JPH0541799B2 - - Google Patents

Description

[Detailed description of the invention] (a) Industrial application field The present invention is directed to cast-in-place concrete and mortar (herein, "concrete mortar")
Meaning of "concrete" or "mortar", the same shall apply hereinafter. ) relates to a tunnel lining construction device that constructs a tunnel lining.

(b) Prior Art Recently, many proposals have been made to use cast-in-place concrete and mortar to construct a lining for a tunnel excavated by a shield excavator or the like.

(c) Problems to be Solved by the Invention However, in order to construct a proper lining, reinforcing materials must be provided, and concrete must be placed in the cylindrical concrete placement space in the direction of construction of the lining. - It became necessary to place mortar in a uniform state, and there was a desire to develop a lining construction device that could do this.

Additionally, Japanese Patent Laid-Open No. 194399/1983 discloses a technology in which a concrete pouring pipe is placed between the shield shell and a gauge ring that supports the formwork so that it can be moved in the direction of propulsion of the shell together with a press ring. has been done. However, when such technology is used, reinforcing bars such as reinforcing bars that make up the lining are placed in the area where the concrete pouring pipe is placed in contact with the outer shell, which is originally filled with concrete and mortar to form the lining. It is not possible to install a concrete pipe because it gets in the way. In other words, there is a risk that the outer periphery of the lining will become tensile when bending stress is applied to the tunnel, so in order to improve the strength of the lining, it is necessary to It is necessary to insert reinforcing materials multiple times in the tunnel diameter direction around the outer periphery of the lining.
In this case, the concrete pouring pipe becomes a hindrance, making it impossible to install such reinforcing materials, and the strength of the tunnel decreases accordingly.

However, in order to arrange reinforcing materials in multiple layers in the tunnel diameter direction, it is also possible to change the placement position of the concrete pouring pipe and attach it to the end formwork side of the lining. However, in that case, with the method of supplying concrete from the end form side, it becomes difficult to spread the concrete and mortar supplied from the concrete pouring pipe to every corner of the cylindrical concrete pouring space. This results in the inconvenience of not being able to construct a high-quality lining.

In addition, even if concrete pouring pipes are moved within the concrete pouring space in order to place concrete and mortar evenly, they are installed parallel to the tunnel excavation direction and multiple times in the tunnel diameter direction. It is necessary to install reinforcing materials without interfering with the installation work, and it has been desired to provide a lining construction device that can do this.

In view of the above-mentioned circumstances, the present invention enables the construction of a lining in which reinforcing materials are arranged in multiple layers in the tunnel diameter direction, and also enables smooth installation of reinforcing materials. The object of the present invention is to provide a lining construction device that can uniformly cast concrete and mortar in a casting space.

(d) Means for solving the problem That is, the present invention has an outer shell 2 formed in a cylindrical shape, and a plurality of propulsion jacks 6 are arranged in the outer shell along the inner circumferential direction of the outer shell. A gauge ring 7 formed in an annular shape is provided on the inner surface of the outer shell so as to be movable along the inner surface of the outer shell in a direction parallel to the direction of propulsion of the outer shell. A gauge ring 7 is connected so that the gauge ring can be moved and driven in the direction of propulsion of the outer shell, and formwork support means 7a and 7b are provided on the gauge ring,
a concrete contact surface 7 of the formwork support means of the gauge ring located outwardly with respect to the center of the outer shell;
Reinforcing material support grooves 7c and 7d are provided in multiple directions in the diameter direction of the gauge ring so as to support the reinforcing material 12 installed in the direction parallel to the tunnel excavation direction. A concrete casting pipe is provided between the reinforcing material support grooves provided multiple times in the diametrical direction of the ring so as to be movable with the movement of the gauge ring, and the concrete casting pipe 7i is connected to the gauge ring. The outer shell is provided so as to be freely protrusive and driveable in the direction of propulsion between a retracted position where its tip substantially coincides with the concrete contact surface of the gauge ring and a protruding position rearward of the outer shell than the retracted position. Ru.

Note that the numbers in parentheses are for convenience and indicate corresponding elements in the drawings, and therefore, this description is not limited to the descriptions on the drawings. The same applies to the column "(e) Effect" below.

