JP2017089104A - Structure and method for constructing tunnel lining body - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a construction structure for a tunnel lining body that enables a reinforced concrete lining body to be constructed efficiently inside a pipe roof.SOLUTION: A construction structure for a tunnel lining body includes: a water stop plate 13 fitted along an inner peripheral surface of a tunnel, to close a gap between a pair of adjacent pipe roof materials 11; an anchor rod member 15a having an end connected to the pipe roof material 11, fitted to protrude into the tunnel; a steel timbering member 14 supported by the anchor rod member 15a and separated from the pipe roof material 11; a reinforcing bar 18 supported by the steel timbering member 14 and the anchor rod member 15 and arranged along the inner peripheral surface of the tunnel; a skin plate 19 supported by the steel timbering member 14 and fitted away from the steel timbering member 14; and concrete 16 cast and cured in a portion between the skin plate 19 and the water stop plate 13.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a tunnel lining body construction structure and a tunnel lining body construction method, and in particular, a tunnel lining body for forming a reinforced concrete lining body inside a pipe roof made of a plurality of pipe roof materials. The present invention relates to a construction structure and a tunnel lining body construction method.

  When constructing a tunnel in the ground, the pipe roof construction method embeds a plurality of pipe roof materials made of steel pipes, etc. in the ground in the upper part of the constructed tunnel before excavating the ground. It is a well-known construction method that allows a tunnel excavation operation that is performed subsequently to be performed in a more stable state by forming a pipe roof that receives a load in advance.

  In addition, as a method for constructing a tunnel using a pipe roof material made of steel pipe, etc., a steel pipe (pipe roof material) which is a long material toward the extending direction of the tunnel on the ground of the outer peripheral portion of the upper arch portion of the tunnel After pushing a plurality of pipes at intervals in the circumferential direction, the ground is filled with cement-based solidification material and stirred so as to surround the outer periphery of the tunnel including the gap between the long materials, so that A construction method has been disclosed in which a tunnel can be constructed by excavating the ground inside the ground-improved portion while receiving a steel pipe that has been improved and pushed in (for example, Patent Document 1). In the tunnel construction method of Patent Document 1, it is possible to construct a tunnel by excavating the inside of the ground improvement portion while minimizing the loosening of the ground due to excavation by the arch effect of the ground improvement portion having an annular cross-sectional view. become.

  Moreover, in the construction method of the tunnel of patent document 1, it is made to extend in the circumferential direction of the tunnel which cross | intersects the extending direction of the steel pipe which is a pipe roof material, For example, the steel ring support material which consists of H-section steel, It is attached by bolting to the pipe roof material, and supported by the attached ring support material, and a precast panel to be used as a reinforcing bar and inner mold is attached. By placing concrete in the space between them and hardening it, a reinforced concrete lining body covering the inner peripheral surface of the tunnel is constructed.

Japanese Patent No. 5308116

  However, in the tunnel construction method of Patent Document 1, the steel ring support material disposed inside the lining body is preferably a radius of curvature of the outer peripheral surface of each of the ring support material and the steel pipe (pipe roof material). Bolt holes formed in the ring support material and pipe roof material are provided with a circular arc surface having the same radius of curvature as that of the bolt support member with the spacer member interposed therebetween and in close contact with the pipe roof material. Therefore, it takes a lot of work to fasten the joining bolts with high accuracy. In particular, pipe roof materials buried in the ground will have greater construction errors as the extension becomes longer, so that the bolt holes can be easily matched to each of the ring support material and pipe roof material. It becomes difficult to form with high accuracy.

  Further, in the tunnel construction method of Patent Document 1, the steel ring support material is formed by partitioning the space between the pipe roof and the precast panel by the pipe roof material in the extending direction of the tunnel. Since the inner surface will be provided in close contact with the pipe roof material and the precast panel, the placed concrete can be circulated between adjacent construction spans partitioned by the ring support material. It becomes difficult, and it becomes difficult to continuously place the concrete of the construction span on both sides of the ring support material.

  According to the present invention, even when there is a construction error in a pipe roof material buried in the ground, a steel support member is easily attached to the inside of a pipe roof made of a plurality of pipe roof materials without much labor. A tunnel lining body that can efficiently construct a reinforced concrete lining body by making it possible to place concrete continuously on both sides of a steel support member. An object is to provide a construction structure and a construction method of a tunnel lining body.

  In the ground of the outer peripheral portion of the tunnel constructed in the ground, the reinforced concrete is provided on the inner side of the pipe roof by a plurality of pipe roof materials that are extended in the tunnel extending direction and arranged in the tunnel circumferential direction. A construction structure of a tunnel lining body for forming a lining body made of steel, wherein a gap portion between each pair of adjacent pipe roof members is closed and attached to the inner peripheral surface of the tunnel. A water plate, a plurality of anchor rod members attached at one end to the pipe roof material and protruding from the pipe roof material toward the inside of the tunnel, and supported by the plurality of anchor rod members A steel support member that is spaced from the pipe roof material and is attached along the inner peripheral surface of the tunnel, and the steel support member and / or the plurality of anchor rod members. And reinforcing bars arranged along the inner peripheral surface of the tunnel, and a skin plate attached to the inner peripheral surface of the tunnel so as to be supported by the steel supporting member and separated from the steel supporting member And providing a construction structure of a tunnel lining body that includes the hardened concrete that has been cast between the skin plate and the water stop plate, thereby achieving the above-described object. is there.

  In the construction structure of the tunnel lining body of the present invention, one end is joined to the steel support member, and a plurality of inner anchor rod members protrude from the steel support member toward the inside of the tunnel. It is preferable that the skin plate is attached to be separated from the steel support member by supporting the steel support member through the plurality of inner anchor rod members.

  In the construction structure of the tunnel lining body of the present invention, it is preferable that the pipe roof material has a circular hollow cross-sectional shape.

