JP7095997B2 - How to join concrete members - Google Patents

Description

The present invention relates to a method for joining a concrete member for joining a precast concrete member (one concrete member) and a cast-in-place concrete member (the other concrete member) .

Conventionally, when joining precast concrete members to each other or between a precast concrete member and a cast-in-place concrete member with a mechanical joint such as a mortar-filled joint, as shown in FIG. 22, one end to the joint surface of one concrete member 50. The sleeve joint 51 is embedded so as to face the concrete member 52, and the reinforcing bar 53 is projected from the joint surface of the other concrete member 52 until the tip of the protruding reinforcing bar 53 faces the opening of the sleeve joint 51. After moving the concrete member ((A) → (B)), the concrete member is moved in the axial direction (substantially perpendicular to the joint surface) of the protruding reinforcing bar 53, and the reinforcing bar 53 is placed in the internal space of the sleeve joint 51. A method of inserting ((C)) and then filling the gap between the sleeve joint and the reinforcing bar with a grout material such as mortar ((D)) is used (for example, Patent Documents 1 and 2 below).

Such a mortar-filled joint can be formed between the ribs of the sleeve joint and the knots of the deformed reinforcing bar by using a sleeve joint having a plurality of ribs on the inner surface that bulge inward at an axially spaced distance. It is known as a highly reliable joint construction method because it enables transmission of tensile force and compressive force through the grout material that has been hardened after injection and can be joined with high strength.

Further, in recent years, a joining structure has been developed in which the reinforcing bar does not protrude from the joining surface. For example, in Patent Document 3 below, the precast member has a built-in sleeve joint in which one end faces the joint end and the slide reinforcing bar is movable downward, and the side wall has one end at the joint end. A joining method is disclosed in which a sleeve joint to be faced is built-in and the lower end side of the slide reinforcing bar is received in the sleeve joint built in the side wall.

Japanese Unexamined Patent Publication No. 7-292860 Japanese Unexamined Patent Publication No. 9-209334 Japanese Unexamined Patent Publication No. 2016-151087

However, in the conventional joining method in which the reinforcing bar 53 protruding from the joining surface is inserted into the sleeve joint 51 as described in Patent Documents 1 and 2, the position where the tip of the protruding reinforcing bar 53 faces the opening of the sleeve joint 51. After moving to the joint surface, it must be moved in a direction approximately perpendicular to the joint surface, so the construction site is narrow and can only be moved in a direction parallel to or diagonally to the joint surface, or when the construction order is limited. In such cases, there is a problem that the protruding reinforcing bar 53 hinders the construction.

Further, the sleeve joint has an outer diameter of about 2 to 3 times the diameter of the reinforcing bar to be joined, such as ribs being formed on the inner surface as described above, and the concrete thickness is increased in consideration of the concrete cover. Since it has to be thick, it is not suitable for use of precast concrete members that want to make the concrete thickness as thin as possible as long as the required strength can be secured.

For example, when a precast concrete member is used as a tunnel lining, it may be difficult to move the precast concrete member from above in the limited space inside the tunnel, and along the cross-sectional shape of the tunnel interior. When the sleeve is placed on the curved precast concrete member, the thickness of the precast concrete member is required so that the concrete member is curved and the outside of the sleeve having a large outer diameter has a sufficient cover thickness. I had to make it thicker.

Further, in the joining method described in Patent Document 3, since sleeve joints are provided on both concrete members to be joined, there is a problem that the cost increases due to the heavy use of expensive sleeve joints.

Therefore, the main problem of the present invention is the moving direction when the precast concrete member (one concrete member) is joined to the cast-in-place concrete member (the other concrete member) and the one concrete member is moved to a predetermined joining position. It is an object of the present invention to provide a method for joining concrete members by increasing the degree of freedom of the concrete member and making one of the concrete members as thin as possible to reduce the cost.

In order to solve the above problems, the present invention according to claim 1 is a method of joining a pair of concrete members.
A concrete member connection process in which one concrete member with a sheath pipe embedded with one end facing the joint surface is connected to the other concrete member with a sleeve joint embedded with one end facing the joint surface.
A slide reinforcing bar arranging step of arranging a slide reinforcing bar previously housed in the sheath pipe so as to straddle the sheath pipe and the sleeve joint.
A grout filling step of filling the inside of the sheath pipe, the inside of the sleeve joint, and the gap between the one concrete member and the other concrete member with a grout material is included.
In the concrete member connecting step, a lid material and an insertion assisting tool having a hook portion on the lid material is provided on the joint surface of the one concrete member to prevent the slide reinforcing bar housed in the sheath pipe from falling off. Oki,
In the slide reinforcing bar arranging step, the lid material / insertion assisting tool is removed from the sheath pipe to drop the slide reinforcing bar, the slide reinforcing bar is hooked on the hook portion, and the slide reinforcing bar is inserted into the sleeve joint. A method for joining concrete members is provided, which comprises assisting the above-mentioned, and then removing the lid material and insertion assisting tool .

The method for joining concrete members according to the first aspect of the present invention is, for example, joining a tunnel lining body made of precast concrete (one concrete member) to invert concrete made of cast-in-place concrete (the other concrete member) . It can be used for.

In this joint structure, a sheath pipe is embedded in one concrete member, and a sleeve joint is embedded in the other concrete member. Then, the slide reinforcing bar accommodated in the sheath pipe is arranged so as to straddle the sheath pipe and the sleeve joint, and the predetermined space portion is filled with the grout material.

Therefore, when the one concrete member is moved to a predetermined joint position of the other concrete member, the slide reinforcing bar is moved while being housed in the sheath pipe, so that the moving direction is perpendicular to the joint surface. Not limited to movement, the degree of freedom in the movement direction such as horizontal direction and diagonal direction can be improved.

In addition, since a sheath pipe having a significantly smaller outer diameter than the sleeve joint is embedded in one of the concrete members , it is possible to increase the concrete thickness while sufficiently ensuring the concrete cover at the portion where the sheath pipe is arranged. You will be able to make it as thin as possible.

Further, the expensive sleeve joint is used only for the other concrete member , and the sheath pipe, which is much cheaper than the sleeve joint, is used for the one concrete member, so that a significant cost reduction can be achieved. ..