(e) Effect With the above-described configuration, the present invention installs the reinforcing members 12 multiple times in the tunnel diameter direction via the reinforcing material support grooves 7c and 7d with the concrete pouring pipe 7i positioned at the retreated position. With the reinforcing material supported by the reinforcing material support grooves 7c and 7d, concrete and mortar 16 are poured from the concrete pouring pipe 7i.
, while avoiding movement of the casting pipe 7i in the construction direction of the lining.

(f) Embodiments Hereinafter, embodiments of the present invention will be described based on the drawings.

1 is a sectional view showing an example of a shield excavator to which an embodiment of the lining construction device according to the present invention is applied; FIG. 2 is an enlarged view of most of the press ring of the shield excavator shown in FIG. 1; Figure 3 is an enlarged view of the shield excavator and slide casting pipe in Figure 1, Figure 4 is a view of the gauge ring section in the direction of the arrows in Figure 1, and Figure 5 is a diagram showing another example of the gauge ring. be.

As shown in FIG. 1, the shield excavator 1 has an outer shell 2 with a cylindrical cross section, and a partition wall 2a divides the inside of the outer shell 2 in the left and right directions in the figure. It is set up in such a way that A disc-shaped cutter 3 is provided on the left side of the bulkhead 2a, and is rotatably driven by a hydraulic motor 5 mounted on the bulkhead 2a. A plurality of them are attached and arranged along the circumferential direction of the inner wall surface of the shell 2. A ram 6a is provided on the propulsion jack 6 so as to be movable and driven in directions of arrows A and B, which are tunnel excavation directions, and a gauge ring 7 formed in an annular shape is attached to the tip of the ram 6a.
is pivoted along the inner surface of the outer shell 2 so as to be movably driven by a propulsion jack 6 in a direction parallel to arrows A and B, which are the directions in which the outer shell 2 is propelled. As shown in FIG. 4, the gauge ring 7 has a bracket 7a formed in an annular shape along the inner circumference of the gauge ring 7, and positioning bolts 7b are screwed into the bracket 7a at predetermined intervals. However, as shown in FIGS. 2 and 3, a mold 9 formed in an annular shape is abutted and engaged with the tips of the positioning bolts 7b.

On the outer ring surface 7q of the bracket 7a of the gauge ring 7 with respect to the center of the outer shell 2, reinforcing material support grooves 7c and 7d are formed in double concentric circles with respect to the center of the outer shell 2. , gauge ring 7,
As shown in FIG. 2, a press ring storage groove is formed in an arc shape along the outer periphery of the gauge ring 7 between the reinforcing material support grooves 7c and 7d, which are double provided in the diametrical direction of the gauge ring. 7f is formed so as to be movable as the gauge ring 7 moves in a direction parallel to arrows A and B. As shown in FIG. 4, the press ring storage groove 7f has an arc shape.
In addition, as shown in FIG. 2, the press ring 7e, whose cross section is formed in a U-shape, is in a retracted position shown by the solid line in FIG. On the right side of the figure, that is, between the protruding positions at the rear of the outer shell as shown by the imaginary line in the figure, parallel to the direction of propulsion of the outer shell, and therefore parallel to the directions of arrows A and B, which are the construction directions of the tunnel lining. The press ring 7e
A plurality of drive jacks 7g are provided along the press ring 7e between the press ring housing groove 7f and the press ring 7e, with the tip of the ram 7h fixed to the press ring 7e. Furthermore, between the reinforcing material support grooves 7c and 7d provided in double layers of the gauge ring 7, a hollow cylindrical slide casting pipe is provided at the upper end of FIGS. 1 and 4, as shown in FIG. 7i is slidably engaged with the gauge ring 7 in the directions parallel to the arrows A and B so that the gauge ring 7 can move in parallel with the movement of the gauge ring 7 in the directions parallel to the arrows A and B. The connecting rod 7 is attached to the slide casting pipe 7i.
l is fixed. A drive cylinder 7jk + a tube 7k attached to the left side of the gauge ring 7 in the figure is pivotally connected to the tip of the connecting rod 7l, and one end of the concrete/mortar supply hose 15 is attached to the slide pouring pipe 7i. Connected and further concrete
The other end of the mortar supply hose 15 is connected to a concrete pump (not shown).

