JP7718648B2 - Reinforcement structure and method for masonry walls, and tubular reinforcing members - Google Patents

Description

This invention belongs to the technical fields of reinforcement structures and methods for masonry walls, as well as tubular reinforcement members.

In a masonry wall comprising a masonry layer, a backfill chestnut stone layer (hereinafter referred to as the "chestnut stone layer"), and a natural ground layer (also called the fixed layer), when the chestnut stone layer sinks due to external forces from an earthquake or water pressure from heavy rain, a force acts from behind the masonry layer in a direction pushing the masonry stones (intermediate stones), and the masonry layer is no longer able to withstand this force, leading to collapse.
Taking this collapse mechanism into consideration, for example, the conventional reinforcement techniques for masonry walls disclosed in Patent Documents 1 and 2 aim to prevent the cobblestone layer from subsiding by drilling holes from the surface of the masonry layer toward the ground and injecting grout into the drilled holes, or by inserting reinforcing members and injecting grout to solidify the cobblestone layer, thereby reinforcing the wall.

However, if the chestnut stone layer is solidified, it will reduce the drainage function of rainwater and groundwater from the natural ground layer that is expected of the chestnut stone layer, and there is a concern that the increased water pressure behind the stone layer will cause the stone layer (intermediate stones) to be unable to withstand the water pressure, leading to the collapse of the masonry wall, which is a new issue.
Furthermore, in the past, the means of fixing reinforcing members (mainly steel bars) to the ground layer was to inject a solidifying material such as grout into the gap between the reinforcing members and the ground layer to fix them in place. However, if the ground layer itself is highly leaky, or if there is a layer with large voids such as a cobblestone layer adjacent to the ground layer, as in a masonry wall, there is an issue of insufficient filling of the solidifying material, resulting in insufficient pull-out resistance of the reinforcing members, and there is a limit to how much pull-out resistance the reinforcing members can withstand using only the solidifying material.

Japanese Patent Application Laid-Open No. 2005-9209 Japanese Patent Application Laid-Open No. 2006-283309

The present invention was therefore devised in light of the problems in the background art described above, and its purpose is to provide a reinforcement structure and reinforcement method for masonry walls, as well as a tubular reinforcement member, that is easy to install, reliable, safe, and of high quality, and that can prevent the collapse of the masonry wall while maintaining the original drainage function of the cobblestone layer by increasing pull-out resistance using means other than the solidification means, or by solidifying areas other than the cobblestone layer (the masonry layer, the natural ground layer).

As a means for solving the above problem, the reinforcement structure of a masonry wall according to the invention described in claim 1 is a reinforcement structure of a masonry wall having a natural ground layer behind a stone layer with a granite layer interposed therebetween,
A tubular reinforcing member is positioned behind the stone layer, and a pull-out resistance portion is formed in the stone layer and the natural ground layer except for the cobblestone layer, and the cobblestone layer is not altered.
The pull-out resistance portion is formed by a diameter expansion mechanism provided in the tubular reinforcing member and/or a solidification material discharged from the tubular reinforcing member ; and
Among the pull-out resistance portions, the pull-out resistance portions formed in the stone layer are characterized in that they are provided at the boundary between adjacent gap stones that form the stone layer and the cobblestone layer, thereby fixing the adjacent gap stones to each other .

The tubular reinforcing member of the invention described in claim 2 is a tubular reinforcing member used in the reinforcing structure of a masonry wall described in claim 1 , and is formed into a hollow double-pipe structure with different outer diameters that combines an outer pipe equipped with an expansion mechanism that expands its diameter in the masonry layer and an inner pipe that is longer than the outer pipe and has an expansion mechanism that expands its diameter in the natural ground layer , and the outer pipe is configured to follow the movement of the inner pipe, and the expansion mechanism is configured to have multiple linear slits whose longitudinal direction is arranged in the axial direction of the pipe, lined up circumferentially around the pipe axis, so that the areas between adjacent linear slits in the circumferential direction can expand radially when viewed from the axial direction of the pipe, thereby allowing the diameter to be expanded .