When joining the concrete members to each other, one concrete member in which the sheath pipe is embedded with one end facing the joint surface is connected to the other concrete member in which the sleeve joint is embedded with one end facing the joint surface. Concrete member connection process and
A slide reinforcing bar arranging step of arranging a slide reinforcing bar previously housed in the sheath pipe so as to straddle the sheath pipe and the sleeve joint.
A grout filling step of filling the inside of the sheath pipe, the inside of the sleeve joint, and the gap between the one concrete member and the other concrete member with a grout material is included.
In the concrete member connecting step, a lid material and an insertion assisting tool having a hook portion on the lid material is provided on the joint surface of the one concrete member to prevent the slide reinforcing bar housed in the sheath pipe from falling off. Oki,
In the slide reinforcing bar arranging step, the lid material / insertion assisting tool is removed from the sheath pipe to drop the slide reinforcing bar, the slide reinforcing bar is hooked on the hook portion, and the slide reinforcing bar is inserted into the sleeve joint. After that, the lid material and insertion assisting tool are removed.

According to the second aspect of the present invention, in a state where the slide reinforcing bar is arranged so as to straddle the sheath pipe and the sleeve joint, the slide reinforcing bar is adjacent to the main bar of the one concrete member and is described as described above. The method for joining a concrete member according to claim 1, which is arranged so as to have an overlap margin with the main bar of one concrete member, is provided.

In the invention according to claim 2, the slide reinforcing bar is adjacent to the main reinforcing bar of one of the concrete members in a state where the slide reinforcing bar is arranged so as to straddle the sheath pipe and the sleeve joint, and the said. By arranging so as to have an overlap margin with the main bar of one concrete member , the slide reinforcing bar and the main bar can be joined in a joining form such as a gap joint, so that one concrete member and the other can be joined via the slide reinforcing bar. It becomes possible to further strengthen the joint strength with the concrete member.

According to the third aspect of the present invention, the slide reinforcing bar is provided with a diameter-expanded portion that bulges in the circumferential direction at least at the inner end portion of the one concrete member .
In the sheath pipe, in a state where the slide reinforcing bar is arranged so as to straddle the sheath pipe and the sleeve joint, at least the portion corresponding to the enlarged diameter portion bulges in the circumferential direction from the portion on the joint surface side. The method for joining concrete members according to any one of claims 1 and 2 is provided.

In the invention according to claim 3, at least one of the concrete members is provided with a diameter-expanded portion that bulges in the circumferential direction by attaching a nut to the slide reinforcing bar. Since the sheath tube of the portion corresponding to the portion is formed so as to bulge in the circumferential direction from the portion on the joint surface side thereof, even if the inner surface of the sheath tube is smoothly formed in order to improve the sliding of the slide reinforcing bar. The pull-out strength of the slide reinforcing bar can be increased, and the flow allowance of the grout material between the enlarged diameter portion of the slide reinforcing bar and the sheath tube can be secured. In the sheath pipe, only the portion corresponding to the enlarged diameter portion may be inflated, or the entire inner side of the one concrete member may be inflated from the portion corresponding to the enlarged diameter portion. good.

According to the fourth aspect of the present invention, the slide reinforcing bar is provided with a diameter-expanded portion that bulges in the circumferential direction at least at the inner end portion of the one concrete member .
With the slide reinforcing bar arranged so as to straddle the sheath pipe and the sleeve joint, the diameter of the sheath pipe is gradually reduced from the portion corresponding to the enlarged diameter portion to the joint surface side toward the joint surface. The method for joining concrete members according to any one of claims 1 and 2, which is formed in a tapered shape.

In the invention according to claim 4, the inner end of at least one of the concrete members is provided with a diameter-expanded portion that bulges in the circumferential direction by attaching a nut to the slide reinforcing bar, and the diameter is expanded. Since the sheath tube on the joint surface side from the portion corresponding to the portion is formed in a tapered shape in which the diameter gradually decreases toward the joint surface, the inner surface of the sheath tube is smoothly formed in order to improve the sliding of the slide reinforcing bar. Even so, the adhesive force between the grout material and the sheath tube is secured, and a high pull-out resistance can be obtained.

The method for joining concrete members according to claim 1, wherein the main bar of one of the concrete members and the slide reinforcing bar are integrally arranged in the sheath pipe. Is provided.

In the invention according to claim 5, the sheath tube is formed into an elliptical cross section, and the main bar of one of the concrete members and the slide reinforcing bar are integrally arranged in the sheath tube to form the main bar. The continuity with the slide reinforcing bars can be ensured, and the joint strength of these can be further increased.

As described in detail above, according to the present invention, when the precast concrete member (one concrete member) is joined to the cast-in-place concrete member (the other concrete member), the movement when one concrete member is moved to a predetermined joining position. The degree of freedom in direction can be improved, and one concrete member can be made as thin as possible, and the cost can be reduced.

It is sectional drawing of the tunnel 1 using the joint structure of the concrete member which concerns on this invention. It is an enlarged cross-sectional view of the vicinity of the joint surface between the arch type lining body 2 and the invert concrete 4. It is an enlarged cross-sectional view of the vicinity of the joint surface between the arch type lining body 2 and the gantry concrete 7. It is a cross-sectional view which expanded the lower end part of the arch type lining body 2. FIG. 2 is an enlarged cross-sectional view (No. 2) of the vicinity of the joint surface between the arched lining body 2 and the invert concrete 4. It is a perspective view which shows the inner surface of a tunnel at the place where the arch type lining body 2 is installed. It is a perspective view which shows the construction procedure (the 1) of the tunnel lining body. It is a perspective view which shows the construction procedure (the 2) of the tunnel lining body. It is a perspective view which shows the construction procedure (the 3) of the tunnel lining body. It is a perspective view which shows the construction procedure (the 4th) of the tunnel lining body. (A) to (D) are an enlarged cross-sectional view of the lower end of the arched lining body 2 and a view from the tunnel space side, showing the first to fourth steps of installation of the arched lining body 2. It is a side view. It is an enlarged cross-sectional view of the vicinity of the joint surface between the arch type lining body 2 and the invert concrete 4. It is an enlarged cross-sectional view of the vicinity of the joint surface between a conventional tunnel lining body and invert concrete. It is a cross-sectional view which shows the construction procedure (the 1) of the joint structure of the concrete member which concerns on this invention, and is enlarged in the vicinity of the joint surface of the arch type lining body 2 and invert concrete 4. It is a cross-sectional view which shows the construction procedure (the 2) of the joint structure of the concrete member which concerns on this invention, and is enlarged in the vicinity of the joint surface of the arch type lining body 2 and invert concrete 4. (A) and (C) are side views, and (B) and (D) are sectional views showing the construction procedure of the joint structure of the concrete member which concerns on this invention. It is a perspective view of the joint surface of the tunnel lining body 2 which shows the lid material and the insertion assisting tool 37. It is sectional drawing (A) (B) which shows the joint structure (the 1) which concerns on the modification. It is sectional drawing which shows the joint structure (the 2) which concerns on the modification. It is sectional drawing (A) (B) which shows the joint structure (the 3) which concerns on the modification. The joint structure (No. 3) according to the modified example is shown, (A) is a cross-sectional view, and (B) is a B-B line arrow view. (A) to (D) are sectional views showing a conventional construction procedure.

Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.

The concrete member joining structure according to the present invention is used to join a precast concrete member (one concrete member) to a cast-in-place concrete member (the other concrete member) , for example, a tunnel cover made of precast concrete in tunnel construction. Joining of construction body and invert concrete made of cast-in-place concrete, joining of floor slab made of precast concrete in high bridge construction and foundation made of cast-in-place concrete, wall material made of precast concrete and pillar made of cast-in-place concrete in construction work It can be used for joining with materials. In the following, tunnel construction will be described in detail by taking as an example.

(Construction method of tunnel lining body)
As shown in FIGS. 1 to 6, the tunnel 1 using the joint structure of concrete members according to the present invention is an arch-type lining body 2 in which a plurality of precast concrete members manufactured in a factory or the like are assembled in an arch shape. The tunnel lining is constructed by continuously installing the concrete in the direction of the tunnel.

This construction method may be used for lining concrete of a new tunnel, or may be used for a repair method in which a new lining is added inside the existing lining of an existing tunnel. The following describes the case where it is used for a new mountain tunnel.

In the construction of a new mountain tunnel, first, heavy equipment for tunnel construction such as wheel jumbo, sprayer, and wheel loader will be placed near the face, and excavation will be carried out. Depending on the excavation method, there are full-section excavation method, upper half-section advanced method, long bench cut, short bench cut, mini bench cut and other bench cut methods, but in any case, the tunnel excavation procedure is generally excavation machine. It is carried out by stepping through the steps of excavation by drilling or drilling, charging, blasting by blasting procedure → scraping out → construction of steel support work 3 → sprayed concrete construction → rock bolt placement. .. In addition, the construction of the support work, the construction of the sprayed concrete, and the placement of the lock bolt may be omitted or the order may be changed depending on the difference in the ground condition, the tunnel construction method, the excavation method, and the like. In addition, a waterproof sheet is stretched on the inner air surface side of the sprayed concrete.

After excavating the tunnel, the invert concrete 4 formed in a reverse arch shape is installed on the bottom surface of the tunnel depending on the ground conditions and the like. The invert work supports the bottom of the tunnel by performing invert excavation with a large breaker, backhoe, etc., and then placing concrete to construct the cast-in-place invert concrete 4. Depending on the ground conditions of each section and the like, as shown in FIGS. 1 and 2, there are sections in which the invert concrete 4 is applied and sections in which the invert concrete 4 is not applied as shown in FIG. In the section where the invert concrete 4 is not constructed, as shown in FIG. 3, both side portions of the invert concrete 4 (particularly, the joint surface 5 and the second horizontal plane portion 8 with the arched lining body 2 to be described in detail later). A gantry concrete 7 having the same shape as the above is installed. The gantry concrete 7 constitutes a joint portion with the arch type lining body 2, and is a foundation for continuously laying a rail 9 described later from the invert concrete 4, and is made of cast-in-place concrete. It will be constructed.

As a method of performing surface lining of the inner surface of the tunnel excavated as described above, as shown in FIGS. 7 to 10, a plurality of precast concrete members 2a, 2a ... Are assembled in an arch shape to form an arched lining body 2. After completing the above, a traveling device 12 is attached to the lower ends of both legs of the arched lining body 2, and a cast-in-place concrete structure (the invert concrete 4 or the gantry concrete 7) pre-constructed on at least both sides of the tunnel is attached. The arched lining body 2 is transported to a predetermined installation location in the tunnel pit by running on a rail 9 laid on the upper surface of the "invert concrete 4"). It is preferable to use a method of constructing a tunnel lining by repeating the procedure of joining to the cast-in-place concrete structure.

Since the precast concrete member 2a is a concrete member produced under high quality control such as in a factory, the quality is superior to that of cast-in-place concrete. Therefore, the strength of the constructed lining body can be improved, and the workability of tunnel construction is improved. It is desirable that the precast concrete member 2a has a double reinforcing bar structure that satisfies the cross-sectional specifications when cast-in-place concrete is used.

The arch-type lining body 2 is formed by assembling a plurality of the precast concrete members 2a, 2a ... In an arch shape, and forms an upper half arch of the tunnel 1 and a lower half arch portion up to the invert concrete 4. ing. The arch-type lining body 2 is formed by being divided into a plurality of parts in the tunnel direction, and the arch-type lining body 2 transported to a predetermined installation location is connected to the previously installed arch-type lining body 2. , The lining is being constructed over the entire length of the tunnel. The arch-shaped lining body 2 preferably has a structure in which a plurality of precast concrete members 2a ... Are connected along the tunnel circumferential direction.

As shown in FIGS. 2 and 3, the lower ends of both legs of the arch-shaped lining body 2 each form a cross-sectional shape that is thicker on the ground side than the lining body thickness of the general part, and this thickening is achieved. At the lower end of the thickened portion 17, a first horizontal plane portion 11 serving as a support surface for moving the arched lining body 2 is formed. The thickened portion 17 is a portion formed thicker than the general portion (a general portion other than the thickened portion 17, which is an intermediate portion of the precast concrete member 2a), and is as shown in FIG. , It is a part thickened to the ground side from the virtual extension line (two-dot chain line in the figure) in which the outer peripheral line of the general part is extended to the joint surface along the arch-shaped curve. The thickened portion 17 preferably has a cross-sectional shape in which the thickness is gradually increased from an intermediate position on the lower half side of the tunnel 1 toward the lower end, and the thickened portion 17 having this cross-sectional shape is formed. It is formed over almost the entire length in the tunnel direction. At the lower end of the thickened portion 17, the first horizontal plane portion 11 having a predetermined width in a cross-sectional view of the tunnel 1 and along the horizontal direction is formed over substantially the entire length of the arched lining body 2.

The first horizontal plane portion 11 has at least a width to which the traveling device 12 can be attached in a cross-sectional view of the tunnel 1, and is preferably formed to be substantially the same as the mounting width of the traveling device 12. As a result, the space with the steel support 3 formed on the back surface side (ground side) of the arch type lining body 2 can be reduced, and the thickness of the backfill concrete can be reduced. ..