Since the shield excavator 1 etc. has the above configuration, the tunnel 10 is constructed using the shield excavator 1.
While excavating, the lining 11 was poured with concrete on site.
When constructing with mortar, the ram 6a of the propulsion jack 6 is moved back in the direction of arrow A after the shield excavator 1 has been propelled a predetermined distance L1 in the direction of arrow A. Then, the gauge ring 7 also retreats in the direction of arrow A together with the ram 6a, and the contact between the formwork _9A and the right side surface of the gauge ring 7 in FIG. 1, which had been in contact with each other until then, is released. In this way, when the gauge ring 7 is moved by the distance L1 in the direction of the arrow A in FIG.
A new reinforcing material 12 is connected to the end of the reinforcing material 12 protruding from 1a in the direction of arrow A, and the reinforcing material support grooves 7c and 7d of the gauge ring 7 are connected to the end of the reinforcing material 12 in a double manner in the tunnel diameter direction. Install it in the form. In addition, at this time, the press ring 7e and the slide casting pipe 7i
is in a retreating state in the direction of arrow A in FIGS. The installation work is carried out smoothly without being hindered by the press ring 7e and the slide casting pipe 7i.

In this way, when the installation of the reinforcing material 12 is completed, a new formwork 9 _B is assembled and installed in an annular shape between the old formwork 9 _A and the gauge ring 7, and the formwork 9 _B ,
A cylindrical concrete placement space 13 having a length L1 is formed between the gauge ring 7, the outer shell 2, and the already constructed lining 11. In addition, when installing the formwork _9B , the positioning bolt 7b of the gauge ring 7 can be used to accurately adjust the installation position. Once the concrete placement space 13 has been formed in this way, as shown in FIG.
Drive the drive cylinder 7j to move the rod 7k in the direction of arrow B.
The slide pouring pipe 7i is moved backward from the previous retreated position where the discharge port 7m and the ring surface 7q substantially coincide with each other to the protruding position on the rear side of the outer shell on the right in the figure, that is, the concrete pouring space. Make it protrude to the 13 side. When the discharge port 7m at the tip of the slide pouring pipe 7i protrudes between the double reinforcing members 12 and 12 into the concrete pouring space 13 as shown in FIG. 3, concrete and mortar are supplied. Concrete mortar 16 is supplied via hose 15 to slide pouring pipe 7i.

When the concrete mortar 16 is supplied to the slide pouring pipe 7i, the supplied concrete mortar 16 is injected into the concrete pouring space 13 from the discharge port 7m, and is poured into the annular concrete pouring space 13. is gradually filled from the bottom to the top in FIG. 1 by the injected concrete mortar 16. In addition, since the discharge port 7m of the slide pouring pipe 7i through which the concrete/mortar 16 is supplied is located approximately in the center of the concrete pouring space 13, the concrete/mortar 1
6 is poured into the concrete placement space 13 in the direction of arrows A and B, and the concrete/mortar 1
6 is carried out smoothly without any unfilled portion of the concrete/mortar 16 remaining on the end face 11a of the existing lining. At this time, the concrete/mortar 16 is poured while driving the drive cylinder 7j to reciprocate the casting pipe 7i in the directions of arrows A and B, so that the concrete/mortar 16 is placed in a more even manner in the concrete placement space 1.
It is also possible for concrete mortar 16 to be supplied within 3. In this way, the inside of the concrete placement space 13 is filled with concrete and mortar 1.
6, when the cutter 3 is almost filled, the hydraulic motor 5 rotates the cutter 3, and the propulsion jack 6
is driven to project the ram 6a in the direction of arrow B, and the outer shell 2 is excavated in the direction of arrow A while taking reaction force from the formwork 9. Then, the face 10a is excavated by the cutter 3, the shield excavator 1 is propelled in the direction of arrow A, and the tunnel 10 is excavated in a circular manner.