  Further, in the construction structure of the tunnel lining body of the present invention, the plurality of pipe roof materials are embedded in the ground at the outer peripheral portion of the tunnel constructed in the ground at intervals along the arc-shaped cross section. It is preferable that

  Furthermore, in the construction structure of the tunnel lining body of the present invention, the plurality of pipe roof materials are circular along the circular cross section including the arc-shaped cross section in the ground of the outer peripheral portion of the tunnel constructed in the ground. In the circumferential direction, it is preferable that they are embedded side by side over the entire circumference.

  In addition, the present invention provides an inner surface of a pipe roof made up of a plurality of pipe roof materials that are extended in the tunnel extending direction and arranged side by side in the tunnel circumferential direction in the ground of the outer peripheral portion of the tunnel constructed in the ground. A method for constructing a tunnel lining body for forming a reinforced concrete lining body, in which a gap portion between each pair of adjacent pipe roof members is closed and water is stopped along the inner peripheral surface of the tunnel. A step of attaching a plate, a step of attaching one end portion to the pipe roof material, and a plurality of anchor rod members protruding from the pipe roof material toward the inside of the tunnel, and a plurality of attached anchor rods A step of supporting the steel support member separately from the pipe roof material along the inner peripheral surface of the tunnel, and supporting the steel support member and the plurality of anchors. The step of arranging the reinforcing bars along the inner peripheral surface of the tunnel supported by the rod member and the supporting member made of steel supported by the rod member along the inner peripheral surface of the tunnel separated from the steel supporting member By providing a method for constructing a tunnel lining body comprising a step of attaching a skin plate, and a step of placing and hardening concrete in a portion between the attached skin plate and the water stop plate The above-mentioned purpose has been achieved.

  And the pipe roof connecting method of the present invention is a region where the concrete is placed between the skin plate and the water stop plate in a state where the steel support member and the end of the reinforcing bar protrude. Including a step of installing a bottom mold at the lower end of the steel plate, moving the region filled with the concrete downward from the top, and adding the steel support member and the reinforcing bar downward, It is preferable to repeat and form the covering body sequentially from the top to the bottom.

  According to the tunnel lining body construction structure and the tunnel lining body construction method of the present invention, even if there is a construction error in the pipe roof material embedded in the ground, the pipe roof material is provided inside the pipe roof. Steel support members can be easily installed without much labor, and concrete can be continuously placed on both sides of the steel support member, thereby providing reinforced concrete. A product lining body can be constructed efficiently.

BRIEF DESCRIPTION OF THE DRAWINGS The construction structure of the tunnel lining body which concerns on preferable one Embodiment of this invention is demonstrated, (a) is a partial cross section along the circumferential direction of a tunnel, (b) is a partial longitudinal cross section along the axial direction of a tunnel. FIG. It is a schematic sectional drawing explaining the tunnel constructed | assembled by the construction method of the tunnel which employ | adopted the construction structure of the tunnel lining body which concerns on preferable one Embodiment of this invention. It is a schematic perspective view explaining the chemical | medical solution injection | pouring process of the construction method of a tunnel. It is a schematic perspective view explaining the underground pit construction process of the construction method of a tunnel. The tunnel construction method of the tunnel construction method will be described. (A) is a schematic cross-sectional view, and (b) is a schematic cross-sectional view. It is a schematic perspective view explaining the circumference shield construction process of the construction method of a tunnel. (A)-(c) is the schematic cross-sectional view explaining the circumferential shield construction process of the construction method of a tunnel. It is a schematic perspective view explaining the pipe roof construction process of the construction method of a tunnel. It is a schematic cross section explaining the pipe roof construction process of the construction method of a tunnel. It is a partial cross-sectional view explaining the connection structure which connects a pipe roof material and forms a pipe roof. It is a schematic perspective view explaining the buttocks construction process of the construction method of the tunnel. The buttock construction process of the tunnel construction method will be described. (A) is a schematic cross-sectional view and (b) is a schematic cross-sectional view. It is a schematic longitudinal cross-sectional view explaining the excavation and lining process of the construction method of a tunnel. It is a schematic cross section explaining the excavation and lining process of the construction method of a tunnel. (A)-(f) is a schematic cross-sectional view explaining the construction method of the tunnel lining body which concerns on preferable one Embodiment of this invention. (A)-(f) is a schematic cross-sectional view explaining the construction method of the tunnel lining body which concerns on preferable one Embodiment of this invention. (A)-(d) is the schematic cross-sectional view explaining the construction method of the tunnel lining body which concerns on preferable one Embodiment of this invention. (A)-(d) is the schematic cross-sectional view explaining the construction method of the tunnel lining body which concerns on preferable one Embodiment of this invention. (A), (d) is the schematic cross-sectional view explaining the construction method of the tunnel lining body which concerns on preferable one Embodiment of this invention. It is a schematic longitudinal cross-sectional view of the heel part explaining the excavation and lining process of the construction method of a tunnel.

  A tunnel lining body construction structure 10 according to a preferred embodiment of the present invention shown in FIGS. 1 (a) and 1 (b) is, for example, in a deep underground where a section ground right of a depth of 40 m or more from the ground surface is unnecessary. As shown in FIG. 2, the main tunnel 51 and the ramp tunnel 52 for connecting the main tunnel 51 and the ramp tunnel 52 for roads, for example, can surround the main tunnel 51 and the ramp tunnel 52, and have a large diameter of about 29 m, for example. This was adopted in the construction of the widening tunnel 50 for cross-section interchange. That is, the construction structure 10 of the tunnel lining body according to the present embodiment excavates the ground surrounded by the pipe roof 12 from the upper part to the lower part in the tunnel construction method described later, and is exposed by excavation. In the excavation and lining process (see FIGS. 13 and 14), the reinforced concrete lining body 17 is formed in order from the upper part to the lower part so as to cover the inner wall surface of the pipe roof 12, which is buried in the ground. Even if there is a construction error in the pipe roof material 11, it is possible to easily attach the steel support member 14 to the inside of the pipe roof 12 made of the plurality of pipe roof materials 11 without much labor. At the same time, it is possible to place concrete 16 continuously on both sides of the steel support member 14 so that the reinforced concrete lining body 17 is effective. Well in which was adopted as a structure for such can be constructed.