Joining the arched lining body 2 and the invert concrete 4 in a direction substantially orthogonal to the axis of the arched lining body 2 and the invert concrete 4 starting from the upper end of the traveling device 12 on the tunnel space side or its vicinity. A surface is provided. In the arched lining body 2, in the cross-sectional view of the tunnel 1 shown in FIG. 2, a joint extending in a predetermined direction from the end of the first horizontal plane portion 11 on the tunnel space side as a starting point. The surface 6 is formed.

As shown in FIG. 2, the width of the joint surface 6 is the lining thickness T of the general portion of the arched lining body 2 (in the figure, the outer peripheral line of the general portion is represented by an extension line consisting of a two-dot chain line. It is preferable to form it at the same level as or higher than that of.). As a result, the joint strength with the invert concrete 4 on the joint surface 6 can be increased. As shown in FIG. 5, depending on the ground conditions, there is a section where the lining thickness T'of the general portion of the arched lining body 2 is small, but in this case, the width of the joint surface 6 is wide. Is preferably extended toward the ground side from the lining body thickness T'of the general portion to form a joint surface 6 having the same width as the section of the lining body thickness T of the general portion shown in FIG. Therefore, it is preferable that the width of the joint surface 6 is formed to have a constant width over the entire length of the tunnel based on the section where the lining body thickness T of the general portion is the largest. The first horizontal plane portion 11 extending in the horizontal direction is formed on the same surface over the entire length of the tunnel 1 starting from the end on the ground side, and the arched lining body 2 is smoothly moved along the rail 9. Will be able to.

The direction in which the joint surface 6 extends is according to the above-mentioned tunnel standard specification [Mountain construction method] 5.2 so that the axial force can be smoothly transmitted between the arch type lining body 2 and the invert concrete 4. It is desirable that the arched lining body 2 and the invert concrete 4 are provided substantially orthogonal to the axes.

On the other hand, as shown in FIG. 2, the invert concrete 4 has a second horizontal surface with a predetermined space 18 at the lower ends of both legs of the arched lining body 2 facing the first horizontal plane portion 11. The surface portion 8 is formed. The second horizontal plane portion 8 is formed so as to extend from the first horizontal plane portion 11 to the ground side, and a rail 9 is laid on the portion facing the first horizontal plane portion 11, and the first horizontal plane portion 8 is formed. A steel support 3 is supported in the portion extending from the 11 to the horizontal side.

Further, the invert concrete 4 is formed with a wall portion 19 constituting the wall surface of the space 18 on the tunnel space side, which stands up substantially in the vertical direction with the end edge of the second horizontal plane portion 8 on the tunnel space side as a starting point. Has been done. Further, a joint surface 5 with the arch-type lining body 2 is formed in a direction substantially orthogonal to the axes of the arch-type lining body 2 and the invert concrete 4 starting from the upper end of the wall portion 19. The direction in which the joint surface 5 extends is the same as the direction in which the joint surface 6 of the arch-type lining body 2 extends, and the arch-type lining is in accordance with the above-mentioned tunnel standard specification [Mountain construction method] 5.2. It is desirable to provide the arched lining body 2 and the invert concrete 4 substantially orthogonal to the axes so that the axial force can be smoothly transmitted between the body 2 and the invert concrete 4.

The space 18 is vertically separated by the first horizontal plane portion 11 and the second horizontal plane portion 8 arranged to face each other, and the tunnel space side is separated by the wall portion 19 of the invert concrete 4, and the side surface on the ground side. Is a substantially rectangular space that opens up. The space 18 is continuously formed over the entire length of the tunnel.

As described above, the traveling device 12 is attached to the first horizontal plane portion 11 of the arched lining body 2, while the rail 9 is laid on the second horizontal plane portion 8 of the invert concrete 4. In a state where the arch-type lining body 2 is placed on the invert concrete 4, the traveling device 12 and the rail 9 are arranged in the space 18, and the arch-type lining body 2 on the tunnel space side of the traveling device 12 is arranged. The gap between the joint surface 6 and the joint surface 5 of the invert concrete 4 is set as small as possible.

As described above, the traveling device 12 and the rail 9 have the first horizontal plane portion 11 and the invert concrete 4 of the arch type lining body 2 which are different from the joint surface between the arch type lining body 2 and the invert concrete 4. Since it is arranged in the space 18 which is arranged so as to face the second horizontal surface portion 8 of the above, the arch type is compared with the case where the traveling device and the rail are installed on the joint surface between the arch type lining body and the invert concrete. The gap between the joint surface between the lining body 2 and the invert concrete 4 can be set as small as possible, and a high-quality lining body can be obtained.

Further, since the traveling device 12 and the rail 9 are provided on the horizontal first horizontal plane portion 11 and the second horizontal plane portion 8 which are not related to the inclination of the joint surfaces 5 and 6, respectively, the traveling device 12 is provided on the rail 9. It is easy to travel along the rail, the arch-shaped lining body 2 can be easily moved, and safe and quick construction is possible. Further, since the traveling device 12 and the rail 9 are provided on the horizontal first horizontal plane portion 11 and the second horizontal plane portion 8, respectively, in order to make the joint surface of the arched lining body a horizontal SL, from invert concrete. It is no longer necessary to install cast-in-place side concrete in the section up to SL, and it is possible to precast the section up to invert concrete 4 on the lower half side of SL, and by reducing the cast-in-place concrete part, tunnel construction Productivity can be improved.

Further, in the construction method according to the present invention, the traveling device 12 and the rail 9 are arranged in the space 18 in a state where the arch type lining body 2 is placed on the invert concrete 4, and the traveling device 12 and the rail 9 are arranged on the tunnel space side. Since the gaps 5 and 6 between the arch type lining body 2 and the invert concrete 4 are set as small as possible, the state is basically the same as the state in which the arch type lining body 2 is moved. It can be installed, and there is no need to replace the foundation used for movement with heavy machinery on another foundation, enabling safe and quick construction.

As shown in FIG. 2, the gap S of the joint surface between the arched lining body 2 and the invert concrete 4 is preferably set to 10 to 20 mm. By setting the gap S within this dimensional range, the grout material can be easily filled and the quality of the lining body can be maintained at a high level.