Note that when the shield excavator 1 excavates in the direction A, a tail void is generated between the ground 17 after the outer shell 2 has moved and the concrete placement space 13 filled with concrete mortar 16, so the slide excavator 1 continues to perform slide placement. Concrete/mortar 16 is supplied into the concrete placement space 13 via the installation pipe 7i, and the tail void portion is filled with the concrete/mortar 16. In this way, as the shield excavator 1 moves in the direction A, the slide casting pipe 7i is moved through the drive cylinder 7.
The shield excavator 1 gradually moves in the direction A and continues to place the concrete mortar 16, and the shield excavator 1 completes digging by a distance L1 and stops, and the concrete mortar 16 is removed from the concrete placement space 13 and the tail void. When the slide casting pipe 7i is almost completely filled, the slide casting pipe 7i is moved to a position where the discharge port 7m coincides with the surface 7q of the gauge ring 7, and the filling operation of concrete/mortar 16 is carried out through the slide casting pipe 7i. stop.

Next, in this state, drive the drive jack 7g to project the ram 7h in the direction of arrow B, as shown in FIG. Move in direction B. Then, the press ring 7e protrudes from the press ring storage groove 7f in the direction B, and pressurizes the concrete/mortar 16 that has been placed in the concrete placement space 13 and has not solidified yet. Then, the concrete mortar 16 in the concrete placement space 13 reliably fills the part of the tail void that has not yet been filled with concrete mortar 16, and the excess water contained in the concrete mortar 16 flows into the formwork. The concrete is discharged to the outside of the concrete placement space 13 via the pipe 9. Note that the formwork 9 has a large number of small holes drilled through it to drain excess water from the concrete/mortar 16, so the excess water generated as a result of pressurization by the press ring 7e is smoothly drained to the outside. .

In this way, when the concrete mortar 16 from which excess water has been discharged by the press ring 7e has solidified to the extent that it can stand on its own and the lining 11 has been constructed, the ram 6a of the propulsion jack 6 protruding in the B direction is moved in the A direction. to retreat. Then, the gauge ring 7 and the side surface 11a of the lining 11, which has just been cast and solidified, are separated and the gauge ring 7 moves in the direction A. A reinforcing material 12 is installed in between, and construction of a new lining begins.

In addition, although the above-mentioned embodiment described the case where the lining construction device according to the present invention is used in the shield excavator 1, the lining construction device according to the present invention can be used not only in the shield excavator but also as a standalone unit. Of course. That is, the cutter 3 of the excavator 1 shown in FIG.
It can also be used when constructing secondary lining for tunnels with related parts removed.

In addition, concrete/mortar compression means such as press ring 7e attached to the gauge ring are
As shown in FIG. 4, the entire segment 7r may be integrally formed into a generally annular shape, or it may be formed separately from a plurality of segments 7r as shown in FIG. 5. .

(g) Effects of the Invention As explained above, according to the present invention, the outer shell 2 is formed into a cylindrical shape, and the propulsion jack 6 is provided in the outer shell 2 in the inner circumferential direction of the outer shell. A plurality of gauge rings 7 are attached and arranged along the outer shell, and a ring-shaped gauge ring 7 is provided on the inner surface of the outer shell so as to be movable along the inner surface of the outer shell in a direction parallel to the direction of propulsion of the outer shell. The gauge ring is connected to a jack so that the gauge ring can be moved and driven in the direction of propulsion of the outer shell, and the gauge ring is provided with formwork support means such as a bracket 7a and a positioning bolt 7b, and the gauge ring is of the formwork support means,
A reinforcing material support groove 7 is provided on the concrete contact surface such as the ring surface 7q located on the outside with respect to the center of the outer shell.
c, 7d are provided multiple times in the diametrical direction of the gauge ring so as to support the reinforcing member 12 installed in a direction parallel to the tunnel excavation direction, and the gauge rings are provided multiple times in the diametrical direction of the gauge ring. A concrete casting pipe 7i is provided between the reinforcing material support grooves provided in the reinforcing material support groove so as to be movable with the movement of the gauge ring, and the concrete casting pipe 7i is moved in the direction of propulsion of the outer shell with respect to the gauge ring. In addition, the reinforcing member 12 is provided so as to be freely protrusive and driveable between a retracted position where its tip substantially coincides with the concrete contact surface of the gauge ring and a protruding position behind the outer shell than the retracted position. While supporting the reinforcing material support groove, the concrete pouring pipe is attached to the reinforcing material 1.
2 and 12, and in this state, concrete mortar 16 can be cast into the concrete casting space 13 through the casting pipe, and the reinforcing material 12 is installed. In this state, the concrete/mortar 16 can be placed evenly in the cylindrical concrete placement space 13, and the lining 11 can be smoothly constructed with cast-in-place concrete/mortar. becomes.

