JP7136597B2 - reinforcement anchor - Google Patents

Description

TECHNICAL FIELD The present invention relates to a reinforcing anchor that is attached to a wall surface of the ground, such as a shaft wall for shield excavation.

Conventionally, in the shaft walls for shield excavation, which are used when constructing underground tunnels and sewage mains by the shield construction method, it is known that the cut wall portion is made of resin that can be cut by the cutter of a shield excavator. ing. The shaft wall is formed of a cut wall in which a core material made of a composite material, for example, hard urethane resin reinforced with long glass fibers, is arranged.

In such a cut wall for shield excavation, a wall structure is known in which the wall surface of the cut wall is reinforced with a cuttable anchor, as disclosed in Patent Document 1, for example.
In Patent Document 1, a reinforcing anchor is fixed to the ground in a state in which a predetermined tensile force is applied to the wall surface of the cut wall by installing a tensile member through a cut wall that can be cut by a shield excavator. disclosed. The reinforcing anchor has a pressure plate that receives the tensile force of the tension member and presses against the wall surface of the cutting wall, which can be cut by a shield excavator.

JP 2013-15006 A

However, when reinforcing the conventional cut wall with a cuttable anchor as described above, slip occurs between the wall surface of the cut wall and the pressure receiving plate when the anchor is tensioned and fixed, and the anchor cannot be driven at a predetermined position. There was a problem. For example, if the anchor has an inclination angle of 30 degrees, the pressure plate slippage can result in a maximum vertical force component of 300 kN. Therefore, in the conventional anti-slip structure, when the anchor is tightened and fixed, the pressure receiving plate may slip, and the anti-slip member may interfere with the waling member installed below the reinforcing anchor placement position.

The present invention has been made in view of such problems. The purpose is to provide a reinforcing anchor that can

A reinforcing anchor according to the present invention includes a pressure plate contact portion that presses against a wall surface, a non-slip member fixed to a surface opposite to the wall surface with respect to the pressure plate contact portion, a pressure plate contact portion, and a non-slip member. It is characterized by comprising a fixing member for fixing the member to the wall surface, and a tension member passing through the pressure receiving plate contact portion and the non-slip member and fixed in the wall surface.

In the present invention, the pressure plate contact portion is supported by the non-slip member so as to withstand compression by the vertical component force of the pressure plate contact portion. It is possible to suppress the slippage that occurs between the parts. Therefore, the anchor can be reliably driven into a predetermined position, and the tensile force and tension force of the tension member are reliably applied to the reinforcing anchor to reinforce the wall surface. Therefore, it is possible to reliably drive and cut the wall surface provided with the reinforcing anchors.

Further, it is preferable that the pressure receiving plate is formed by the pressure receiving plate contact portion, the non-slip member, and the pressure plate main body fixed to the non-slip member on the opposite side of the pressure receiving plate contact portion.
Since the pressure plate is composed of a pressure plate contact portion, a non-slip member, and a pressure plate main body, the tensile force and tension of the tension member can be transmitted to the wall surface without difficulty through the pressure plate. It is possible to suppress the slippage that occurs between the contact parts.

Further, it is preferable that the direction in which the fibers of the surface of the pressure-receiving plate contacting portion contact the wall surface and the direction in which the fibers of the non-slip member are arranged are arranged in directions that intersect each other.
The direction in which the fibers are arranged on the surface of the pressure plate contact portion that contacts the wall surface allows bending performance to be exhibited, and the direction in which the fibers are arranged in the non-slip member allows the pressure plate contact portion to be perpendicular to the load direction. It can withstand compression due to component forces.

Further, an unevenness adjusting member that absorbs unevenness of the wall surface may be provided between the pressure plate contact portion and the wall surface.
In this case, the pressure plate contact portion can be arranged in a predetermined posture with respect to the wall surface, and when the tension member is tightened and fixed, the pressure plate contact portion can be prevented from being displaced and becoming slippery. Further, since the unevenness adjusting member is provided between the pressure plate contact portion and the wall surface, even if the wall surface is uneven, the tension can be reliably transmitted from the pressure plate contact portion to the wall surface.

According to the reinforcing anchor of the present invention, the anti-slip member suppresses slippage between the pressure plate abutting portion and the wall surface when tension is fixed, so that the tension member can be reliably driven into the predetermined position. can.