The joint between the arched lining body 2 and the invert concrete 4 may be performed by simply injecting a grout material into the gap between these joint surfaces, but in order to enable stronger connection, a reinforcing bar joint or the like may be used. It is better to adopt a connecting structure. As the connecting structure using the reinforcing bar joint or the like, a known connecting structure can be adopted without limitation, but in the method of constructing the precast lining concrete according to the present invention, the joining surface 6 of the arched lining body 2 and the invert concrete 4 are joined. Invert concrete 4 or arched lining 2 is joined in order to move the arched lining 2 to the installation location in the tunnel mine sideways and transport it while keeping the gap with the surface 5 in the predetermined gap. If the reinforcing bar or the like protrudes from the surface, there is a problem that it interferes with the movement of the arch type lining body 2. Therefore, for these connections, the arch-type lining body 2 is transported with the reinforcing bars accommodated in either the arch-type lining body 2 or the invert concrete 4, and the arch-type lining body 2 is transported to a predetermined installation location in the tunnel mine. After installing the arch-type lining body 2 in the above, the reinforcing bar is extended toward the recess for the joint provided in the other member, and is arranged across the arch-type lining body 2 and the invert concrete 4. It is preferable to adopt a method of filling these gaps with a grout material.

As shown in FIG. 6, the invert concrete 4 has the space 18 and the tunnel at intervals corresponding to the arrangement intervals of the traveling devices 12 attached to the lower ends of both legs of the arched lining body 2 in the tunnel direction. A notch 26 that communicates with the space is formed in advance. As described in detail later, the notch 26 provides a jack 23 to be placed between the arch-type lining body 2 and the invert concrete 4 when the arch-type lining body 2 transported to a predetermined installation location is installed. A working opening used for inserting or removing the traveling device 12. The notch 26 is a portion notched from the upper end of the invert concrete 4 to substantially the same surface as the second horizontal plane portion 8.

As shown in FIG. 4 in detail, the rail 9 laid on the second horizontal plane portion 8 has at least a bottom portion 9a and a side wall portion 9b standing upright at the ground-side end portion of the bottom portion 9a in the tunnel direction. It is a steel member having a substantially L-shaped cross section, and the bottom portion 9a is fixed to the invert concrete 4 by a plurality of anchor bolts 10 arranged at intervals in the tunnel direction. The rail 9 may be made of channel steel having a U-shaped cross section, as long as the upper surface is open at least. The inner surface of the bottom portion 9a has a flat horizontal surface so that the traveling device 12 can smoothly travel.

The rail 9 is laid over almost the entire length inside the tunnel, and is provided extending from the wellhead to the outside of the tunnel as shown in FIG. 7. It is preferable that the rail 9 of the portion extending from the tunnel entrance to the outside of the tunnel is laid on the gantry concrete 7 or the like installed outside the tunnel.

As the traveling device 12 attached to the first horizontal surface portion 11, since the arch-shaped lining body 2 is a considerably heavy object, a roller device suitable for transporting an ultra-heavy object, for example, manufactured by Tsubakimoto Chain Co., Ltd. It is preferable to use the product name "Tough Coro" (registered trademark). Further, as shown in FIG. 4, on the ground side of the traveling device 12, the side wall portion 9b of the rail 9 is engaged to support the lateral load on the ground side, and the arch type lining body 2 is provided. It is preferable to arrange a support member 13 such as a guide roller or a friction reducing sheet that reduces friction during transportation. Since the support portion of the arch-type lining body 2 by the traveling device 12 is located on the lower half arch side of the SL (FIG. 1), the arch-type lining body 2 is outside as the arch-type lining body 2 moves. It is preferable to provide the support member 13 for supporting such a lateral load and for reducing friction during transportation.

It is preferable that the traveling device 12 is detachably installed with respect to the arched lining body 2. As a result, after the arch-type lining body 2 is moved to a predetermined installation location in the tunnel pit, the traveling device 12 can be easily recovered, and the recovered traveling device 12 can be transported to the subsequent arch-type lining body 2. It will be possible to use it for use. Known means can be widely used to detachably install the traveling device 12 on the arched lining body 2. For example, as shown in FIG. 4, the traveling device 12 projects upward on the upper surface of the traveling device 12. A locking convex portion 14 is provided, and a receiving recess 15 into which the locking convex portion 14 can be fitted is provided on the surface of the first horizontal plane 11 of the arch-shaped lining body 2, and the locking convex portion 14 and the receiving concave portion 15 are provided. By engaging and disengaging with the recess 15, the traveling device 12 can be detachably provided with respect to the arched lining body 2. It is preferable to embed a steel plate 16 provided with the receiving recess 15 on the surface of the horizontal plane 11 of the arched lining body 2.

The traveling device 12 is preferably provided at least four places, preferably about four to eight places, for each of the arched lining bodies 2 divided into a plurality of parts in the tunnel direction for transportation into the tunnel mine.

Next, the construction procedure of the tunnel lining body according to the present invention will be described in detail with reference to FIGS. 7 to 11.

First, a procedure for assembling the arch-shaped lining body 2 outside the tunnel mine and moving it to a predetermined installation location inside the tunnel mine will be described.

As shown in FIG. 7, an arch pedestal 20 that can be raised and lowered by a jack 21 provided on a leg and a crane wheel 22 that suspends a precast concrete member 2a are arranged in the vicinity of the wellhead outside the tunnel. With the arch pedestal 20 raised by the jack 21, a plurality of precast concrete members 2a, 2a ... Are assembled on the arch pedestal 20 to complete the arch type lining body 2. Then, the traveling device 12 is attached to the lower ends of both legs of the assembled arch-shaped lining body 2.

Next, as shown in FIG. 8, the arch pedestal 20 is lowered by the jack 21, the traveling device 12 is arranged on the rail 9, and the arch type lining body 2 is removed from the arch pedestal 20. As a result, the arch-shaped lining body 2 can independently travel on the rail 9.

After that, as shown in FIG. 9, the arch-shaped lining body 2 is run on the rail 9 and transported to a predetermined installation location in the tunnel mine (FIG. 10). In the illustrated example, one worker is manually placed on each leg of the arched lining body 2 to push it into the tunnel pit, but it may be transported by using a lift roller, a winch, a towing vehicle, or the like.

After the arched lining body 2 is transported to a predetermined installation location, it is installed on the invert concrete 4 according to the following procedure.

(1) As a first procedure, as shown in FIG. 11A, a jack 23 is inserted between the arched lining body 2 and the invert concrete 4 through the notch 26 formed in the invert concrete 4. insert.

(2) As a second procedure, as shown in FIG. 11B, the arch type lining body 2 is raised by the jack 23, and the traveling device 12 is removed.

(3) As a third procedure, as shown in FIG. 11C, a support member 24 is inserted between the arched lining body 2 and the invert concrete 4 instead of the traveling device 12, and the concrete is piled up. After the replacement, the jack 23 is removed as shown in FIG. 11 (D). The support material 24 is for holding a gap between the joint surfaces of the arch-shaped lining body 2 and the invert concrete 4 at a predetermined dimension, and is made of a steel block material or the like.