The invention described in claim 3 is characterized in that, in the tubular reinforcing member described in claim 2 , the inner pipe is provided with a discharge portion for discharging the solidification material to the areas corresponding to the stone layer and the natural ground layer.

A method for reinforcing a masonry wall according to the invention described in claim 4 includes the steps of inserting the tubular reinforcing member according to claim 2 or 3 into a masonry layer, and pushing the tubular reinforcing member until the inner pipe penetrates the cobblestone layer and reaches the natural ground layer;
A step of attaching a short tension rod to the base end of the inner pipe, and pulling the short tension rod toward the front side to expand the diameter of the outer pipe expansion mechanism that follows the movement of the inner pipe at the masonry layer;
After removing the short tension rod from the inner pipe, a long tension rod is attached to the inner end of the inner pipe, and the long tension rod is pulled toward the front to expand the diameter of the inner pipe's diameter expansion mechanism in the natural ground layer.

The invention described in claim 5 is characterized in that, in the reinforcement method for stone masonry walls described in claim 4 , a solidifying material is injected into the stone layer and/or the ground layer through the inner pipe, thereby forming a solidifying reinforcement body on the outer periphery of the tubular reinforcing member in the stone layer and/or the ground layer.

The reinforcement structure and reinforcement method for a masonry wall and the tubular reinforcement member according to the present invention have the following advantages.
(1) By mechanically expanding the diameter of the expansion mechanism provided on the tubular reinforcing member, it is possible to quickly and reliably form a pull-out resistance section in the masonry layer and the natural ground layer, eliminating concerns about insufficient pull-out resistance due to insufficient injection volume with conventional fluid grout materials. Therefore, it is possible to realize a reinforced masonry wall structure that is not only easy to install and reliable, but also has excellent seismic functionality, safety, and quality immediately after installation.
(2) Since this can be done without modifying the cobblestone layer, the original drainage function of the cobblestone layer is not impaired. Therefore, it is possible to realize a reinforced masonry wall structure with superior seismic functionality, safety, and quality.
(3) The pull-out resistance section can be configured with two types of reinforcing means, the diameter expansion mechanism and the solidification material, and the cooperation of these two types of reinforcing means makes it possible to form a pull-out resistance section (solidification reinforcement) with even greater strength and rigidity than when implemented using only conventional solidification means. This makes it possible to realize a reinforced structure for masonry walls that is extremely superior in seismic functionality, safety, and quality.

1 is an explanatory diagram showing a schematic construction status of a masonry wall reinforcement method according to the present invention. FIG. 2 is a front view (left side view) of FIG. 1 . 1 is an explanatory diagram illustrating a reinforcement method and a reinforcement structure for a masonry wall according to the present invention. FIG. 4 is a front view (left side view) of FIG. 3. 1A to 1D are explanatory diagrams showing the construction status of the masonry wall reinforcement method according to the present invention in stages. 1A to 1C are explanatory diagrams showing the construction status of the masonry wall reinforcement method according to the present invention in stages. 5B is an enlarged view of a portion S of the tubular reinforcing member shown in FIG. 5A. FIG. 5B is an enlarged view of a T-section of the tubular reinforcing member shown in FIG. 5A. FIG. 5B is an enlarged view of a U-section of the tubular reinforcing member shown in FIG. 5A. FIG. FIG. 5C is an enlarged view of the V portion of the tubular reinforcing member shown in FIG. 5B. FIG. 5D is an enlarged view of a portion W of the tubular reinforcing member shown in FIG. 5C. 5D is an enlarged view of the X portion of the tubular reinforcing member shown in FIG. 5C. 6B is an enlarged view of the Y portion of the tubular reinforcing member shown in FIG. 6A. FIG. 1 is an explanatory diagram showing a variation of a reinforcement method and a reinforcement structure for a masonry wall according to the present invention.

