, and the early strength filled in the lateral hole 210 is provided. It is fixed with concrete 212. Therefore, the fixing plate 350 can be provided on the foundation 200 and the lower end portion 306 of the PC steel rod 302 can be fixed to the foundation 200 without moving the existing brick wall 100.

  Further, a tension material can be passed from the notch 356 of the fixing plate 350 into the insertion hole 354 (see FIG. 10). Therefore, even if the nut 312 for fastening the fixing plate 350 is attached to the lower end portion 306 of the PC steel rod 302, it can be passed through the insertion hole 354 of the fixing plate 350. Therefore, the fixing plate 350 can be easily attached to the lower end portion 306 of the PC steel rod 302 through which the through hole 150 is inserted.

  Further, the lateral hole 210 of the foundation 200 is reinforced by a spiral muscle 216 wound in a spiral shape. Therefore, the strength of the horizontal hole 210 in a state where the early strong concrete 212 is filled and solidified, that is, the strength of the foundation 200 is improved. Note that reinforcing bars other than the spiral bars 216 may be used for reinforcement.

  In addition, by making the concrete filled in the horizontal holes 210 into the early strong concrete 212 having a short time until solidification, the time until the fixing plate 350 is fixed is shortened. Therefore, the lower end 306 of the PC steel rod 302 is fixed, and the time until the tension is applied is shortened (the time from FIG. 8-2 (H) to FIG. 8-3 (I) is shortened). .

  Moreover, since the early strong concrete 212 is reinforced with synthetic fiber, steel fiber, or the like, the strength of the lateral hole 210 is further improved.

  Here, the horizontal hole 210 only needs to have a desired strength. Therefore, if the desired strength is ensured by reinforcement with synthetic fibers or steel fibers, the spiral streaks 216 need not be provided in the lateral holes 210. Alternatively, as long as the strength is ensured by providing the spiral muscles 216, the fibers need not be reinforced with synthetic fibers or steel fibers. Furthermore, it is possible to fill only the early high-strength concrete 212 as long as a desired strength is ensured without providing reinforcement with fibers and spiral reinforcement 216.

Moreover, when there is little necessity for shortening the time until tension | tensile_strength is provided, normal concrete may be filled into the horizontal hole 210 instead of early strong concrete.
Furthermore, if the desired strength is ensured, the lateral hole 210 may be filled with a filler other than concrete, for example, mortar or grout.

The through-hole 150 is drilled with a drilling tool 82 cooled by contacting with a cooling gas. That is, since the through-hole 150 is formed in the brick wall 100 without using cooling water, the brick wall 100 and the periphery of the brick wall 100 are not wetted with water. In addition, water does not ooze from the joints.
Therefore, even in the case of masonry walls and masonry structures that cause problems due to water getting wet or seeping out from joints, for example, historic buildings, the reinforcing structure of the present invention is used. It can be applied to improve seismic performance.

In addition, although this embodiment demonstrated the earthquake-proof reinforcement of the brick wall 100 which comprises the outer wall of the outer periphery of the building of the western building 70 as an example, it is not limited to this. The present invention can also be applied to a brick wall other than the outer wall of the outer periphery of the building, for example, a brick wall along a corridor which is a main part of a living room, and a continuous wall from the roof floor to the foundation excluding window openings.
Moreover, since it reinforces inside and outside the brick wall 100 and hardly leaves a trace, even if it is a historical building, it can apply the reinforcement structure of this invention, and can improve seismic performance. Furthermore, even during the seismic retrofitting work, the interior finishing of the Western-style building 70 is almost the same, and most of the facilities inside can be used.
Further, since the structural strength of the brick wall 100 itself is increased, it is not necessary to reinforce the floor of the second floor or the roof floor for a rigid floor.