(4) As a fourth procedure, as described in detail later, the arch-type lining body 2 and the invert concrete 4 are joined by a predetermined joining structure, and then the arch-type lining body 2 and the invert concrete 4 are combined. Inject grout material such as mortar so as to fill the space between them. When injecting the grout material, a formwork is installed in the groin portion and the opening on the tunnel space side (the gap portion of the joint surface between the arch type lining body 2 and the invert concrete 4 and the notch 26), and the formwork is installed. The grout material is injected through the injection holes provided in the mold. At this time, the rail 9 is buried as it is without being removed.

When the arch-type lining body 2 is transported, the guide roller 13 provided on the ground side of the traveling device 12 guides the arch-type lining body 2 along the side wall portion 9b of the rail 9. Although the lower end of the leg portion is prevented from moving to the ground side, the lower end of the leg portion of the arch type lining body 2 may move to the ground side with the removal of the traveling device 12. Therefore, before the procedure for removing the traveling device 12, as shown in FIG. 12, the legs of the arched lining body 2 are located at the inner wall surface position straddling the arched lining body 2 and the invert concrete 4. It is preferable to dispose a steel material 25 that prevents the lower end from moving to the ground side and also serves as a formwork that closes the gap between the arched lining body 2 and the invert concrete 4. As the steel material 25, as shown in the illustrated example, it is preferable to use channel steel having sufficient proof stress against a lateral load when the lower end of the leg portion of the arch type lining body 2 moves to the ground side, but it is L-shaped. Steel, flat steel, or the like may be used. The steel material 25 is fixed to the lower end of the leg portion of the arch type lining body 2 by anchor bolts 25a or the like, and is attached to the invert concrete 4 so as to be able to cope with the displacement of the arch type lining body 2 at the time of jacking up. Not fixed.

When the installation of the arch-type lining body 2 is completed in a certain section, the arch-type lining body 2 and the waterproof body 2 are waterproofed from the injection hole (not shown) provided at the top end of the arch-type lining body 2. Inject a backing material such as concrete between the sheet and the sheet.

(Joint structure of concrete members)
Next, a joining structure of a concrete member for joining the arched lining body 2 made of precast concrete to the invert concrete 4 made of cast-in-place concrete will be described.

As shown in FIGS. 14 to 16, a sheath pipe 30 is embedded in the arched lining body 2 with one end facing the joint surface 6, while the invert concrete 4 has a joint surface 5. The sleeve joint 31 is embedded so as to face one end.

The sheath pipe 30 is a thin-walled metal pipe, and is used, for example, in the production of post-tension type prestressed concrete, which is embedded in a concrete member in advance and used to insert a steel wire inside. Generally, a tube having a wall thickness of 0.5 mm or less is used.

One end of the sheath pipe 30 faces the joint surface 6 of the arched lining body 2, and the joint surface 6 has an opening communicating with the internal space, and the axial direction is substantially perpendicular to the joint surface 6. It is embedded in the direction of. The other end inside the arched lining body 2 is closed so that the cast concrete does not enter the internal space. The inner diameter of the sheath pipe 30 may be large enough so that the slide reinforcing bar 32, which will be described later, can freely slide in the pipe in the axial direction, and is substantially the same as the inner diameter of the sleeve joint 31 used for the invert concrete 4. It is preferable to form. It is preferable that the inner surface of the sheath tube 30 is formed substantially smooth so that the accommodated slide reinforcing bar 32 can easily slide, and unevenness such as ribs is not formed.

On the other hand, the sleeve joint 31 is a metal tubular body having a plurality of ribs bulging inward at intervals in the axial direction on the inner surface. The sleeve joint 31 is a joint member used for a "mortar-filled reinforcing bar joint" generally known as one of mechanical joints.

One end of the sleeve joint 31 faces the joint surface 5 of the invert concrete 4, and the joint surface 5 has an opening communicating with the internal space, and the axial direction is substantially perpendicular to the joint surface 5. It is embedded. At the other end of the inside of the invert concrete 4, the main bar 33 of the invert concrete 4 is inserted to almost half of the space inside the pipe of the sleeve joint 31.

A slide reinforcing bar 32 is housed in the sheath tube 30 so as to be slidable in the axial direction. When the arched lining body 2 is joined to the invert concrete 4, the slide reinforcing bar 32 protrudes from the sheath pipe 30 on one end side, is inserted into the sleeve joint 31, and straddles the sheath pipe 30 and the sleeve joint 31. Arranged like this.

As the slide reinforcing bar 32, it is preferable to use a deformed reinforcing bar in which a plurality of knots bulging outward at intervals in the axial direction are formed on the outer periphery, and the main reinforcing bar 34 or the invert concrete 4 of the arch type lining body 2 is used. The same size as the main bar 33 of the above may be used, or a different size may be used.

As shown in FIGS. 14 to 16, the slide reinforcing bar 32 has a diameter-expanded portion that bulges in the circumferential direction by screwing a nut or the like to at least the inner end portion of the arch type lining body 2. It is preferable to provide 38. In the illustrated example, the enlarged diameter portion 38 is provided only at the inner end portion of the arch type lining body 2, but it may or may not be provided at both end portions. By providing the enlarged diameter portion 38, the pull-out resistance of the slide reinforcing bar 32 can be increased.

The slide reinforcing bar 32 is formed to have a length that can be accommodated in the sheath pipe 30, and at the time of joining the arch-shaped lining body 2 and the invert concrete 4, one end side is approximately half of the pipe space of the sleeve joint 31. Length that can be straddled between the sheath pipe 30 and the sleeve joint 31 in a state of being inserted up to the position (position where the tip of the main bar 33 of the invert concrete 4 inserted into the sleeve joint 31 abuts or near the tip) Is formed of.

The slide reinforcing bar 32 is arranged adjacent to the main reinforcing bar 34 of the arched lining body 2 as shown in FIGS. 14 to 16, and slides as shown in FIGS. 15 and 16 (C). In a state where the reinforcing bar 32 is straddled between the sheath pipe 30 and the sleeve joint 31, the reinforcing bar 32 is arranged so as to have an overlapping allowance L with respect to the main reinforcing bar 34 of the arch type lining body 2 in a direction parallel to the joint surfaces 5 and 6. Has been done. As a result, the main bar 34 of the arch type lining body 2 and the slide reinforcing bar 32 can be joined in a joining form like a lap joint, and the arch type lining body 2 is firmly attached to the invert concrete 4 via the slide reinforcing bar 32. You will be able to join to.