  In the present embodiment, the tunnel construction method for constructing the widening tunnel 50 is preferably performed from the main tunnel 51 after the main tunnel 51 having a diameter of, for example, about 16 m is formed in the ground by a shield method. Then, the underground shaft 20 is formed at both ends of the construction section of the widening tunnel 50 (see FIG. 4 and FIGS. 5A and 5B), and the circumferential shield tunnel described later is passed through the underground shaft 20. 30 (refer to FIG. 6, FIG. 7 (a) to (c)), pipe roof 12 (refer to FIG. 8, FIG. 9), and buttocks ground improvement body 40 (refer to FIG. 11, FIG. 12) come to be performed. ing.

  That is, in this embodiment, the tunnel construction method for constructing the widening tunnel 50 is to inject the chemical solution from the main tunnel 51 and stabilize the ground in the region where the widening tunnel 50 is constructed and the surrounding ground. The chemical injection process (see FIG. 3) to be performed and the vertical pit construction process (FIGS. 4 and 5) for constructing the underground shafts 20 from the main tunnel 51 toward the lower ground at both ends of the construction section of the widening tunnel 50. (Refer to (a) and (b)) and the circumferential shield machine 31 is started from the underground shaft 20 and the circumferential shield machine 31 is made to reach the underground shaft 20 to improve the pipe roof 12 and the buttock ground. Circumferential shield construction process (see FIGS. 6 and 7 (a) to (c)) for forming the circumferential shield mine 30 as a working mine when constructing the body 40, and application of the widening tunnel 50 A plurality of pipe roof materials 11 are pushed into the ground from the circumferential shield mine 30 at one end of the section toward the circumferential shield mine 30 at the other end. The pipe roof construction step (see FIGS. 8 and 9) for forming the cylindrical pipe roof 12 arranged in a row in the circumferential direction, and the ground inside each circumferential shield well 30 is improved. By this, the heel part improvement body formation process (refer FIG. 11, FIG. 12 (a), (b)) which respectively forms the buttock ground improvement body 40 in the edge part of the both sides of the construction area of the widening tunnel 50, and cylindrical shape An inner region surrounded by the pipe roof 12 formed on the outer periphery, the circumferential shield mine 30 and the buttock ground improvement body 40 at both ends is excavated from the upper part to the lower part, and the pipe exposed by the excavation Roof 12 It includes an excavation and lining process (see FIGS. 13 to 20) for covering the wall surface and the inner wall surface of the buttock ground improvement body 40 and forming the lining walls 13 and 43 sequentially from the upper part to the lower part. ing.

  In the chemical injection process in the tunnel construction method described above, as shown in FIG. 3, a known chemical injection pipe 26 is connected from the main tunnel 51 to the ground of the outer peripheral portion thereof in the circumferential direction and the axial direction of the main tunnel 51. A large number of lines are inserted at predetermined intervals. Further, by injecting a known chemical solution such as a water glass system through the inserted chemical solution injection pipe 26, the ground in the region where the widening tunnel 50 (see FIG. 2) is constructed and the surrounding ground are improved. And stabilize these grounds. In the chemical injection process, the number of chemical injection pipes 26 inserted, the type and amount of the chemical to be injected, the injection pressure, the gel time, etc., include the type of target ground, groundwater level, hydraulic conductivity, particle size distribution, improvement range, etc. In view of this, it is possible to design appropriately.

  In the present embodiment, prior to performing each process for constructing the widening tunnel 50, the steel reinforcing ring 27a is formed along the inner peripheral surface of the segment constituting the outer portion of the main tunnel 51, for example. It is preferable to reinforce the main tunnel 51 by forming a segment reinforcement support 27 by installing a plurality of the main tunnel 51 at predetermined intervals in the axial direction (see FIG. 3). In particular, the segment reinforcement support 27 includes the end of both sides of the construction section of the widening tunnel 50 where the underground shaft 20 and the anchorage ground improvement body 40 are formed, and the axis of the main tunnel 51 across the ends. It is preferable to install in a portion adjacent to the direction.

  In the shaft construction process, as shown in FIG. 4 and FIGS. 5A and 5B, a plurality of steel rectangles having a rectangular cross section, for example, from both ends of the construction section of the widening tunnel 50 in the main tunnel 51. The propulsion pipe 21 is propelled vertically downward by a known closed vertical propulsion method, and a plurality of these rectangular propulsion pipes 21 are arranged side by side adjacent to each other in the vertical and horizontal directions, and has a substantially hexahedral shape as a whole. A steel lining body 23 to be 20 is formed.

  That is, in the shaft construction process, for example, a known rectangular excavator 22 having a rectangular cross section is attached to the lower end portion of the rectangular propulsion pipe 21, and the rectangular propulsion pipe 21 is made to follow the rectangular excavator 22 while digging downward. The rectangular propulsion pipe 21 is installed up to a predetermined depth from the main tunnel 51 vertically downward by being continuously provided and pushed downward. The operation of installing the rectangular propulsion pipes 21 to a predetermined depth in this way is repeated a plurality of times while adjoining the vertical propulsion pipes 21 vertically and horizontally, so that the rectangular propulsion pipes 21 are integrated into a rectangular shape in plan view. For example, the hexagonal steel cover having a length of about 15 to 18 m in the axial direction of the main tunnel 51, a length of about 8 to 10 m in the width direction, and a depth of about 18 m in the vertical direction. The work body 23 is constructed on the ground below the main line tunnel 51. After that, in the constructed steel lining body 23, the partition walls 23b formed by the respective rectangular propulsion pipes 21 are arranged in a grid in the vertical and horizontal directions by partitioning the inner region surrounded by the four sides by the portion that becomes the outer peripheral wall 23a. Cut and remove the part. Thereby, the partition wall 23b is removed from the underground pit 20 that has secured a work space of a considerable size with the plurality of rectangular excavators 22 left in the ground (see FIGS. 7A to 7C). After being surrounded by the outer peripheral wall 23a of the steel lining body 23, the steel lining body 23 is constructed at both ends of the construction section of the widening tunnel 50, respectively. The built underground pit 20 is used as a starting mine and a reaching mine of the circumferential shield machine 31 in the circumferential shield construction process.