Next, a confirmation experiment of the effect of suppressing in-plane deformation and out-of-plane deformation in the brick wall will be described.
FIG. 11 shows a test body (brick wall) 101 used in the confirmation experiment. A reinforcing structure similar to that of the brick wall 100 is applied to the test body 101. That is, the PC steel bars 300 are arranged away from each other in the out-of-plane direction (see FIGS. 1 and 4A). The test body 101 is constructed on a concrete wall leg 201, and a concrete applied force stub 251 is provided on the test body 101. The lower end of the PC steel rod 300 is fixed to a wall leg 201 by being fixed to a fixing plate (not shown) embedded in the wall leg 201. The upper end portion of the PC steel bar 300 is fixed by a fixing plate (not shown) provided on the applied stub 251. A tension force is applied to the PC steel rod 300, and a compressive force is applied to the test body 101.

The graph of FIG. 12 shows the relationship between the horizontal load Q applied to the applied stub 251 and the member angle R (load-displacement curve due to in-plane applied force) with the wall leg 201 of the test body 101 fixed. (See schematic diagram in the figure). The member angle R is an angle with the original position when both ends are connected with a straight line when the member receives a load and the node moves and deforms (displaces).
Further, BW-1 in the graph is a case where a tensile force is applied to the PC steel rod 300 and a compressive stress level (prestress) of 0.2 N / mm ² is applied to the test body 101, and BW-2 in the graph Is a case where a tensile force is applied to the PC steel bar 300 and a compressive stress (prestress) of 1.0 N / mm ² is applied to the test body 101.

In BW-1 (0.2 N / mm 2), after the initial crack is generated, the joint portion is displaced and the horizontal displacement proceeds. However, the horizontal load slightly increases due to the increase in strain of the PC steel rod 300 accompanying the increase in horizontal deformation, and finally the maximum load at Q ₀ = 0.68 × 10 ³ kN (shear stress degree 0.68 N / mm ² ). The slippage was broken at the joint between the wall leg 201 and the test body 101.

BW-2 (1.0 N / mm 2) has an initial crack of 0.68 × 10 ³ kN (shear stress 0.68 N / mm ² ), and finally Q = 1.67 × 10 ³ kN ( The test was completed before the yield strength was reduced (slip fracture) until the shear stress reached 1.67 N / mm ² .

FIG. 13 is a graph showing the relationship between the proof stress and the displacement, in which the above experimental results are schematically shown.
Thus, it can be seen that by increasing the pre-stress force by tensioning the PC steel rod 300 of the test body 101 (brick wall 100) subjected to seismic reinforcement, the proof strength against shearing is improved. That is, it was confirmed by an experiment that the proof stress in the in-plane direction is improved by applying tension to the PC steel bar 300 and applying compressive force to the test body 101 (brick wall 100).

  The graph of FIG. 14 shows the relationship between the load Q applied to the force stub 251 in the out-of-plane direction and the amount of displacement (load-displacement curve due to the out-of-plane force) while the wall leg 201 of the test body 101 is fixed. ing. The value of σ in the graph indicates the tension applied to the PC steel bar 300.

  As can be seen from the graph of FIG. 14, it can be seen that the maximum load to be destroyed increases as the PC steel rod 300 is tensioned to increase the prestress force. In other words, the PC steel rods 300 are arranged away from each other in the out-of-plane direction, the tensile force is applied to the PC steel rod 300, and the compressive force is applied to the test body 101 (brick wall 100), thereby allowing the yield strength in the out-of-plane direction. Has been confirmed by experiments.

  As described above, according to the confirmation experiment, by applying the present invention, the in-plane deformation in the test body 101 is 1/200 or more, the out-of-plane deformation is 1/30 or more, and the test body 101 is deformed. It was also confirmed that the yield strength did not decrease.

Next, a modification of this embodiment will be described.
First, a modification of the reinforcing process will be described with reference to FIG.
As shown in FIG. 15, a hole drilling device 80 may be installed on the newly installed beams 250A and 250B. In this case, the process of FIG. 8-1 (D) is performed after the process of FIG. 8-1 (B), and the through-hole 150 is formed like FIG.