As shown in FIGS. 15 and 16 (D), with the slide reinforcing bar 32 arranged so as to straddle the sheath pipe 30 and the sleeve joint 31, the inside of the sheath pipe 30, the inside of the sleeve joint 31, and the arch. A grout material such as mortar is filled in the gap portion between the mold lining body 2 and the invert concrete 4. As shown in FIG. 16D, the grout material is injected through a hose 35 communicating with the inner space of the inner end of the sleeve joint 31. Then, the air in the internal space at the time of injecting the grout material is evacuated through the hose 36 communicating with the inner space of the inner end of the sheath pipe 30, and the grout material injected from the hose 36 leaks out. Confirm that the grout material has been filled.

The procedure for joining the arched lining body 2 to the invert concrete 4 by using the joining structure of the concrete member described above will be described in detail with reference to FIG. As described above, the arched lining body 2 provided with the traveling device 12 travels on the rail 9 and is transported to a predetermined installation location in the tunnel pit (FIGS. 9 and 10). At this time, as shown in FIGS. 16A and 16B, the slide reinforcing bar 32 is housed in the sheath pipe 30 and is held so as not to protrude from the joint surface 6. In order to keep the slide reinforcing bar 32 housed in the sheath tube 30, a removable lid material may be provided at the opening of the sheath tube 30 so that the slide reinforcing bar 32 does not fall off (see FIG. 17).

When the arched lining body 2 is transported to a predetermined installation location, as shown in FIGS. 16C and 16D, at the position where the sheath pipe 30 and the sleeve joint 31 face each other, as described above, as described above. After removing the traveling device 12 and replacing it with the support material 24 (see FIG. 11), by removing the lid material provided at the opening of the sheath pipe 30, the slide reinforcing bar 32 becomes the sheath pipe 30 by its own weight. The inner surface is slid and protrudes from the sheath pipe 30, and one end side of the protrusion is inserted into the internal space of the sleeve joint 31.

After that, after closing the circumference of the gap between the arch type lining body 2 and the invert concrete 4 with a formwork, grout material is injected from the hose 35 embedded in the invert concrete 4, and the inside of the sleeve joint 31 and the sheath pipe 30 are injected. The inside of the concrete and the gap between the arched lining body 2 and the invert concrete 4 are filled.

In the joint structure of the concrete member having the above configuration, when the arch type lining body 2 is moved to a predetermined joint position of the invert concrete 4, the slide reinforcing bar 32 is accommodated in the internal space of the sheath pipe 30 and the joint surface 6 is accommodated. Since it moves in a state where it does not protrude from the concrete, the moving direction of the arched lining body 2 is not limited to the direction perpendicular to the joint surface 6, and the degree of freedom in the moving direction such as a direction parallel to the joint surface 6 or an oblique direction is improved. can. Therefore, in the present embodiment, the arch-type lining body 2 runs on the rail 9 and the joint surface is in a state where the joint surface 6 of the arch-type lining body 2 and the joint surface 5 of the invert concrete 4 face each other. It becomes possible to move from the direction parallel to 5 and 6 to a predetermined joint position of the invert concrete 4.

Further, since the sheath pipe 30 having a significantly smaller outer diameter than the sleeve joint 31 is embedded in the arch-shaped lining body 2 made of precast concrete, the concrete cover in the arrangement portion of the sheath pipe 30 is sufficient. After securing, the concrete thickness of the precast concrete member can be made as thin as possible. On the other hand, in the case of the invert concrete 4 made of cast-in-place concrete, it is desirable to use the sleeve joint 31 because the concrete thickness has a relatively large margin.

Further, since the expensive sleeve joint 31 is used only for the invert concrete 4, and the sheath pipe 30 which is much cheaper than the sleeve joint 31 is used for the arch type lining body 2, a significant cost reduction is possible. Will be.

As shown in FIG. 16D, when the slide reinforcing bar 32 is inserted into the sleeve joint 31, one end of a wire rod 40 such as a string is inserted into the slide reinforcing bar 32 in order to grasp the amount of the slide reinforcing bar 32 inserted into the sleeve joint 31. It is preferable that the other end of the wire rod 40 is extended to the outside from the hose 36 provided in the arch type lining body 2. By marking the extended wire rod 40, the amount of the slide reinforcing bar 32 inserted into the sleeve joint 31 can be grasped by using the wire rod 40 as an indicator.

On the other hand, as shown in FIG. 14, the joint surfaces 5 and 6 of the arched lining body 2 and the invert concrete 4 are formed in an inclined manner, and the sheath pipe 30 and the sleeve joint 31 are not in the vertical direction. In addition, since the inner surface of the sleeve joint 31 is formed in an uneven shape by a plurality of ribs, when the slide reinforcing bar 32 is inserted into the sleeve joint 31, it is caught in the middle and is at a predetermined position in the internal space of the sleeve joint 31. May not be inserted. Therefore, as shown in FIG. 17, the joint surface of the arch-shaped lining body 2 is provided with a lid material for preventing the slide reinforcing bar 32 housed in the sheath pipe 30 from falling off, and a hook portion 37a. It is preferable to provide a lid material / insertion assisting tool 37 that also serves as an insertion assisting tool for hooking the slide reinforcing bar 32 on the hook portion 37a and assisting the insertion of the slide reinforcing bar 32 into the sleeve joint 31. By providing the lid material and insertion assisting tool 37, when the arch type lining body 2 is moved, the opening of the sheath pipe 30 can be closed to prevent the slide reinforcing bar 32 from falling off, and the arch type lining body 2 and the invert concrete can be prevented from falling off. At the time of joining with 4, the lid material / insertion assisting tool 37 is pulled out in the direction of the arrow, so that when the hook portion 37a reaches the opening of the sheath pipe 30, the slide reinforcing bar 32 protrudes from the sheath pipe 30 due to its own weight. When it is inserted into the internal space of the sleeve joint 31 and the slide reinforcing bar 32 is caught in the middle, the lid material and insertion assisting tool 37 is removed and inserted and hooked on the hook portion 37a to move the slide reinforcing bar 32 and release the catch. It can assist the slide by its own weight. When the insertion amount of the slide reinforcing bar 32 reaches a predetermined length, the lid material / insertion assisting tool 37 is moved laterally to release the engagement between the hook portion 37a and the slide reinforcing bar 32, and the lid material / insertion assisting tool is used. Pull out 37. Before the lid member / insertion assisting tool 37 is pulled out, both side portions on the ground side and the side portions on the opening side of the hook portion 37a on the tunnel space side are temporarily fixed to the arch type lining body 2, respectively.