  In the circumferential shield construction process, as shown in FIG. 6 and FIGS. 7A to 7C, a known circumferential shield machine 31 was started and started from each built shaft 20. By causing the circumferential shield machine 31 to reach the same underground shaft 20, the circumferential shield tunnel 30, which is the work tunnel when constructing the pipe roof 12 and the buttock ground improvement body 40, is installed in the construction section of the widening tunnel 50. Each is formed at both ends.

  In the present embodiment, the circumferential shield machine 31 is a known shield machine having a rectangular cross section with a shield height of, for example, about 3 to 4.5 m, and preferably having a muddy water type curvature. The circumferential shield machine 31 receives a driving force from a main push jack 33 (see FIG. 7B) installed in the underground shaft 20, and has a rectangular section and a curved portion lining segment 32 that can be curved. Can be excavated along the circumference of the diameter that is slightly larger than the outer diameter of the widening tunnel 50 until reaching the underground shaft 20. Thereby, the circumferential shield mine 30 extending in an annular shape by the curved line lining segment 33 is widened along a circular cross section in which the pipe roof 12 is formed in a cylindrical shape in the pipe roof construction process described later. It will be provided at both ends of the construction section of the tunnel 50 respectively.

  In the pipe roof construction process, as shown in FIGS. 8 and 9, the circumferential shield mine provided at the other end from the circumferential shield mine 30 provided at one end of the construction section of the widening tunnel 50. Toward 30, a plurality of pipe roof materials 11 are pushed into the ground while being excavated by a known pipe roof excavation method. As a result, a cylindrical pipe roof 12 is formed, which is configured by burying the plurality of pipe roof materials 11 side by side in the circumferential direction.

  That is, in this embodiment, a muddy water type propulsion method that can be constructed even under high water pressure is adopted as the pipe roof excavation method, and the pipe roof material 11 has a size that allows an operator to work inside, for example, about φ2.0 m. These pipe roof materials 11 are pushed into the ground using the steel pipes, so that the plurality of pipe roof materials 11 are extended to the ground of the outer peripheral portion of the widening tunnel 50 constructed in the ground. Each is embedded in the installation direction. In addition, the pipe roof material 11 is pushed into the ground from the circumferential shield mine 30 by the pipe roof excavation method, and the work is constructed in the ground by repeating a plurality of times at a predetermined pitch in the circumferential direction of the circumferential shield mine 30. A plurality of pipe roof materials 11 may be embedded in the ground of the outer peripheral portion of the widening tunnel 50 in a circumferential direction along a circular cross section including an arcuate cross section with a predetermined interval. It becomes possible. Further, by this, a cylindrical shape that receives a load from the surrounding ground in advance when excavating the widening tunnel 50 by a plurality of pipe roof members 11 embedded in a circumferential direction along a circular cross section including an arc-shaped cross section. The pipe roof 12 can be formed.

  And in this embodiment, in the above-mentioned pipe roof construction process, a plurality of pipe roof materials 11 embed | buried in the earth along the circular cross section containing an arc-shaped cross section are connected connection steel materials, as shown in FIG. The cylindrical pipe roof 12 capable of exhibiting the arch effect is formed by being integrally connected by a pipe roof connection structure 36 including the pressure-resisting support body 34 and the pressure-resistant support ground body 35. As a result, the support in the transverse direction that supports the load in the transverse direction (cross-sectional direction) of the widening tunnel 50 is efficiently applied to the ground of the outer peripheral portion of the widening tunnel 50 by the pipe roof 12 using the plurality of pipe roof materials 11. It becomes possible to provide.

  That is, in this embodiment, the pipe roof connection structure 36 extends in the extending direction of the widening tunnel 50 as shown in FIGS. 8 and 9 on the ground of the outer peripheral portion of the widening tunnel 50 constructed in the ground. And a plurality of pipe roof materials 11 that are embedded in a line along the arc-shaped cross section (circular cross section including the arc-shaped cross section in the present embodiment) with a space therebetween (see FIGS. 8 and 9). Are connected to each other so that a load from the ground can be integrally supported, as shown in FIG. 10, each pair of pipe roof members 11 adjacent to each other in the direction along the arc-shaped cross section, A pressure-resistant supporting ground provided by interposing a connecting and connecting steel material 34 that connects the pipe roof materials 11 to each other and an interval between each pair of adjacent pipe roof materials 11 by fixing the end portions 34a on both sides. Body 3 It is configured to include and.

  Further, in the present embodiment, the plurality of pipe roof members 11 are embedded in a ground at an upper portion of at least the upper portion of the widening tunnel 50 constructed in the ground, arranged side by side in the direction along the arc-shaped cross section. (See FIG. 8) Preferably, in the ground of the outer peripheral portion of the widening tunnel 50 constructed in the ground, the entire circumference is arranged at intervals in the circumferential direction along the circular cross section including the arc-shaped cross section. It is buried (see FIG. 9).

  Furthermore, in this embodiment, as shown in FIG. 10, the connecting and connecting steel material 34 is provided in two steps on the radially inner and outer portions of the arc-shaped cross section in the interval portion between each pair of adjacent pipe roof materials 11. The pressure-resistant supporting ground body 35 is provided in a region sandwiched between the connecting and connecting steel members 34 arranged in these two stages.

  In the present embodiment, the pipe roof connection structure 36 including the connection connection steel material 34 and the pressure-resistant support ground body 35 can be easily formed by work from the inside of the pipe roof material 11. . That is, in this embodiment, the pipe roof material 11 is made of, for example, a steel pipe having a size of about φ2.0 m so that an operator can enter and work, and the connection connecting steel material 34 and the pressure-resistant support material are supported. Various materials and equipment necessary for constructing the ground body 35 can be carried into the pipe roof material 11.