1 is a side cross-sectional view showing a schematic configuration of a pit provided with cut walls according to a first embodiment of the present invention; FIG. FIG. 2 is a horizontal cross-sectional view of the shaft shown in FIG. 1 as seen from above; FIG. 10 is a front view of a cutting wall reinforced with reinforcing anchors; FIG. 4 is an enlarged front view of a reinforcing anchor installed in a cut wall; FIG. 5 is a horizontal cross-sectional view of the reinforcing anchor shown in FIG. 4 taken along line AA; FIG. 5 is a vertical cross-sectional view of the reinforcing anchor shown in FIG. 4 taken along the line BB. FIG. 5 is a vertical cross-sectional view of the reinforcing anchor shown in FIG. 4 taken along the line CC. (a) to (d) are examples of arrangement of bolt holes for fixing the pressure receiving plate to the core member. (a) is an explanatory view showing the surface of the laminated plate abutting against the wall surface and the core material, and (b) is an explanatory view showing the surface of the non-slip member and the core material. (a) to (d) are vertical cross-sectional views of essential parts for explaining the procedure for constructing the reinforcing anchor. FIG. 5 is a front view of a reinforcing anchor installed in the wall surface of the cutting wall according to the second embodiment; FIG. 12 is a vertical cross-sectional view along line DD of the reinforcing anchor shown in FIG. 11; FIG. 11 is a front view of a reinforcing anchor according to a first modification; FIG. 14 is a vertical cross-sectional view of the reinforcement anchor shown in FIG. 13 taken along line EE;

Hereinafter, reinforcing anchors according to embodiments of the present invention will be described in detail based on the drawings.
(First embodiment)
A reinforcing anchor 1 according to a first embodiment will be described with reference to FIGS. 1 to 10. FIG.
As shown in FIGS. 1 and 2, the reinforcing anchor 1 according to the present embodiment is installed on the cutting wall 3 in the vertical shaft 30, which is the starting portion of the shield excavator 2 used, for example, in shield tunnel excavation work. there is The reinforcing anchor 1 penetrates the cutting wall 3 and is fixed to the ground in a state in which a predetermined tensile force or tension is applied. The reinforcing anchor 1 is made of material that can be cut by a shield excavator 2 .

The shaft 30 is constructed underground as a starting base for the shield excavator 2, has a rectangular shape when viewed from above, and has a reinforced concrete wall on the excavation surface dug from the ground. The vertical pit 30 is constructed with a dimension that allows the shield excavator 2 to be placed therein in the direction of excavation, and a dimension that allows installation of equipment required for starting.

Note that the shape of the pit 30 is not limited to being rectangular when viewed from above, and may be circular or the like, and can be constructed in an appropriate shape. The structure of the shaft 30 is not limited to reinforced concrete construction. The shaft 30 may include, for example, a plurality of long H-beams driven as earth retaining walls along its outer shell and walls filled with concrete or mortar between the H-beams. Alternatively, the shaft 30 may have concrete walls sunken with caissons or the like.

The shield excavator 2 causes the cutter 21 to face the face, that is, the wall surface 3 a of the cutting wall 3 on a starting frame 32 provided on the bottom plate of the shaft 30 . Moreover, the shield excavator 2 is arranged with the central axis of the shield excavator 2 aligned with the tunnel central axis.

The cut wall 3 is provided in a starting area cut by the shield excavator 2 in a shaft 30 constructed in the ground as a starting base for the shield excavator 2 . The cutting wall 3 is cut by the cutter 21 of the shield excavator 2 with a circular cross section having a diameter larger than the outer diameter of the shield excavator 2, as shown in FIG.

The cutting wall 3 is formed of a composite material in which hard urethane resin is reinforced with long glass fibers, for example, an SEW wall (a wall constructed by SEW (Shield Earth Retaining Wall System) method owned by Sekisui Chemical Co., Ltd.), An earth retaining wall for shield departure/arrival such as concrete reinforced with H-shaped steel type FRP or carbon fiber can be adopted.
The cutting wall 3 is reinforced by a plurality of excavable reinforcing anchors 1 made of a composite material in which polyester resin is reinforced with long glass fibers or carbon fibers.