  In addition, when the drilling device 80 is installed on the newly installed beams 250A and 250B whose levels are adjusted by the leveling mortars 122A and 122B in this way, the drilling device 80 can be installed with high accuracy. Therefore, the through hole 150 can be formed with high accuracy (the through hole 150 can be formed with high accuracy in the vertical direction).

  Further, by fixing the drilling device 80 to the flanges 252A and 252B of the newly installed beams 250A and 250B with the sandwiching member 82, the drilling device 80 can be accurately fixed without damaging the brick wall 100. .

  Moreover, since there is the existing girder 50, even if it is difficult to secure a sufficient installation space for installing the drilling device 80 at the upper end 120 of the brick wall 100, the installation space is not removed without removing the existing girder 50. Is secured.

Next, another example of the fall prevention mechanism for the PC steel rod 300 will be described.
As shown in FIG. 26, an enlarged portion 190 larger than the opening 152 of the through hole 150 may be attached to the PC steel rod 300 (302). The enlarged portion 190 is formed with a mounting hole 192 that is slightly larger than the coupler 310 at the center. The coupler 310 is passed through the mounting hole 192 of the enlarged portion 190, and a screw 194 reaching the mounting hole 192 from the end is tightened and fixed. When the screw 194 is loosened, the enlarged portion 190 can be moved in the axial direction.
In addition, as shown with a dashed-two dotted line (imaginary line), by setting it as the structure which can be divided | segmented into the two members 191 and the member 193, the structure which pinches | interposes and fixes the PC steel rod 300 with the two members 191 and 193 is possible. (In this case, the mounting hole 192 is slightly smaller than the coupler 310). Moreover, in such a structure, you may insert it, attaching an expansion part to several places previously and removing suitably.
In addition, you may make it attach the expansion part 190 to the axial part of PC steel bar 300 instead of the coupler 310. FIG.

Moreover, in the said embodiment, although the coupler 310 as a connection member which connects the PC steel rod 300 served as the expansion part for performing fall prevention, it is not limited to this. Separately, an enlarged portion larger than the PC steel rod 300 may be attached. When the plurality of PC steel bars 300 are connected to each other by the coupler 310 and are elongated, the expanded portion is larger than the coupler 310.
In addition, in the case of an enlarged portion having a different member configuration, the enlarged portion can be moved or removed in the axial direction, so that the enlarged portion can be appropriately moved upward according to the amount of insertion of the PC steel rod 302, or a plurality of The expansion portion may be removed as appropriate according to the amount of insertion of the PC steel rod 302 to cope with it.
As a configuration in which the expansion portion is movable in the axial direction, for example, a configuration in which the screw is moved in a loosened state and fixed by tightening the screw after the movement is considered (see FIG. 26). Moreover, as a structure which can attach or detach an expansion part, the structure which pinches | interposes and fixes PC steel rod 300 with the two members fastened with the screw | thread is considered, for example (refer FIG. 26).

Next, a modified example of the arrangement of the PC steel bars 300 will be described with reference to FIG. 4B and FIG.
As in the modification shown in FIG. 4 (B), the PC steel bars 300A and 300B arranged away from each other in the out-of-plane direction are arranged shifted in the longitudinal direction so as not to overlap in the out-of-plane direction. It may be. In other words, the PC steel bars may be staggered in a plan view.

  As described above, in the plan view, by being shifted in the longitudinal direction so as not to overlap in the out-of-plane direction, and arranged in a staggered manner, the effect of suppressing in-plane deformation and the out-of-plane direction can be achieved with a small number of PC steel bars 302. Both of the suppression effects can be obtained. For example, compared with a configuration in which the same number of PC steel bars 302 are arranged in a line along the longitudinal direction in the center portion in the out-of-plane direction of the brick wall 100 in a plan view, as shown in FIG. By disposing, it is possible to improve the effect of suppressing the out-of-plane deformation while securing the substantially same effect of suppressing the in-plane deformation.