Next, the masonry wall reinforcement structure, reinforcement method, and tubular reinforcement member of the present invention will be explained with reference to the drawings.

1 to 13 show an embodiment of a reinforcing method and structure for a masonry wall 20 and a reinforcing member 10 according to the present invention.
The reinforcing structure of this masonry wall 20 includes a bedrock layer 23 behind a masonry layer 21 with a cobblestone layer 22 in between, and a tubular reinforcing member 10 positioned behind the masonry layer (intermediate stone) 21, with pull-out resistance sections 11R, 12R formed in the masonry layer 21 and the bedrock layer 23 (see Figure 3). In other words, the present invention is implemented without modifying the cobblestone layer 22, such as by not providing pull-out resistance sections 11R, 12R in the cobblestone layer 22, and therefore does not impair the inherent drainage function of the cobblestone layer 22.

In this embodiment, the pull-out resistance portions 11R, 12R are formed from diameter expansion mechanisms 11, 12 provided in the tubular reinforcing member 10 and a solidifying material (not shown) discharged and dispersed from the tubular reinforcing member 10. In other words, the pull-out resistance portions 11R, 12R in this embodiment are implemented using a configuration that incorporates two types of reinforcing means: the diameter expansion mechanisms 11, 12 and the solidifying material. However, even if the pull-out resistance portions 11R, 12R are formed using either one of the two types of reinforcing means, a corresponding effect (pull-out resistance force) can be obtained.

The tubular reinforcing member 10 is formed into a hollow double-pipe structure consisting of a short outer pipe 1 and a long inner pipe 2, the outer pipe 1 is equipped with an expansion mechanism 11 that expands its diameter in the stone layer 21, the inner pipe 2 is equipped with an expansion mechanism 12 that expands its diameter in the natural ground layer 23, and the outer pipe 1 is configured to follow the movement of the inner pipe 2.
In this embodiment, merely by way of example, the outer pipe 1 is made of a plated steel pipe having an outer diameter of approximately 23 mm, a wall thickness of approximately 3 mm, and a length (axial length) of approximately 300 mm. The inner pipe 2 is made of a plated steel pipe having an outer diameter of approximately 17 mm, a wall thickness of approximately 3 mm, and a length of approximately 2000 mm. The outer pipe 1 is fitted tightly around the inner pipe 2, i.e., the inner diameter surface of the outer pipe 1 and the outer diameter surface of the inner pipe 2 are in contact with each other with almost no gap between them. Furthermore, as shown in FIGS. 7 and 8 , the outer pipe 1 is integrated with the inner pipe 2 by welding 13 without aligning their base ends (see reference symbol H). While reference symbol H is 20 mm in this embodiment, this is not limited to this and can be appropriately modified depending on the structural design of the diameter expansion mechanisms 11, 12 or the configuration of the pull-out resistance portions 11R, 12R to be formed. The welding means 13 is not limited to this, and can be configured to follow (move in tandem with) the movement of the outer pipe 1 in one direction of the inner pipe 2, and can similarly be implemented using, for example, a bolt joint means or a hooking means such as a protrusion (flange portion).

The inner tube 2 has a pointed tip (see FIG. 9), and female threads 2a and 2b are formed at the base and inner ends, respectively, for attaching tension rods 8 and 9, which will be described later. The female threads 2a and 2b can also be used to connect a rod (not shown) of a drilling machine.
In this embodiment, the outer pipe 1 and the inner pipe 2 are made of plated steel pipes, but they are not limited to this and may be made of stainless steel or titanium. The dimensions of the outer pipe 1 and the inner pipe 2, such as their lengths, are not limited to those described above and can be modified as appropriate depending on the shape of the masonry wall 20 to which the present invention is applied.