  In the present embodiment, the connection connecting steel material 34 constituting the pipe roof connection structure 36 has a length that can be disposed across each pair of adjacent pipe roof materials 11. As the connection connecting steel material 34, various steel members for connection which can join the end portion 34a to the pipe roof material 11 by welding or joining hardware such as a long and narrow connecting steel plate or a steel bar are used. Can do. In the present embodiment, for example, a PC steel rod having a diameter of about 30 mm, which is a steel rod excellent in tensile strength and having, for example, male screw portions provided at both ends, can be preferably used as the connection connecting steel material 34.

  In the present embodiment, for example, the pipe roof material 11 is penetrated from one of a pair of adjacent pipe roof materials 11 toward the other pipe roof material 11, and the ground of these gap portions is provided. The PC steel rod 34 is inserted so as to straddle between the pipe roof members 11 on both sides in the insertion hole formed by perforating. Thereafter, the male threaded portions of the end portions 34a on both sides of the PC steel bar 34 are fastened to the fastening base 37 installed by welding or the like inside each pipe roof material 11 using the nut members 38, respectively. To do. As a result, the connecting and connecting steel members 34 made of PC steel rods are fixed so that the end portions 34a on both sides are fastened to the pipe roof members 11 on both sides and straddle each of the pair of pipe roof members 11. In addition, each of the pair of pipe roof members 11 can be firmly connected.

  Moreover, in this embodiment, it is preferable that the connection connection steel material 34 which consists of PC steel bars is attached to the extension direction of the pipe roof material 11 with a pitch of 30-100 cm, for example. Since the connection connecting steel material 34 is attached in the extending direction of the pipe roof material 11 at a pitch of 30 to 100 cm, it is more effective as a tensile material for firmly connecting each pair of adjacent pipe roof materials 11. In addition, the pressure-resistant support ground body 35 provided in the space between the pair of adjacent pipe roof members 11 can be more effectively restrained.

  In the present embodiment, the connecting and connecting steel material 34 preferably made of a PC steel rod is divided into two stages on the radially inner portion and the outer portion in the interval portion between each pair of adjacent pipe roof materials 11 as described above. Arranged and attached. As a result, the pressure-resistant supporting ground body 35 provided in the space between each pair of adjacent pipe roof members 11 is more firmly restrained by being sandwiched from the inside and outside by the connection connecting steel members 34 arranged in two stages. Therefore, the pressure-resistant supporting ground body 35 can be made to function more effectively as a compression material. In addition, by this, the arch effect due to each pair of adjacent pipe roof members 11 being continuously connected in an arc through the connection connecting steel member 34 and the pressure-resistant supporting ground body 35 is exhibited in the pipe roof 12 in a more stable state. It becomes possible to make it. In addition, as a result, the support work in the transverse direction of the widening tunnel 50 that supports the load from the surrounding ground is further improved by the cylindrical pipe roof 12 in which the plurality of pipe roof materials 11 are integrated in the circumferential direction. It can be formed well and firmly.

In the present embodiment, the pressure-resistant support ground body 35 constituting the pipe roof connection structure 36 is interposed in the space between the adjacent pair of pipe roof materials 11 in the plurality of pipe roof materials 11 embedded in the ground. There is a padded ground body that functions as a compression material. After the cylindrical pipe roof 12 made of a plurality of pipe roof materials 11 is formed in the ground, the pressure-resistant support ground body 35 is excavated inside and receives a load from the surrounding ground. When exerting the arch effect, the compressive force generated at the space between the pair of adjacent pipe roof members 11 along the circumferential direction of the pipe roof 12 is, for example, 2 N / It is formed so as to have a compressive strength of about mm ² .

  In the present embodiment, the pressure-resistant support ground body 35 having such compressive strength improves the ground at the space between each pair of adjacent pipe roof materials 11 by, for example, work from the inside of the pipe roof material 11. Thus, it can be provided by forming an improved ground having a predetermined compressive strength. The improved ground uses, for example, a hollow steel pipe member in which an injection hole is formed in the outer peripheral portion as the connection connecting steel material 13, and the steel pipe member is connected from the inside of the pipe roof material 11 through the steel pipe member. It can also form in the space | interval part of each pair of adjacent pipe roof materials 11 by pressing-in a ground improvement material to circumference | surroundings.

  Further, the pressure-resistant supporting ground body 35 having such compressive strength has a predetermined compressive strength after solidifying the ground portion between the adjacent pair of pipe roof materials by work from the inside of the pipe roof material. It can also be provided by solidified grout material, replacing the grout material.

  Furthermore, the pressure-resistant supporting ground body 35 having such compressive strength is used when the ground in a portion where the plurality of pipe roof materials 11 are embedded is, for example, a dough layer having a predetermined compressive strength. By using the ground of the natural ground having a predetermined compressive strength as it is, the pressure-resistant supporting ground body 35 provided between the pair of adjacent pipe roof members 11 can be provided.

  In addition, as described above, the work of connecting each pair of adjacent pipe roof materials 11 together by the pipe roof connecting structure 36 is sequentially pushed into the ground at intervals in the circumferential direction in the pipe roof construction process. Among the plurality of pipe roof materials 11, when some of the pipe roof materials 11 are embedded in advance, the subsequent pipe roof material 11 is transferred from one circumferential shield well 30 to the other circumferential shield. It can be carried out simultaneously with or in parallel with the work of sequentially pushing into the ground toward the pit 30. Moreover, the operation | work which connects each pair of adjacent pipe roof material 11 integrally by the connection structure 10 of the pipe roof of this embodiment is implemented simultaneously or in parallel with the collar part improvement body formation process constructed | assembled subsequently. You can also By these, it becomes possible to suppress effectively that a construction period will be delayed.