As shown in FIG. 3, the cutting wall 3 includes a plurality of vertically extending core members 34 for forming a cut portion (hereinafter simply referred to as "core members 34") arranged at predetermined intervals in the horizontal direction. . Between the core members 34, 34, there is provided a hardened cement portion 35 consisting only of hardened soil cement.
The core material 34 has a columnar composite material 34 a made by reinforcing hard urethane resin, which is a material that can be cut by the cutter 21 of the shield excavator 2 , with long glass fibers. The columnar composite material 34a is not particularly limited depending on the ground of the construction site or the size of the shaft, but is made of, for example, ESLON NEO LUMBER FFU manufactured by Sekisui Chemical Co., Ltd. with a size of 600×300 mm. In addition, the core material 34 has H-shaped steels 34b fixed above and below the columnar composite material 34a via joints, bolts, nuts, and the like. In the core member 34 shown in FIG. 3, columnar composite materials 34a are arranged in the cut wall 3 indicated by a two-dot chain line.

Next, the reinforcing anchor 1 will be explained with reference to FIGS. 4 to 7. FIG. The reinforcing anchor 1 has an anchor member 11 (tension member), a grip member 12 (tension member), a pressing nut 13 and a pressure receiving plate 4 .
The anchor member 11 extends obliquely downward into the ground G from within the shaft 30 through the pressure receiving plate 4 and the cutting wall 3 . The anchor member 11 has a protruding end 11a on the upper end side projecting outward from the cut wall 3, and a fixed end 11b on the lower end side extending into the ground G and fixed by a fixing material. The grip member 12 is integrally fitted onto the projecting end 11a of the anchor member 11 with a frictional force exceeding the tensile force, and has a threaded portion 12a (see FIG. 7) on its outer peripheral surface. The pressing nut 13 is screwed onto the threaded portion 12a of the grip member 12 to press the pressure receiving plate 4 against the cutting wall 3 side. The pressure receiving plate 4 is fitted outside the grip member 12 and presses against the wall surface 3 a of the cutting wall 3 .
Here, the anchor member 11 and the grip member 12 constitute a tension member.

The anchor material 11, as shown in FIGS. 1 and 7, functions as a tensile material made of carbon fiber stranded wire that can be cut. The anchor material 11 is inserted into the anchor fixing hole 31 drilled from the wall surface 3a side of the cutting wall 3 to the ground G on the back side, and the fixing end 11b on the lower end side is the grout that fills the anchor fixing hole 31 in the ground G. 16. The anchor material 11 can apply tensile tension to the wall surface 3a of the cut wall 3 via the pressure receiving plate 4 with a force that withstands earth pressure and water pressure.
As shown in FIG. 7, the anchor member 11 is inserted through a sheath tube 15 such as a corrugated hard polyethylene tube, etc., and filled into the anchor fixing hole 31. It is in a non-fixed state with respect to the grout 16 .

As shown in FIGS. 6 and 7, the grip member 12 can use a so-called tendon grip, and is provided integrally with the protruding end 11a of the anchor member 11 via the expansion mortar 14 for fixing. The grip member 12 is made of a machinable material such as FRP, and its outer peripheral surface is threaded so that the retaining nut 13 can be screwed thereon.
With the pressure-receiving plate 4 and the holding nut 13 attached, the fixing expansion mortar 14 is injected between the grip member 12 and the protruding end 11a of the anchor member 11, and is hardened in the expanded state. Since the expansion mortar 14 for fixing expands as it hardens, the projection end 11a of the anchor material 11 and the grip member 12 are brought into close contact with each other due to the expansion, and the grip member 12 is fixed to the pressure receiving plate 4 by frictional force. As the fixing expansion mortar 14, a known one used in general anchor construction methods can be used.

The holding nut 13 is made of a machinable material such as FRP, and can be screwed onto the threaded portion 12a on the outer peripheral surface of the grip member 12 as described above. By tightening the pressing nut 13, the pressure receiving plate 4 can be pressed against the wall surface 3a of the cutting wall 3 in the direction of the tension axis O. That is, the pressure receiving plate 4 is clamped between the cutting wall 3 by tightening the retaining nut 13 .