In this embodiment, the diameter-expanding mechanisms 11, 12 are composed of a plurality of (four in this embodiment) linear slits 11a, 12a formed at approximately equal intervals in the circumferential direction of the tube axis, and the portions between the linear slits 11a, 12a adjacent in the circumferential direction expand (rise up) radially as viewed from the axial direction of the tube to form pull-out resistance portions 11R, 12R.
In this embodiment, the slits 11a provided in the outer tube 1 are, by way of example only, 80 mm long and the bent portions (three portions at both ends and the center) are formed as round holes 11b, so that when viewed from the direction of FIG. 5C, the slits 11a expand in the shape of an isosceles triangle.
In this embodiment, the slits 12a provided in the inner tube 2 are, by way of example only, 200 mm long, and the bent portions (both ends and three portions to the left of the center) are formed as round holes 12b, so that when viewed from the direction of Figure 6B, the expanded diameter is larger than the expanded diameter dimension of the outer tube 1, and is configured to be a right-angled triangle.
The configuration (size and shape) of the pull-out resistance portions 11R and 12R are not limited to the illustrated example. For example, the expanded diameter dimensions 11W and 12W (see FIG. 6C ) of the pull-out resistance portions 11R and 12R in this embodiment are 80 mm and 150 mm, respectively, but these can be appropriately changed depending on the structural design. Furthermore, measures such as providing reinforcing ribs around the slits 11a and 12a to increase the strength and rigidity of the pipe itself can be taken as appropriate.

In this embodiment, the pull-out resistance portions 11R, 12R are configured to incorporate a reinforcing means for discharging (injecting) the solidification material in addition to the reinforcing means of the diameter expansion mechanisms 11, 12. In order to implement the reinforcing means for discharging the solidification material, in this embodiment, the inner pipe 2 is provided with discharge portions (discharge means) for discharging the solidification material at portions corresponding to the stone layer 21 and the natural ground layer 23, respectively.
5C and 12, the discharge section for discharging into the masonry layer 21 comprises, for example, a plurality of discharge holes 2c of about φ5 to 8 m drilled at the base end of the inner pipe 2 in a configuration that connects the inside and outside of the inner pipe 2, and the solidification material injected into the hollow part of the inner pipe 2 is discharged through the discharge holes 2c of the inner pipe 2 using the diameter expansion mechanism 11. The diameter, spacing and number of the discharge holes 2c can be appropriately changed depending on the structural design.
On the other hand, in this embodiment, no special discharge section is provided for discharging into the natural ground layer 23; the solidification material injected into the hollow portion of the inner pipe 2 is discharged using the diameter expansion mechanism 12 that expands the diameter at the inner end of the inner pipe 2.

In this way, the solidification material discharged and dispersed using the expansion mechanisms 11, 12 solidifies around the masonry layer 21 and the natural ground layer 23 of the tubular reinforcing member 10, respectively, forming solidified reinforcement blocks, and ultimately the pull-out resistance sections 11R, 12R. The resistance force provided by the wedge (anchor) effect of the pull-out resistance sections 11R, 12R eliminates concerns about insufficient pull-out resistance due to insufficient injection volume with conventional fluid grout materials, achieving a masonry wall reinforcement structure with excellent seismic functionality, safety, and quality.

Next, a reinforcement method for the masonry wall 20 according to the present invention will be described.
The reinforcement method for this masonry wall 20 involves inserting a tubular reinforcing member 10, consisting of the outer pipe 1 and inner pipe 2, into the masonry layer 21 and forcing the inner pipe 2 through the cobblestone layer 22 until it reaches the natural ground layer 23 (see Figures 1 and 2). This is accomplished by connecting a male-threaded rod (not shown) to the female thread 2a at the base end of the inner pipe 2, and then applying a driving force via the rod using a drilling machine such as a drifter that applies impacts while rotating. In this example, the reinforcing member 10 is driven into the natural ground layer (anchoring layer) 23 at a slight downward angle (e.g., 5 to 10 degrees) from the horizontal. Alternatively, a drilling machine may be used to drill holes before inserting the tubular reinforcing member 10 into the masonry layer 21. In this embodiment, taking into consideration the good flow of the solidification material, the material is poured into the ground layer 23 at a slight downward slope in the horizontal direction, but this is not limited to this and the material can also be poured horizontally.
Then, after the tubular reinforcing member 10 is pushed (driven) into a predetermined position, the rod is removed from the inner tube 2 and withdrawn (see FIG. 5A).