  In the above-mentioned tunnel construction method in the tunnel construction method, as shown in FIGS. 11 and 12 (a) and 12 (b), by improving the ground inside each circumferential shield mine 30, the ground is improved. The buttocks ground improvement body 40 is formed at both ends of the construction section of the widening tunnel 50. That is, in the heel part improvement body formation process, by the operation | work from the inside of each circumferential shield mine 30 in the edge part of the both sides of the construction area of the widening tunnel 50, or the inside of the pipe roof material 11 of the part adjacent to this. For example, from the upper part to the lower part of each circumferential shield mine 30, by using the known ground improvement device 42, preferably by improving the ground by a high-pressure jet stirring method, the cylindrical unit improvement body 41 is It is formed in the ground in the radial direction surrounded by the circumferential shield pit 30. Further, by repeating the ground improvement by such a high-pressure jet agitation method a plurality of times on the inner ground of the circumferential shield mine 30, a plurality of cylindrical unit improvement bodies 41 superimpose their outer peripheral portions. However, the buttocks ground improvement body 40 (see FIGS. 12A and 12B) formed integrally by being arranged side by side in the vertical and horizontal directions is arranged at the ends on both sides of the construction section of the widening tunnel 50. The gap between the shield mine 30 and the main tunnel 51 is closed so that it is constructed inside each circumferential shield mine 30.

  As a result, the excavation area of the construction section of the widening tunnel 50 is surrounded by the pipe roof 12 formed in a cylindrical shape, the circumferential shield mine 30 and the buttock ground improvement body 40 at both ends. Therefore, in the excavation and lining process, these inner regions are excavated in a stable state while the pipe roof 12 and the buttock ground improvement body 40 support the load from the outer ground. It becomes possible.

  In the excavation and lining process, as shown in FIGS. 13 to 20, the periphery is surrounded by the pipe roof 12 formed in a cylindrical shape, the circumferential shield mine 30 and the buttock ground improvement body 40 at both ends. The inner region is excavated from the upper part to the lower part, covers the inner wall surface of the pipe roof 12 exposed by excavation and the inner wall surface of the buttock ground improvement body 40, and is directed from the upper part to the lower part by a so-called reverse winding method. Then, the reinforced concrete lining bodies 17 and 43 are sequentially formed.

  That is, in the excavation and lining process, for example, a backhoe or a bulldozer is used as the excavating machine 44, and the excavation work of the widening tunnel 50 is sequentially performed from the upper part to the lower part of the excavation area inside the pipe roof 12 ( 13 and 14), from the upper step toward the lower step, the inner wall surface of the pipe roof 12 exposed by excavation is covered so as to be made of reinforced concrete by the construction structure 10 of the tunnel lining body of this embodiment described later. The lining body 17 (in this embodiment, made of reinforced steel concrete) is sequentially constructed (see FIGS. 15 to 19). In addition, a covering body 43 (see FIG. 20) of a heel part made of, for example, reinforced concrete or reinforced steel concrete is sequentially constructed so as to cover the inner wall surface of the heel part ground improvement body 40 exposed by excavation.

  Here, in the excavation work of the widening tunnel 50, as shown in FIGS. 13 and 14, due to the large rigidity of the pipe roof material 11 constituting the pipe roof 12, the function as a receiving support work in the tunnel extending direction is used. In addition to improving the stability of the natural ground, it is possible to more efficiently perform the excavation work in the direction in which the tunnel extends while suppressing deformation of the natural ground. Further, in the present embodiment, since each pair of adjacent pipe roof members 11 are integrally connected by the above-described pipe roof connection structure 36, the pipe roof 12 is supported in the tunnel transverse direction (cross-sectional direction). It becomes possible to function as.

  In excavation work on the upper stage of the widening tunnel 50, a sediment discharge pipe 53 (see FIG. 14) from the work space to the main tunnel 51 is installed by, for example, steel pipe propulsion from the main tunnel 51, and the sediment discharge pipe 53 By inserting the excavated earth and sand, the excavated earth and sand can be carried out through the main tunnel 51. The unnecessary portion of the main tunnel 51 exposed as the excavation work proceeds from the upper stage to the lower stage of the excavation area can be crushed using, for example, a crushing machine and removed together with excavated earth and sand.

  And the construction structure 10 of the tunnel lining body of this embodiment is the excavation and lining process of pipe roof 12 by the several pipe roof material 11 embed | buried in the extending direction of a tunnel by the above-mentioned pipe roof construction process. It is a construction structure for forming a lining body 17 made of reinforced concrete (in this embodiment, reinforced steel concrete) inside, as shown in FIGS. 1 and 15 to 19. A water stop plate (in this embodiment, a water stop iron plate) 13 (see FIG. 1 and FIG. 15 (a)) attached along the inner peripheral surface of the tunnel, closing the interval portion of the pipe roof material 11; A plurality of anchor rod members 15a (see FIGS. 1 and 15 (b)) attached at one end to the pipe roof material 11 and projecting from the pipe roof material 11 toward the inside of the tunnel, and this A steel support member 14 (see FIGS. 1 and 15 (b)) that is supported by the plurality of anchor rod members 15a and is mounted along the inner peripheral surface of the tunnel and spaced apart from the pipe roof material 11; Reinforcing bars 18 (see FIG. 1 and FIG. 15C) arranged along the inner peripheral surface of the tunnel supported by the supporting member 14 and / or the plurality of anchor rod members 15, and the supporting member 14 made of steel. A skin plate 19 (see FIG. 1 and FIG. 15 (d)) that is mounted along the inner peripheral surface of the tunnel and spaced apart from the steel support member 14, the skin plate 19, and the water stop plate 13. Concrete 16 (see FIGS. 1, 15 (e), (f)) that is placed and hardened between the two is configured.

  Moreover, in this embodiment, one end part is joined to the steel support member 14, and a plurality of inner anchor rod members 15 b (see FIG. 1 and FIG. 14B) are inward of the tunnel from the steel support member 14. The skin plate 19 is attached to the steel support member 14 while being supported by the steel support member 14 through the plurality of inner anchor rod members 15b. . In this embodiment, the reinforcing bar 18 is supported by these inner anchor rod members 15 b and is also arranged inside the steel support member 14.