The pressure receiving plate 4 is made of a machinable material such as FRP. The pressure receiving plate 4 includes a pressure receiving plate main body 40, a laminated plate 41 pressed against the wall surface 3a of the cutting wall 3, and a plate-shaped non-slip member 42 provided between the pressure receiving plate main body 40 and the laminated plate 41. have. The laminated plate 41 is laminated with the non-slip member 42 and formed integrally. The laminated plate 41 and the non-slip member 42 having a two-layer structure integrated together form a laminated plate portion 43 . The laminated plate 41 is included in the pressure receiving plate contact portion.

As shown in FIG. 7, the pressure receiving plate main body 40 is formed with an insertion hole 40a through which the grip member 12 can be inserted. The inner diameter of the insertion hole 40 a is approximately the same as the outer diameter of the grip member 12 .
The pressure receiving plate main body 40 has a first end face 40b that abuts on the wall surface 3a via the non-slip member 42 and the laminated plate 41 in the axial direction of the insertion hole 40a. A second end surface 40c on the side of the presser nut 13 is a flat surface perpendicular to the axial direction of the hole. The first end face 40b and the second end face 40c are formed in, for example, a rectangular shape when viewed from a direction perpendicular to the plane direction.

The stacked laminated plate 41 and anti-slip member 42 are plate-shaped, and are provided with insertion holes 41a and 42a through which the grip member 12 can be inserted. The non-slip member 42 is fitted on the grip member 12 so that one first plate surface 42b abuts the first end surface 40b of the pressure receiving plate main body 40, and the other second plate surface 42c contacts the first end surface 40b of the pressure receiving plate body 40. It is in contact with one plate surface 41b. In the state where the laminated plate 41 is fitted on the grip member 12, the second plate surface 41c, which faces the first plate surface 41b, is in contact with the side surface of the core member 34 of the wall surface 3a of the cutting wall 3. (See Figure 5).

4 and 7, the laminated plate 41 and the non-slip member 42 extend upward from the first end surface 40b of the pressure plate main body 40 to form a rectangular plate. 3 is fixed to the wall surface 3a. The laminated plate 41 and the non-slip member 42 are supported by being fixed to the columnar composite materials 34a of the two adjacent core members 34 by bolts 51 at the left and right portions.

Two sets of bolt insertion holes 52, 52 (through holes) are formed on the left and right sides of the laminated plate 41 of the pressure receiving plate 4 and the non-slip member 42, and penetrate in the thickness direction. (See Figure 4). The two sets of bolt insertion holes 52, 52 are arranged two by two at positions overlapping the columnar composite materials 34a of the two core members 34 when viewed from the inside of the vertical shaft. A bolt 51 inserted through each of the two sets of bolt insertion holes 52 , 52 is driven toward the columnar composite material 34 a of the core material 34 of the cutting wall 3 .

In the wall surface 3a of the cut wall 3 of the SEW wall shown in FIGS. 3 and 8, the bolt insertion holes 52 drilled in the core material 34 are arranged vertically so as not to damage the core material 34, as shown in FIG. 8(a). Arrange in direction. As shown in FIG. 8(b), the bolt insertion holes 52 are not arranged in the horizontal direction. However, if the width b of the core member 34 is large enough to prevent damage, the bolt insertion holes 52 may be arranged in the horizontal direction.
As a modified arrangement of the bolt insertion holes 52 drilled in the core member 34, those shown in FIGS. 8(c) and 8(d) may be adopted as described later.

As shown in FIGS. 6 and 7, in the overlapping plate portion 43, between the bolt insertion hole 52 and the bolt hole 36 drilled in the core material 34 and the bolt 51, an epoxy adhesive, a filling resin, or the like is applied. Filler 53 is filled. That is, the bolt 51 is fixed across the bolt insertion hole 52 and the bolt hole 36 through which the core material 34 of the cut wall 3 penetrates. Here, the bolt 51 is made of a machinable material such as FRP.