Although illustration is omitted, as shown in FIG. 4A, the number of rows may be three or more instead of the two rows A and B. Further, it may be a single row.
Even in the case of three or more rows, the PC steel rods may be arranged in a staggered manner in a plan view.

Furthermore, the PC steel bar 302 may not be arranged in the vertical direction. You may arrange | position diagonally.
Moreover, you may arrange | position PC steel rod 302A, 302B (and through-hole 150A, 150B) in X shape by a front view like the modification shown in FIG. By arranging the PC steel bars 302A and 302B diagonally on the brick wall 100 like a brace, a structural part constituting a triangle is formed, and in-plane deformation is performed. The suppression effect is improved.
In this case, an inclined surface 382 is formed on the member 380 for fixing the upper end portion 304 of the PC steel bar 302 so that the PC steel bar 300 can be fixed even if it is disposed obliquely.

Next, a modified example of the newly installed girder 250 will be described.
The newly installed girder 510A, 510B of the first modification shown in FIG. 17 is made of an angle steel with an L-shaped cross section. The flange 514 of the newly installed girder 510 is leveled and installed on the mortar 122, and the flange 512 is disposed so as to contact the existing girder 50. The flange 514 is installed so as to extend out of the end of the upper end 100 of the brick wall 100 in the out-of-plane direction, and the extending portion 515 is used to cut using the sandwiching member 82 (see FIG. 16). By fixing the hole device 80 (see FIG. 16), the hole drilling device 80 can be fixed without damaging the brick wall 100.

The newly installed girder 520 of the second modification shown in FIG. 18 (A) is made of an H-shaped steel material having a H-shaped cross section. Both the upper end portion 304A of the PC steel rod 302A and the upper end portion 304B of the PC steel rod 302B are fixed to the horizontally arranged web 524. Therefore, the compressive stress in the out-of-plane direction acting on the upper end 120 of the brick wall 100 is dispersed.
As shown in FIG. 18B, the steel plate 140 is provided on the upper end 120 (equalizing mortar 122) of the brick wall 100, and the end of the flange 522 is placed on the steel plate 140 to compress the brick. Stress is distributed.

The newly installed girder 530 of the third modified example shown in FIG. 19 is made of a channel steel material arranged with the opening facing downward. Both the upper end portion 304A of the PC steel rod 302A and the upper end portion 304B of the PC steel rod 302B are fixed to the horizontally arranged web 534. Therefore, the compressive stress in the out-of-plane direction acting on the upper end 120 of the brick wall 100 is dispersed.
Also in this modified example, as shown in FIG. 18B, the steel plate 140 may be provided on the upper end 120 (equalizing mortar 122) of the brick wall 100.

Next, a modified example of the fixing plate for fixing the lower end portion 306 of the PC steel rod 302 will be described with reference to FIG.
The fixing plate 351 of the modification shown in FIG. 9B has an insertion hole 354A through which the lower end portion 306A of the PC steel rod 302A is inserted, and an insertion hole 354B through which the lower end portion 306B of the PC steel rod 302B is inserted. Is formed. In addition, cut portions 356A and 356B cut from the end surface 353 to the insertion holes 354A and 354B are formed. Then, both the lower ends 306A and 306B of the PC steel bars 302A and 302B are passed through the notches 356A and 356B and are inserted into the insertion holes 354A and 354B of the fixing plate 351. That is, one fixing plate 351 fixes both the lower end portion 306A of the PC steel rod 302A and the lower end portion 306B of the PC steel rod 302B. Therefore, since a plurality of (two in the present embodiment) PC steel bars 302 can be attached to the lower end portion 306 by a single attaching operation of the fixing plate 351, the working efficiency is improved.
In addition, the structure by which the lower end part 306 of the plurality of PC steel bars 302 arranged in the longitudinal direction is fixed (fixed) to one horizontal hole 210 may be employed. In this case, one fixing plate may be attached to the lower end portions 306 of the plurality of PC steel bars 302 arranged in the longitudinal direction.