Next, as shown in Figures 5B and 10, a short tension rod 8 is screwed into the female threaded portion 2a at the base end of the inner pipe 2 to connect it. After the short tension rod 8 is attached, a coupler 25 is screwed into the base end of the short tension rod 8, and a center shaft 26 is screwed into the coupler 25 to position the tension jack 24 against the surface of the masonry wall 20 (stone layer 21).

Next, as shown in stages from Figure 5B to Figure 5C, the center shaft 26, and therefore the short tension rod 8, is pulled toward the user using the reaction force from the surface of the masonry wall 20. As shown in stages from Figure 10 to Figure 11, the inner pipe 2 connected to the short tension rod 8 moves until it hits the tension jack 24 (symbol H = 20 mm). Then, the outer pipe 1, which is configured to follow the movement of the inner pipe 2, pulls its tip end (see Figure 8) toward the user while its base end remains in contact with the tension jack 24 (see Figure 10). This causes a buckling action to occur around the round hole 11b near the center of the slit 11a of the diameter expansion mechanism 11. As a result, as shown in Figure 5C (Figure 12), the diameter expansion mechanism 11 (slit 11a) formed in the outer pipe 1 expands radially at the masonry layer 21, expanding its diameter.

Next, as shown in Figure 5D, the short tension rod 8 is removed from the base end of the inner pipe 2, and then, as shown in Figures 6A and 13, the long tension rod 9 is screwed into the female threaded portion 2b at the inner end of the inner pipe 2 to connect it. After the long tension rod 9 is attached, a coupler 25 is screwed into the base end of the long tension rod 9, and a center shaft 26 is screwed into the coupler 25, thereby positioning the tension jack 24 against the surface of the masonry wall 20 (stone layer 21).

Next, as shown in stages from Figure 6A to Figure 6B, by pulling the center shaft 26 and therefore the long tension rod 9 toward the front using the reaction force from the surface of the masonry wall 20, the base end of the inner pipe 2 remains in contact with the tension jack 24 (see Figure 11), and the tip end is pulled toward the front. This causes a buckling action to occur around the round hole 12b near the left center of the slit 12a of the diameter expansion mechanism 12, and as a result, as shown in Figure 6B, the diameter expansion mechanism 12 (slit 12a) formed in the inner pipe 2 expands radially at the natural ground layer 23, thereby expanding in diameter.
The degree of expansion of the pull-out resistance portions 11R, 12R formed on the outer pipe 1 and the inner pipe 2, respectively, can be controlled by the stroke amount of the tension jack 24.
Thereafter, the long tension rod 9 is removed from the inner tube 2 and withdrawn (see FIG. 6C).

In this embodiment, a solidification material is then injected into the hollow portion of the inner pipe 2, and is discharged and diffused through the hollow portion into the masonry layer 21 and the natural ground layer 23, thereby forming solidification reinforcements (pull-out resistance portions 11R, 12R) on the outer periphery of the tubular reinforcing member 10 in the masonry layer 21 and the natural ground layer 23. Specifically, in this embodiment, a solidification material (e.g., cement milk or an inorganic solidification material) is discharged and diffused through the hollow portion of the inner pipe 2 into the natural ground layer 23 at its inner end, and then a solidification material (e.g., urethane) is discharged and diffused from the diameter expansion mechanism 11 of the outer pipe 1 into the masonry layer 21 through the discharge hole 2c provided on the base end side of the inner pipe 2, thereby fixing adjacent masonry stones (intermediate stones) on all four sides to each other. Thus, it is possible to form massive solidified reinforcements (pull-out resistance portions 11R, 12R) having the required strength and rigidity in the natural ground layer 23 and the masonry layer 21, respectively, without modifying the cobblestone layer 22.
In addition, when injecting the solidification material, appropriate measures may be taken, such as using an insert packer equipped with an injection tube or a check valve packer.