In FIG. 9(a), the laminated plate 41 of the pressure receiving plate 4 is made of a material such as FRP that can be cut. 3 is in contact with the wall surface 3a.
In FIG. 9B, the non-slip member 42 fixed to the laminated plate 41 in the laminated plate portion 43 is made of urethane foam reinforced with glass fiber (for example, Eslon Neo Lumber FFU manufactured by Sekisui Chemical Co., Ltd.) in this embodiment. The direction of the contained glass fibers is aligned with the load direction of the pressure receiving plate 4 so as to withstand the compression by the vertical component force of the laminated plate 41 . A first plate surface 42b in which the fiber direction of the non-slip member 42 is arranged in the load direction is disposed on the pressure plate main body 40 side. The arrangement directions of the fibers on the second plate surface 41c of the laminated plate 41 and the first plate surface 42b of the non-slip member 42 do not have to be orthogonal, and may be in directions that intersect each other.

Next, a method of constructing the reinforcing anchor 1 on the cut wall 3, that is, the construction of reinforcing the cut wall 3 of the vertical shaft 30 using the reinforcing anchor 1 will be described mainly with reference to FIG.
First, as shown in FIGS. 1 and 2, a plurality of anchor fixing holes 31 of a predetermined length are drilled in the cut wall 3 of the constructed vertical shaft 30 at predetermined intervals in the vertical and horizontal directions using a drilling machine. do. Each anchor fixing hole 31 penetrates the cutting wall 3 and reaches the ground G. Specifically, the hardened cement portion 35 between the core members 34 of the cutting wall 3 (see FIG. 3) is drilled obliquely downward at an angle of 5 to 45 degrees, for example, using a drill. The anchor fixing holes 31 are drilled at positions coaxial with insertion holes 41a and 42a of the overlapping plate portion 43, which will be described later.

After drilling the anchor fixing hole 31 for the anchor material 11, as shown in FIGS. A stacking plate portion 43 composed of the member 42 and the laminated plate 41 is attached. The stacking plate portion 43 is designed in advance based on the allowable stress level and vertical component force of the stacking plate portion 43 itself. are processed.

When attaching the overlapping plate portion 43, the overlapping plate portion 43 is temporarily fixed to a predetermined fixing position on the wall surface 3a by using an adhesive or the like. At this time, the non-slip member 42 of the laminated plate portion 43 is arranged with the fiber direction of the material facing the vertical direction (the load direction of the pressure receiving plate 4) so as to withstand compression by the vertical component force of the laminated plate 41.
In addition, it is preferable that the laminated plate portion 43 has the non-slip member 42 and the laminated plate 41 fixed together in advance at a factory or the like. At that time, the direction of the fibers of the laminated plate 41 and the direction of the fibers of the non-slip member 42 are arranged in a direction intersecting, preferably perpendicular to each other.

A bolt hole 36 is drilled in the core member 34 of the cut wall 3 so as to be coaxial with the bolt insertion hole 52 previously formed in the overlapping plate portion 43 . The bolt hole 36 drilled in the core material 34 of the cut wall 3 has only to have a hole length corresponding to the length of the bolt 51 , and the bolt 51 has an appropriate length to be embedded in the core material 34 . is set (see FIG. 6). The bolt 51 and the bolt hole 36 may be provided so as to reach the ground G behind the cut wall 3 .

After that, as shown in FIG. 10B, the bolt insertion holes 52 of the stacking plate portion 43 and the bolt holes 36 of the core material 34 of the cutting wall 3 are filled with the filler 53 . Next, as shown in FIG. 10(c), the bolt 51 is rotated and inserted into the bolt insertion hole 52 and the bolt hole 36, and it is confirmed that the surplus of the filler 53 in the holes overflows the holes. Know the filling status. When inserting the bolt 51, it is preferable to arrange the bolt 51 on the center axis of the bolt insertion hole 52 by using a wedge-shaped nut or the like.

Here, as an example of the laminated plate portion 43, when the thickness of the laminated plate 41 is 60 to 120 mm, the thickness of the non-slip member 42 is set to 100 mm or more. The hole diameter of the bolt insertion hole 52 can be set larger than that of the bolt 51 having a diameter of 25 mm, for example, by about 3 to 10 mm. A gap between the bolt insertion hole 52 and the bolt 51 is filled with a filler 53 such as an epoxy adhesive or a filler resin. The vertical interval between the bolt insertion holes 52 drilled in the core member 34 is set to about 180 mm, for example.