  Although illustration is omitted, the shape of the cut portion 356 of the fixing plates 350 and 351 may be a shape other than the L shape in plan view. The shape may be a straight line shape in a plan view or an arc shape in a plan view.

  The present invention is not limited to the above embodiment. Needless to say, various embodiments can be implemented without departing from the scope of the present invention.

For example, in the above embodiment, the base 200 has a substantially rectangular cross-sectional shape in the out-of-plane direction, but is not limited thereto (see FIG. 1 and the like). It can be any basis.
For example, a substantially inverted T-shaped fabric foundation may be used, such as a foundation 400 shown in FIG. In this case, as shown in the drawing, the portion where the horizontal hole 210 is formed may be formed in the rising portion 402 at the top, and although not shown, the horizontal hole 210 is formed in the footing portion 404 at the bottom of the inverted T shape. It may be formed.

For example, in the said embodiment, although the lower end part 306 of PC steel rod 302 was fixed to the foundation 200, it is not limited to this. After forming a horizontal hole in the underground part or pedestal part of the brick wall 100 and attaching the fixing plate 350 to the lower end part 306 of the PC steel bar 302, the horizontal hole is filled with a filler such as concrete, mortar, grout, etc. and fixed ( Fixing). In this case, the underground part and the pedestal part of the brick wall 100 become the foundation part. That is, the lower end portion 306 of the PC steel rod 302 may be fixed to the base portion that is disposed below the lower end of the brick wall 100 to which the compressive force is applied and supports the lower end of the brick wall 100.
In addition, the foundation part of this specification represents the support part which exists in the lower part of a masonry wall, and other than what is provided below the ground surface, for example, the lower floor is RC structure, and the masonry wall is the RC When it is supported on the building member, it is a concept that includes both the foundation portion = RC wall and beam.

  Moreover, the upper end and lower end of the masonry wall (brick wall 100) are the upper end and the lower end of the masonry wall to be reinforced by compressive force. For example, the top of the masonry wall need not be the upper end. That is, as shown in FIG. 21, in the masonry wall 103, if it is not necessary to reinforce by a compressive force beyond a predetermined height, it is recessed in the out-of-plane direction in the middle of the masonry wall 103 in the vertical direction. The shelf part 105 may be formed, and the upper fixing member 251 that functions as a tension end may be provided on the shelf surface 107 of the shelf part 105. The shelf 105 may be filled with a filler such as mortar or concrete.

For example, in the said embodiment, although the earthquake-proof reinforcement was performed without moving the existing brick wall 100, it is not limited to this.
When the existing brick wall 100 is moved to another place, seismic reinforcement to which the present invention is applied may be performed.
Alternatively, the reinforcing method of the present invention may be applied to the newly installed brick wall 100.

Further, in the case of relocation or new installation, the horizontal hole 210 is formed after the dense foundation 200 is driven.
Alternatively, when the foundation 200 is placed, the lateral hole 210 may be formed with a void mold or the like. That is, instead of opening the horizontal hole 210 after placing the foundation 200, the horizontal hole 210 may be formed from the beginning.

Moreover, in the said embodiment, although the masonry wall and the masonry structure were built by piling up the brick 10, it is not limited to this. It may be constructed by stacking masonry materials other than bricks. Concrete masonry, stone, etc. can be used as masonry materials other than bricks.
The masonry wall is not limited to a flat plate shape. It may be a curved plate (curved shape).

  Moreover, in the said embodiment, although the PC steel rod was used as a tendon, it is not limited to this. PC steel materials other than PC steel bars, for example, PC steel wires may be used. Or the tension material comprised by linear members other than PC steel materials may be sufficient.