As shown in FIGS. 18 and 19, the sheath pipe 30 has a slide reinforcing bar 32 arranged so as to straddle the sheath pipe 30 and the sleeve joint 31, and at least in a portion corresponding to the enlarged diameter portion 38. It is preferable to provide a bulging portion 39 that bulges in the circumferential direction from the portion on the joint surface side. In FIG. 18, only the portion corresponding to the enlarged diameter portion 38 of the slide reinforcing bar 32 and its vicinity are bulged and formed, and in FIG. 19, the entire inner side portion from the portion corresponding to the enlarged diameter portion 38 is bulged. It is formed out. In this joint structure, the inner surface of the sheath pipe 30 is formed smoothly so that the accommodated slide reinforcing bar 32 can easily slide on the inner surface of the sheath pipe 30, but if the inner surface is smooth, the grout material and the sheath pipe 30 are formed. There is a problem that the adhesive force with and is reduced. Therefore, by providing the bulging portion 39 in the sheath pipe 30, axial force is transmitted in the bulging portion 39, and even if the surface is smooth, the pull-out resistance of the slide reinforcing bar 32 can be enhanced. Further, since the bulging portion 39 of the sheath tube 30 is formed corresponding to the enlarged diameter portion 38, a flow allowance of the grout material can be secured between the enlarged diameter portion 38 and the sheath pipe 30, and the grout material can be used. It becomes easy to fill without gaps. Further, by providing the bulging portion 39, the bulging portion of the bulging portion 39 is substantially orthogonal to the cone-shaped fracture line (two-dot chain line in the figure) with the enlarged diameter portion 38 as the base point. Becomes a resistance and can effectively prevent cone-shaped destruction.

As shown in FIG. 18, the bulging portion 39 may be either (A) round or (B) square. The diameter of the bulging portion 39 is preferably about 1.2 to 3 times the diameter of the general portion other than the bulging portion 39.

Further, in order to increase the adhesive force between the grout material and the sheath pipe 30, a rough surface is formed on a portion of the slide reinforcing bar 32 that hardly interferes with the slide, specifically, an inner surface on the joint surface side of the bulging portion 39. It is preferable to apply processing.

As shown in FIG. 20, the sheath pipe 30 has a joint surface side from a portion corresponding to at least the enlarged diameter portion 38 in a state where the slide reinforcing bar 32 is arranged so as to straddle the sheath pipe 30 and the sleeve joint 31. The tapered shape 41 may be formed in which the diameter gradually decreases toward the joint surface. As a result, even if the entire inner surface of the sheath tube 30 is formed smoothly, the transmission force in the axial direction can be secured. As shown in FIG. 20 (A), the range of forming the tapered shape 41 may be only the joint surface side from the portion corresponding to the enlarged diameter portion 38, or as shown in FIG. 20 (B). It may be formed over the entire length.

As shown in FIG. 21, the sheath pipe 30 is formed into an elliptical cross-section to have a wide cross-sectional shape, and then the main bar 34 and the slide reinforcing bar 32 of the arch-shaped lining body 2 are contained in the sheath tube 30. And may be arranged integrally. By integrally arranging the main bar 34 and the slide reinforcing bar 32 of the arch type lining body 2 in the sheath pipe 30, the continuity between the main bar 34 and the slide reinforcing bar 32 can be ensured, and the joint strength between them is further enhanced. It becomes possible.

1 ... tunnel, 2 ... arched lining, 3 ... steel support, 4 ... invert concrete, 5.6 ... joint surface, 7 ... gantry concrete, 8 ... second horizontal plane, 9 ... rail, 10 ... anchor Bolt, 11 ... 1st horizontal plane part, 12 ... Travel device, 17 ... Thickened part, 18 ... Space, 23 ... Jack, 24 ... Support material, 25 ... Steel material, 26 ... Notch, 30 ... Sheath tube, 31 ... Sleeve Joint, 32 ... slide rebar, 33/34 ... main bar, 37 ... lid material and insertion aid, 38 ... diameter expansion part, 39 ... bulge part

Claims (5)

It is a method of joining a pair of concrete members.
A concrete member connection process in which one concrete member with a sheath pipe embedded with one end facing the joint surface is connected to the other concrete member with a sleeve joint embedded with one end facing the joint surface.
A slide reinforcing bar arranging step of arranging a slide reinforcing bar previously housed in the sheath pipe so as to straddle the sheath pipe and the sleeve joint.
A grout filling step of filling the inside of the sheath pipe, the inside of the sleeve joint, and the gap between the one concrete member and the other concrete member with a grout material is included.
In the concrete member connecting step, a lid material and an insertion assisting tool having a hook portion on the lid material is provided on the joint surface of the one concrete member to prevent the slide reinforcing bar housed in the sheath pipe from falling off. Oki,
In the slide reinforcing bar arranging step, the lid material / insertion assisting tool is removed from the sheath pipe to drop the slide reinforcing bar, the slide reinforcing bar is hooked on the hook portion, and the slide reinforcing bar is inserted into the sleeve joint. A method for joining concrete members, which comprises removing the lid material and the insertion assisting tool. In a state where the slide reinforcing bar is arranged so as to straddle the sheath pipe and the sleeve joint, the slide reinforcing bar is adjacent to the main bar of the one concrete member and overlaps with the main bar of the one concrete member. The method for joining concrete members according to claim 1, which is arranged so as to have. The slide reinforcing bar is provided with a diameter-expanded portion that bulges in the circumferential direction at least at the inner end portion of the one concrete member .
In the sheath pipe, in a state where the slide reinforcing bar is arranged so as to straddle the sheath pipe and the sleeve joint, at least the portion corresponding to the enlarged diameter portion bulges in the circumferential direction from the portion on the joint surface side. The method for joining concrete members according to any one of claims 1 and 2. The slide reinforcing bar is provided with a diameter-expanded portion that bulges in the circumferential direction at least at the inner end portion of the one concrete member .
With the slide reinforcing bar arranged so as to straddle the sheath pipe and the sleeve joint, the diameter of the sheath pipe is gradually reduced from the portion corresponding to the enlarged diameter portion to the joint surface side toward the joint surface. The method for joining concrete members according to any one of claims 1 and 2, which is formed in a tapered shape. The method for joining a concrete member according to any one of claims 1 and 2, wherein the main bar of the one concrete member and the slide reinforcing bar are integrally arranged in the sheath pipe.

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