Then, in FIG. 10(d), the anchor material 11 partially covered with the sheath tube 15 is inserted into the anchor fixing hole 31 through the insertion holes 41a and 42a of the overlapping plate portion 43 (see FIG. 7). With the tip of the anchor material 11 reaching the bottom of the anchor fixing hole 31, the protruding end 11a of the anchor material 11 protrudes from the wall surface 3a of the cut wall 3, and the anchor is secured with a protruding length that secures the tightening length of the holding nut 13. It is inserted into the fixing hole 31 . The sheath tube 15 is arranged to have a predetermined length from the cutting wall 3 toward the ground G side. In addition, the grip member 12 is previously fitted to the projecting end 11a of the anchor member 11 from the outside.
Thereafter, a fixing material (grout 16) is injected into the anchor fixing hole 31 into which the anchor material 11 has been inserted. At this time, the grout 16 is prevented from entering the inside of the sheath tube 15. - 特許庁As a result, the fixing end 11b (see FIGS. 1 and 2) of the anchor member 11 is fixed integrally with the ground G within the anchor fixing hole 31 as the grout 16 hardens.

Here, as shown in FIG. 7, the grip member 12 is previously processed to be fixed to the projecting end 11a of the anchor member 11, for example, at a factory or the like. Specifically, after the grip member 12 is fitted from the outside of the projecting end 11a of the anchor material 11, the expanding mortar 14 for fixing is injected between the grip member 12 and the projecting end 11a of the anchor material 11 and hardened. . At this time, the expanding mortar 14 for fixing expands, and the protruding end 11a of the anchor material 11 and the grip member 12 are fixed in an adhered state, and are brought into close contact with each other by the frictional force generated by the expansion pressure. As a result, the fixing expansion mortar 14 expands and hardens to obtain a predetermined frictional force.

Next, as shown in FIGS. 10(d) and 7, the pressure receiving plate main body 40 of the pressure receiving plate 4 and the pressure plate 17 are inserted in this order onto the outside of the grip member 12. It is screwed into the threaded portion 12a of the surface. That is, the portion of the grip member 12 that protrudes from the holding nut 13 is gripped by a jack-up device (not shown), and tension is applied in the direction of pulling out the anchor member 11 to create a predetermined tension state. Then, the holding nut 13 is tightened on the side of the cutting wall 3 of the grip member 12 to maintain the tension. As a result, the pressure receiving plate 4 can be brought into pressure contact with the cutting wall 3 . In this way, the reinforcing anchor 1 can be assembled and constructed.
A plurality of such reinforcing anchors 1 are constructed in the area of the cutting wall 3 with a space in the vertical and horizontal directions. As a result, the cut wall 3 can be reinforced by the plurality of reinforcing anchors 1, and the cut wall 3 is completed.

In the reinforcing anchor 1 according to this embodiment, the pressure receiving plate 4 is pushed into the wall surface 3a of the cutting wall 3 by the holding nut 13 which is fastened to the grip member 12 fixed to the protruding end 11a of the anchor material 11 to which tension is applied. is pressed against and restrained. As a result, the anchor force can be transmitted from the pressure receiving plate 4 to the cutting wall 3 , and the anchor force is applied to the reinforcing anchor 1 to reinforce the cutting wall 3 .
Since the cut wall 3 constructed in this manner is reinforced by a plurality of reinforcing anchors 1, the cut wall 3 is prevented from bending toward the inside of the shaft 30 due to earth and water pressure.

Next, the action of the reinforcing anchor 1 according to the embodiment described above will be described in detail using the drawings.
In this embodiment, as shown in FIG. 7, the pressure receiving plate 4 is supported by contacting the wall surface 3a by a laminated plate 41 fixed to the cutting wall 3 by bolts 51 and a laminated plate portion 43 having an anti-slip member 42. ing. Therefore, the bending performance can be exhibited depending on the arrangement direction of the fibers provided on the second plate surface 41c of the laminated plate 41 of the laminated plate portion 43 that contacts the wall surface 3a. Moreover, when the anchor member 11 is fixed under tension, slippage between the cut wall 3 and the laminated plate 41 can be suppressed by the non-slip member 42 between the pressure receiving plate main body 40 and the cut wall 3 . Thus, the reinforcing anchor 1 can be reliably driven into a predetermined position, and the tensile force (tension) of the anchor material 11 is reliably applied to the reinforcing anchor 1 to reinforce the cut wall 3 .