10 Bricks (composition material)
12 Joint material 70 Western-style brick building (masonry structure)
80 Drilling device 82 Drilling tool 100 Brick wall (masonry wall)
103 brick wall (masonry wall)
107 Bottom (top)
110 Upper end 120 Lower end 122 Leveling mortar (level adjustment member)
150 Through-hole 152 Opening 180 Fall prevention member 181 Fall prevention member 182 Concavity (gap)
183 Fall prevention member 188 Fall prevention member 189 Hole 190 Enlarged part 200 Foundation (foundation part)
202 Side wall
210 Horizontal hole 212 High-strength concrete (filler, fiber reinforced concrete)
216 Spiral rebar (rebar)
250 New beam (upper fixing member)
258 Hollow part 260 Vertical rib 300 PC steel bar (tension material)
302 PC steel bar (tension material)
304 Upper end portion 306 Lower end portion 310 Coupler (connection member, enlarged portion)
350 Fixing plate (lower fixing member)
351 Fixing plate (lower fixing member)
354 Insertion hole 356 Cut section 510 Newly installed girder (upper fixing member)
520 New construction beam (upper fixing member)
530 New construction beam (upper fixing member)
L gap

Claims (9)

A horizontal hole forming step of forming a horizontal hole on the side surface of the foundation of the masonry wall;
A through hole forming step of forming a through hole penetrating between the upper end and the lower end of the masonry wall;
A tension material insertion step of inserting a tension material into the through-hole and allowing the lower end of the tension material to reach the lateral hole;
A lower fixing portion installation step of attaching a lower fixing portion to the lower end portion of the tendon from the lateral hole;
A lower end fixing step of filling the lateral hole with a filler and fixing the lower end of the tendon to which the lower fixing portion is attached;
An upper fixing portion installation step of providing an upper fixing portion for fixing the upper end portion of the tension member on the upper end side of the masonry wall;
A tension applying step for applying a compressive force between an upper end and a lower end of the masonry wall by applying a tension to the tendon using the lower fixed portion as a fixed end, the upper fixed portion as a tension end, and ,
A masonry wall reinforcement method. Comprising a reinforcing bar installation step of providing reinforcing bars along the inner wall of the horizontal hole,
The masonry wall reinforcement method according to claim 1. The upper fixing portion is provided after the upper end of the masonry wall is horizontal or substantially horizontal,
Installing a drilling device in the upper fixed part installed at the upper end of the masonry wall, and forming the through hole;
A method for reinforcing masonry walls according to claim 1 or 2. In the tendon insertion process,
In plan view, an enlarged portion larger than the tendon is attached to the tendon,
The opening of the through hole is provided with a fall prevention member in which a gap or a hole larger than the tension material and smaller than the enlarged portion is formed,
The tension material is inserted into the through hole through a gap or hole formed in the fall prevention member.
The masonry wall reinforcing method according to any one of claims 1 to 3. The plurality of tendons are elongated by being connected by a connecting member,
The connecting member that connects the tendons together constitutes the expanding portion,
The masonry wall reinforcing method according to claim 4. In the tendon insertion process,
In plan view, an enlarged portion larger than the opening of the through hole is attached to the tendon so as to be movable or detachable in the axial direction, and inserted into the through hole.
The masonry wall reinforcing method according to any one of claims 1 to 3. In the through hole forming step, the through hole is formed by an anhydrous method in which cooling gas is cooled by contacting a drilling tool of a drilling device.
The reinforcement method for masonry walls according to any one of claims 1 to 6. The lower fixing part is
In plan view, it has a plate-like fixing plate in which an insertion hole through which the lower end portion of the tendon material is inserted and a cut portion cut into the insertion hole from the end portion are formed.
The reinforcement method for masonry walls according to any one of claims 1 to 7.   A masonry structure comprising a masonry wall reinforced by the masonry wall reinforcement method according to any one of claims 1 to 8.

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