  In the present embodiment, a water stop plate 13 is preferably used as the water stop plate 13 that is attached along the inner peripheral surface of the tunnel by closing the space between the adjacent pair of pipe roof members 11. The water-stopping iron plate 13 is joined by welding or the like by work from the inside of the tunnel, preferably at the edge located on the innermost side of the tunnel on the outer peripheral surface of the pipe roof material 11 on both sides. As shown in FIG. 1, the ground surface exposed to the space portion between each pair of adjacent pipe roof members 11 is covered from the inside of the tunnel, and the space portions are attached in a closed state. Prior to attaching the still water iron plate 13, sprayed concrete is appropriately sprayed on the ground surface exposed at the space between the pair of pipe roof members 11, thereby stabilizing the ground surface. In addition, after the waterstop iron plate 13 is attached, the gap between the ground surface or shotcrete in the space between the pair of pipe roof members 11 and the waterstop iron plate 13 is filled, and backfilling with grout or the like is performed. The material is appropriately filled.

  The plurality of anchor rod members 15a attached so as to protrude from the pipe roof material 11 toward the inside of the tunnel are made of steel rods having a thickness of, for example, about 32 mm and having male screw portions formed at both ends. Each anchor rod member 15a is attached to, for example, a cap nut 15c attached to the innermost part of the inner peripheral surface of the pipe roof material 11 by an operation inside the pipe roof material 11, for example, at one end. By fastening and joining the male screw part, the pipe roof material 11 is protruded inward of the tunnel, and is attached in a state of being extended with a length of about 1000 mm, for example.

  The steel support member 14 supported by the plurality of anchor rod members 15a and attached along the inner peripheral surface of the tunnel is made of, for example, H-300 × 300 × 10 × 15 H-section steel. The steel support member 14 includes, for example, an anchor rod member 15a inserted through an insertion hole formed in the upper and lower flange portions, a male screw portion at the other end of the anchor rod member 15a, and a nut member on the lower surface of the lower flange portion. They are joined by fastening using 15d, and are attached in a state of being separated from the pipe roof material 11 and extending in the circumferential direction along the inner peripheral surface of the tunnel. In the present embodiment, the steel support members 14 are attached to a plurality of locations at intervals with a pitch of, for example, about 2000 mm in the extending direction of the tunnel.

  The plurality of inner anchor rod members 15b attached so as to protrude from the steel support member 14 toward the inside of the tunnel are also made of steel rods having a thickness of, for example, φ32 mm and male screw portions formed at both ends. Become. Each inner anchor rod member 15b is inserted, for example, at one end thereof into an insertion hole formed in the lower flange portion of the steel support member 14, and is tightened using a nut member 15e on the upper surface of the lower flange portion. It attaches by attaching | wearing, it is made to protrude toward the inner side of a tunnel from the steel support member 14, and is attached in the state extended by about 700 mm in length, for example.

  The reinforcing bars 18 supported by the anchor rod member 15a, the steel support member 14, and the inner anchor rod member 15b are made of deformed reinforcing bars having a thickness of about D19 to 35, for example. In the space where the concrete 16 between the waterstop iron plate 13 and the skin plate 19 is placed, the reinforcing bars 18 are arranged to extend vertically and horizontally at a pitch of about 125 to 250 mm, for example.

  The skin plate 19 supported by the steel support member 14 and attached along the inner peripheral surface of the tunnel is made of, for example, a steel plate having a thickness of about 6 mm, and is curved and formed into a shape along the inner peripheral surface of the tunnel. ing. A large number of reinforcing ribs 19a are provided on the outer surface of the skin plate 19 on the steel support member 14 side so as to protrude outward (see FIG. 1B). The skin plate 19 is inserted through the insertion hole formed in the skin plate 19 with the other end portion of the inner anchor rod member 15 b, and the inserted other end portion is inserted into the inner surface of the skin plate 19 with a nut member 15 f. It joins by fastening using, and it attaches in the state supported from the steel support member 14 via the inner anchor rod member 15b. As a result, a space in which concrete 16 is placed having a thickness of, for example, about 1300 mm is maintained between the attached skin plate 19 and the still water steel plate 13.

  Further, in the present embodiment, along the inner surface of the skin plate 19, the large pulling member 19b is attached to a plurality of locations at intervals in the circumferential direction in a state of extending in the axial direction of the tunnel. The large pulling member 19b is sandwiched between the inner surface of the skin plate 19 and the nut member 15f when the other end portion of the inner anchor rod member 15b is fastened to the inner surface of the skin plate 19 using the nut member 15f. Fixed in a fixed state. By attaching the large pulling member 19b, when the concrete 16 is placed in the space between the skin plate 19 and the still water iron plate 13, the load applied by the concrete 16 before hardening is caused by the skin plate 19. It becomes possible to support in a more stable state.

  In the present embodiment, the concrete 16 placed in the space between the skin plate 19 and the water stop plate 13 is preferably high-fluidity concrete. By using the high fluidity concrete 0 as the concrete 16, even when the concrete 16 is placed in the upper space of the tunnel, which is difficult to be compacted particularly by a vibration vibrator, Concrete 16 can be placed. The concrete 16 can be injected and filled from an injection tube 28 (see FIGS. 15E and 15F) provided on the skin plate 19 and placed.

  And in this embodiment, the construction structure 10 of the tunnel lining body having the above-described configuration is constructed sequentially from the upper part of the tunnel toward the lower part by the construction method of the tunnel lining body described below. It becomes possible to form a reinforced concrete lining body.