Thereafter, a pressure plate (fixing plate) 19 is joined to the protruding portion of the base end of the reinforcing member 10 by means of bolts 18 (see FIG. 3) or welding or other joining means, thereby supporting the masonry wall 20. Specifically, when joining using the bolts 18, the bolts 18 are screwed into the female threaded portion 2a of the base end of the inner pipe 2 to connect them, and the connected bolts 18 are passed through the pressure plate 19 (holes formed in the center of the pressure plate 19), and then nuts are screwed in to fasten and join them. When fixing the pressure plate 19, appropriate measures can be taken, such as stretching a covering net that covers the surface of the masonry wall 20 using steel wire, wire rope, or resin material.
Then, the construction process described in paragraphs [0023] to [0028] above is repeated according to the number of reinforcing members 10 to be cast (12 in a roughly staggered arrangement in the illustrated example), thereby completing the reinforcing method for the masonry wall 20.

The above describes embodiments based on the drawings, but it should be noted that the present invention is not limited to the illustrated examples and includes design modifications and application variations that would normally be made by a person skilled in the art, provided they do not deviate from the technical concept.

1 to 13, the tubular reinforcing member 10 is formed as a hollow double-pipe structure consisting of two single pipes, one short outer pipe 1 and one long inner pipe 2, with two pull-out resistance portions 11R and 12R provided, one in the masonry layer 21 and one in the natural ground layer 23, but the scope of the present invention is not limited thereto. The tubular reinforcing member 10 can also be formed as a hollow multi-pipe structure having different outer diameters by combining two or more single pipes, one with an expansion mechanism that expands its diameter in the masonry layer 21 and one with an expansion mechanism that expands its diameter in the natural ground layer 23. Specifically, FIG. 14 schematically illustrates an example of a tubular reinforcing member 10′ formed as a hollow triple-pipe structure having different outer diameters by combining three single pipes, one with an expansion mechanism that expands its diameter in the masonry layer 21 and two with expansion mechanisms that expand its diameter in the natural ground layer 23. The diameter of the tubular reinforcing member 10' having this hollow triple-tube structure is gradually expanded in accordance with the method for expanding the diameter of the tubular reinforcing member 10 having the hollow double-tube structure shown in FIGS. 1 to 13, which has already been described.
That is, for example, if the three single pipes are referred to as the inner pipe, middle pipe, and outer pipe, from the inside to the outside, the outer pipe follows the movement of the middle pipe, and the middle pipe follows the movement of the inner pipe, and first a short tension rod is screwed into the female threaded portion at the base end of the middle pipe and pulled toward the front, thereby expanding the diameter of the expansion mechanism formed in the outer pipe in the masonry layer 21, next a short tension rod is screwed into the female threaded portion at the base end of the inner pipe and pulled toward the front, thereby expanding the diameter of the expansion mechanism formed in the middle pipe in the natural ground layer 23, and next a long tension rod is screwed into the female threaded portion at the back end of the inner pipe and pulled toward the front, thereby expanding the diameter of the expansion mechanism formed in the inner pipe in the natural ground layer 23.
In the embodiment of Figure 14, compared to the embodiments of Figures 1 to 13, two pull-out resistance portions 12R can be formed using only the ground layer 23, so that in the case where the ground layer 23 is weak and a single pull-out resistance portion 12R (see Figure 3) cannot (or may not) ensure a predetermined pull-out resistance, the pull-out resistance can be dramatically increased.
It should be noted that the tubular reinforcing member 10' shown in Figure 14 is implemented as a hollow triple-tube structure, but is not limited to this and can also be implemented as a hollow quadruple or more tube structure, and depending on the structure, it can also be implemented by forming three or more pull-out resistance sections 12R in the ground layer 23.