In addition, since the concrete casting pipe is installed between the reinforcing material support grooves of the gauge ring, the concrete casting pipe can be placed on the outer periphery of the lining that was previously constructed.
In other words, it is possible to move the reinforcing material from the part close to the inner surface of the outer shell to the inner circumference of the lining, thereby reducing the tunnel diameter without interfering with the concrete pouring pipe at the outer circumference of the lining to be constructed. This makes it possible to install multiple reinforcing materials in multiple directions (i.e., reinforcing materials are installed in multiple positions on the inner and outer circumferential sides of the gauge ring in a ring shape, and concrete pouring pipes are placed between these multiple reinforcing materials). ), it is possible to improve tunnel strength.

Further, the concrete casting pipe is placed in a retracted position relative to the gauge ring in the direction of propulsion of the outer shell, with its tip substantially aligned with the concrete contact surface of the gauge ring;
Since it is provided so that it can be freely protruded and driven between the retracted position and the protruding position at the rear of the outer shell, the concrete pouring pipe can be positioned at the retracted position when reinforcing members are installed multiple times in the diametrical direction of the tunnel. This allows the tip to be positioned so that it substantially coincides with the concrete contact surface of the gauge ring. Therefore, the installation work of installing reinforcing materials multiple times in the tunnel diameter direction can be carried out smoothly without being obstructed by the concrete casting pipe installed between the reinforcing material support grooves of the gauge ring.

[Brief explanation of the drawing]

FIG. 1 is a sectional view showing an example of a shield excavator to which an embodiment of the lining construction device according to the present invention is applied, FIG. 2 is an enlarged view of the press ring portion of the shield excavator shown in FIG. 1, and FIG. The figure is an enlarged view of the slide casting pipe portion of the shield excavator in Figure 1, Figure 4 is a view of the gauge ring section in the direction of the arrows in Figure 1, and Figure 5 is a diagram showing another example of the gauge ring. . 2... Outer shell, 6... Propulsion jack, 7... Gauge ring, 7a... Formwork support means (bracket),
7b...Formwork support means (positioning bolt), 7c,
7d...Reinforcement support groove, 7i...Concrete placement pipe (slide placement pipe), 7p...Tip, 7q...
... Concrete contact surface, 9 ... Formwork, 10 ... Tunnel, 11 ... Lining, 12 ... Reinforcement material, 13 ...
...Concrete pouring space, 16...Concrete/mortar.

Claims (1)

[Scope of Claims] 1. An outer shell formed in a cylindrical shape, a plurality of propulsion jacks are installed and arranged on the outer shell along the inner circumferential direction of the outer shell, and on the inner surface of the outer shell, A gauge ring formed in an annular shape is provided along the inner surface of the outer shell so as to be movable in a direction parallel to the direction of propulsion of the outer shell, the gauge ring is attached to the propulsion jack, and the gauge ring is attached to the propulsion jack of the outer shell. a formwork support means is provided on the gauge ring, and a reinforcing material is supported on a concrete contacting surface of the formwork support means of the gauge ring located on the outside with respect to the center of the outer shell. The grooves are provided in multiple directions in the diameter direction of the gauge ring so as to support reinforcing members installed in a direction parallel to the tunnel excavation direction, and the grooves are provided in multiple numbers in the diameter direction of the gauge ring. A concrete pouring pipe is provided between the reinforcing material support grooves so as to be movable with the movement of the gauge ring, and the concrete pouring pipe is positioned with respect to the gauge ring in the direction of propulsion of the outer shell. The lining construction device is configured such that the gauge ring can be freely driven to protrude between a retracted position substantially coinciding with the concrete contact surface of the gauge ring and a protruding position rearward of the outer shell than the retracted position.