Therefore, it is possible to reliably drive the cuttable reinforcing anchor 1 into the shaft 30 for shield excavation. In particular, in the case of the shaft 30 when the shield outer diameter is large, as described above, the non-slip member 42 and the pressure receiving plate main body 40 are likely to slip, so the above effect is great.

Further, in the present embodiment, the bolt 51 is inserted through the overlapping plate portion 43 composed of the laminated plate 41 and the non-slip member 42 and the cutting wall 3 , so that the overlapping plate portion 43 is firmly attached to the wall surface 3 a of the cutting wall 3 . can be fixed to
Further, in the stacking plate portion 43 of the present embodiment, a plurality of sets of bolt insertion holes 52 are provided and the respective sets are arranged at positions shifted from each other in the vertical direction. It is possible to realize a structure in which the cross-sectional loss in the width direction of the overlapping plate portion 43 is small compared to the case where the overlapping plate portion 43 is formed on a straight line.

Moreover, in the present embodiment, since the bolts 51 for fixing the overlapping plate portion 43 are firmly fixed in the bolt insertion holes 52 and the bolt holes 36 by the filler 53, the overlapping plate portion 43 is attached to the wall surface 3a of the cutting wall 3. can be firmly fixed to the Therefore, slippage between the cut wall 3 and the pressure receiving plate 4 can be suppressed more reliably.

As described above, in the reinforcing anchor 1 according to the present embodiment, by suppressing slippage between the cut wall 3 and the pressure receiving plate 4 during tension fixing, the anchor material 11 can be reliably driven at a predetermined position. can be done.

Next, reinforcing anchors according to other embodiments and modifications will be described. Components identical or similar to those of the above-described first embodiment are denoted by the same reference numerals, and detailed description thereof will be omitted.

(Second embodiment)
As shown in FIGS. 11 and 12, in the reinforcing anchor 1A according to the second embodiment, the overlapping plate portion 43A composed of the laminated plate 41 of the pressure receiving plate 4 and the non-slip member 42 is attached to the lower side of the pressure receiving plate main body 40. It has a fixed configuration.
That is, the stacked plate portion 43A of the pressure receiving plate 4 is integrally formed by extending the laminated plate 41 and the non-slip member 42 downward from the pressure receiving plate main body 40, and is formed in, for example, a rectangular plate shape. The stacking plate portion 43A is installed between the pressure receiving plate main body 40 and the cutting wall 3, and is fixed to the cutting wall 3 by a bolt 51 that can be cut. Two sets of bolt insertion holes 52, 52 are bored in the stacking plate portion 43A at lower positions on both left and right sides of the pressure receiving plate main body 40 with a vertical interval therebetween. Furthermore, the cut wall 3 is provided with a bolt hole 36 extending coaxially with the bolt insertion hole 52 .

In this case, since the laminated plate 41 and the non-slip member 42 of the pressure receiving plate 4 are fixed to the cutting wall 3 by the bolts 51, when the anchor member 11 is fixed under tension, there is a gap between the cutting wall 3 and the laminated plate portion 43A. Any slippage that occurs can be suppressed. Therefore, even if there is an obstacle or the like above the pressure receiving plate 4, the anchor material 11 can be reliably driven into a predetermined position, and the tensile force (tension) of the anchor material 11 can be reliably applied to the reinforcing anchor 1A. and the cutting wall 3 is reinforced.
Therefore, it is possible to reliably drive the cuttable reinforcing anchor 1A into the shaft 30 for shield excavation having a large opening diameter.

(First modification)
Next, a reinforcing anchor 1B according to a first modified example will be described with reference to FIGS. 13 and 14. FIG.
A reinforcing anchor 1B according to a first modification is provided with an unevenness adjusting member 6 between the laminated plate 41 of the pressure receiving plate 4 and the wall surface 3a of the cutting wall 3 in the reinforcing anchor 1 according to the first embodiment. The unevenness adjusting member 6 is made of, for example, a cloth bag filled with grout, and can absorb the unevenness (unevenness) of the wall surface 3a that occurs when the cutting wall 3 is constructed.
Therefore, even if the wall surface 3a is uneven, the laminated plate 41 of the pressure receiving plate 4 can be arranged in a predetermined posture with respect to the wall surface 3a of the cutting wall 3. FIG. Therefore, it is possible to prevent the pressure receiving plate 4 from slipping easily when the anchor material 11 is fixed under tension. In addition, the anchor force can be reliably transmitted to the core members 34, 34 on the back surface of the pressure receiving plate 4. As shown in FIG.