In addition, the inner tube 2 that constitutes the reinforcing member 10 can be a single piece, or it can be made up of two pieces of pipe material with threaded ends connected together by a coupler.

In the above, this embodiment has been explained mainly in terms of a masonry wall 20, but it should be noted that it can also be applied to stone walls.

1 Outer pipe 2 Inner pipe 2a Female threaded part 2b Female threaded part 2c Discharge part (discharge hole)
8 Short tension rod 9 Long tension rod 10 Tubular reinforcing member (hollow double tube structure)
10' Tubular reinforcing member (hollow triple tube structure)
11 Diameter expansion mechanism 11a Slit 11b Round hole 11R Pull-out resistance portion 12 Diameter expansion mechanism 12a Slit 12b Round hole 12R Pull-out resistance portion 13 Welding means 18 Bolt 19 Pressure plate 20 Masonry wall 21 Stone layer 22 Rubble stone layer 23 Natural ground layer 24 Tension jack 25 Coupler 26 Center shaft

Claims (5)

A reinforcement structure for a masonry wall with a natural ground layer behind a stone layer through a chestnut stone layer,
A tubular reinforcing member is positioned behind the stone layer, and a pull-out resistance portion is formed in the stone layer and the natural ground layer except for the cobblestone layer, and the cobblestone layer is not altered.
The pull-out resistance portion is formed by a diameter expansion mechanism provided in the tubular reinforcing member and/or a solidification material discharged from the tubular reinforcing member ; and
A reinforcement structure for a masonry wall, characterized in that the pull-out resistance portions formed in the masonry layer among the pull-out resistance portions are provided at the boundary between adjacent gap stones that form the masonry layer and the cobblestone layer, thereby fixing the adjacent gap stones to each other . The tubular reinforcing member described in claim 1 is used in a masonry wall reinforcement structure. The tubular reinforcing member is formed into a hollow double-tube structure with different outer diameters, combining an outer tube equipped with a diameter expansion mechanism that expands its diameter in the masonry layer and an inner tube that is longer than the outer tube and has a diameter expansion mechanism that expands its diameter in the natural ground layer. The outer tube is configured to follow the movement of the inner tube. The diameter expansion mechanism has multiple linear slits arranged circumferentially around the tube axis, with the longitudinal direction of the tubular reinforcing member being axially aligned, so that the portions between adjacent linear slits in the circumferential direction can expand radially as viewed from the axial direction, thereby allowing the diameter to be expanded. The tubular reinforcing member described in claim 2, characterized in that the inner pipe is provided with a discharge portion for discharging the solidification material into areas corresponding to the stone layer and the natural ground layer. a step of inserting the tubular reinforcing member according to claim 2 or 3 into a masonry layer and pushing the tubular reinforcing member until the inner pipe penetrates the cobblestone layer and reaches the natural ground layer;
A step of attaching a short tension rod to the base end of the inner pipe, and pulling the short tension rod toward the front side to expand the diameter of the outer pipe expansion mechanism that follows the movement of the inner pipe at the masonry layer;
a step of removing the short tension rod from the inner pipe, attaching a long tension rod to the inner end of the inner pipe, and pulling the long tension rod toward the front to expand the diameter of the inner pipe's diameter expansion mechanism at the natural ground layer. The masonry wall reinforcement method described in claim 4, characterized in that a solidifying material is injected into the masonry layer and/or the natural ground layer through the inner pipe, thereby forming a solidifying reinforcement body around the outer periphery of the tubular reinforcing member in the masonry layer and/or the natural ground layer.