Although the reinforcing anchors 1, 1A, and 1B according to the embodiments of the present invention have been described above, the present invention is not limited to the above-described embodiments, and can be modified as appropriate without departing from the spirit of the present invention. .
For example, in the stacking plate portion 43 of the first embodiment described above, the pair of bolt insertion holes 52, 52 are arranged with a gap in the vertical direction. is not limited to For example, when the shield opening diameter is large and the vertical component force is large, the number of bolts 51 in one overlapping plate portion 43, 43A may be increased.

For example, as in a second modification shown in FIG. 9C, a configuration may be employed in which three bolt insertion holes 52 and bolts 51 are arranged in a staggered manner at positions shifted in the vertical direction.
Further, as in a third modification shown in FIG. 9D, a configuration in which the four bolt insertion holes 52 and the bolts 51 are arranged in a staggered manner at positions shifted from each other in the vertical direction may be adopted.

Moreover, in the present embodiment, the bolt 51, the bolt insertion hole 52, and the bolt hole 36 are used as fixing members for fixing the overlapping plate portions 43 and 43A, but the present invention is not limited to this. As the fixing member, for example, a rod-like member made of a pin material or the like may be adopted as the fixing member. Alternatively, an adhesive material or the like may be used as a fixing member instead of the bolt 51, pin material or the like.

Further, in the present embodiment, the cutting wall 3 on which the reinforcing anchors 1, 1A, and 1B are provided is applied to the vertical shaft of the starting base of the shield excavator, but it is not limited to this. For example, it may be provided on the cutting wall 3 of the vertical shaft that serves as the arrival base of the shield excavator 2 . Further, it may be provided on the cut wall 3 of the shaft for turning the shield excavator 2 from this arrival base and starting it.
Furthermore, the cross-sectional shape of the cut wall 3 is not limited to a circular cross-section as in the present embodiment, and may be other shapes such as a rectangular cross-section.

Further, it is possible to appropriately replace the constituent elements in the above-described embodiments with well-known constituent elements without departing from the scope of the present invention.

Reference Signs List 1, 1A, 1B Reinforcement anchor 2 Shield excavator 3 Cutting wall 3a Wall surface 4 Pressure receiving plate 6 Unevenness adjusting member 11 Anchor material 12 Grip member 13 Pressing nut 14 Expansion mortar for fixing 30 Vertical shaft 31 Anchor fixing hole 36 Bolt hole 40 Pressure receiving plate Body 41 Laminated plate (pressure-receiving plate contact portion)
42 Non-slip member 43 Stacked plate portion 51 Bolt 52 Bolt insertion hole 53 Filler G Ground O Tension shaft

Claims (4)

a pressure-receiving plate abutting portion that presses against a wall surface;
a non-slip member fixed to the surface opposite to the wall surface with respect to the pressure-receiving plate contact portion;
a fixing member that fixes the pressure-receiving plate contact portion and the non-slip member to the wall surface;
a tension member fixed in the wall surface through the pressure-receiving plate contact portion and the non-slip member;
with
The reinforcing anchor , wherein the fixing member penetrates the pressure-receiving plate contact portion and the non-slip member at a position shifted in the vertical direction with respect to the tension member . 2. The pressure receiving plate according to claim 1, wherein the pressure receiving plate contact portion, the non-slip member, and a pressure plate main body fixed to the non-slip member on the side opposite to the pressure receiving plate contact portion form a pressure plate. reinforced anchor. 3. The reinforcement according to claim 1 or 2, wherein the fiber arrangement direction of the surface of the pressure-receiving plate contact portion contacting the wall surface and the fiber arrangement direction of the non-slip member are arranged in directions that intersect each other. anchor. 4. The reinforcing anchor according to any one of claims 1 to 3, wherein an unevenness adjusting member for absorbing unevenness of the wall surface is provided between the pressure receiving plate contact portion and the wall surface.

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