  That is, the construction method of the tunnel lining body of the present embodiment includes a plurality of tunnels embedded in the circumferential direction of the tunnel extending in the tunnel extending direction in the ground of the outer peripheral portion of the tunnel constructed in the ground. 15 is a construction method for forming a reinforced concrete lining body 17 on the inside of the pipe roof 12 by the pipe roof material 11, for example, as shown in FIGS. As the step of constructing the lining body 17 of the step, the step of closing the gap portion between each pair of adjacent pipe roof members 11 and attaching the water stop plate 13 along the inner peripheral surface of the tunnel (FIG. 15A )), And joining one end of the pipe roof material 11 and attaching a plurality of anchor rod members 15a so as to protrude from the pipe roof material 11 toward the inside of the tunnel (see FIG. 15B). When A step (see FIG. 15B) of attaching the steel support member 14 to the pipe roof material 11 along the inner peripheral surface of the tunnel, supported by the plurality of attached anchor rod members 15a (see FIG. 15B), and a steel support The step of arranging the reinforcing bars 18 along the inner peripheral surface of the tunnel supported by the member 14 and / or the plurality of anchor rod members 15a (see FIG. 15C), and preferably the inner side of the steel support member 14 A step of attaching the skin plate 19 along the inner peripheral surface of the tunnel, supported by the anchor rod member 15b and spaced from the steel support member 14 (see FIG. 15D), and the attached skin plate 19 It includes a step (see FIGS. 15 (e) and 15 (f)) in which concrete 16 is placed and cured in a portion between the water stop plate 13.

  Moreover, in this embodiment, in the state which made the steel support member 14 and the edge part of the reinforcing bar 18 protrude, in the lower end part of the area | region where the concrete 16 between the skin plate 19 and the water stop plate 13 is laid, It includes a step (see FIG. 15 (d)) in which the bottom mold frame 29 is preferably supported by the support frame 29a (see FIG. 15 (d)). While adding the support member 14 and the reinforcing bar 18 downward, the above-described steps are repeated to sequentially form a covering body from the upper part to the lower part.

  That is, in this embodiment, when the first-stage covering body 17 is constructed according to the steps shown in FIGS. 15 (a) to 15 (f), as shown in FIGS. 16 (a) to (f), the bottom mold 29 and the support frame 29a are removed (see FIG. 16A), and the second-stage ground inside the pipe roof 12 is excavated (see FIG. 16B). Thereafter, the gap between adjacent pipe roof members 11 in the side regions on both sides exposed below the first stage covering body 17 by the second stage excavation is closed, and along the inner peripheral surface of the tunnel. The water stop plate 13 is attached and one end portion is joined to the pipe roof material 11, and a plurality of anchor rod members 15a are attached to the pipe roof material 11 so as to protrude inward of the tunnel (FIG. 16C). )reference). Moreover, it connects with the steel support member 14 and the edge part of the reinforcing bar 18 which protrude from the lower end part of the 1st-stage covering body 17, The steel support member of the 2nd-stage cover body 17 is below these 14, rebar 18 and skin plate 19 are attached (see FIG. 16D). Furthermore, after the bottom mold 29 is installed in a state where it is preferably supported by the support frame 29a (see FIG. 16D), the concrete 16 is placed in a portion between the skin plate 19 and the water stop plate 13. (See FIGS. 16 (e) and 16 (f)) to construct a second-stage lining body 17.

  When the second-stage lining body 17 is constructed, as shown in FIGS. 17A to 17D, the bottom mold frame 29 and the support frame 29a are removed (see FIG. 17A), and the pipe roof 12 The third level ground inside is excavated (see FIG. 16B). Thereafter, the gap between adjacent pipe roof members 11 is closed along the inner peripheral surface of the tunnel in the side regions on both sides exposed below the second stage covering body 17 by the third stage excavation. The water stop plate 13 is attached and one end portion is joined to the pipe roof material 11, and a plurality of anchor rod members 15a are attached to the pipe roof material 11 so as to protrude inward of the tunnel (FIG. 17B). )reference). Moreover, it connects with the steel support member 14 and the edge part of the reinforcing bar 18 which protrude from the lower end part of the 2nd-stage covering body 17, The steel support member of the 3rd-stage cover body 17 is below these 14, rebar 18 and skin plate 19 are attached (see FIG. 17C). Further, after the bottom mold 29 is installed in a state where it is preferably supported by the support frame 29a (see FIG. 17 (c)), the concrete 16 is placed in a portion between the skin plate 19 and the water stop plate 13. Then, the third lining body 17 is constructed (see FIG. 17D).

  When the third-stage lining body 17 is constructed, as shown in FIGS. 18A to 18D, the bottom mold frame 29 and the support frame 29a are removed, and the lowest four stages inside the pipe roof 12 are removed. The ground of the eye is excavated (see FIG. 18 (a)). Thereafter, the gap between adjacent pipe roof members 11 in the lower region exposed below the third stage covering body 17 by the fourth stage excavation is closed, and water is stopped along the inner peripheral surface of the tunnel. At the same time as attaching the plate 13, one end is joined to the pipe roof material 11, and a plurality of anchor rod members 15 a are projected from the pipe roof material 11 toward the inside of the tunnel. It connects with the steel support member 14 which protrudes from the lower end part of the process body 17, and the edge part of the reinforcing bar 18, and attaches the steel support member 14 of the cover body 17 of the lower area | region of the lowest stage to these downwards (FIG. 18 (b)). Moreover, it connects with the edge part of the reinforcing bar 18 which protrudes from the lower end part of the 3rd-stage covering body 17, and attaches the reinforcing bar 18 of the lower area | region of the lowest stage below these (refer FIG.18 (c)). Then, the skin plate 19 in the lower region at the bottom is attached (see FIG. 18D).

  When the lowermost skin plate 19 is attached, the space between the water stop plate 13 and the skin plate 19 in the lower region of the tunnel in which the steel support members 14 and the reinforcing bars 18 are arranged is shown in FIG. As shown in FIG. 19 (b), by placing concrete, an annular continuous covering 50 made of reinforced steel concrete having a steel support member 14 as a steel frame and having a circular hollow cross-sectional shape is formed. As shown in FIG. 5, the cover is constructed as a covering body that covers the inner peripheral surface of the widening tunnel 50 for interchange with a large cross section.

  In the present embodiment, in order to construct the buttock lining body 43 in the excavation and lining process, as shown in FIG. 20, for example, the inner wall surface of the buttock ground improvement body 40 exposed by excavation is preferable. While spraying the sprayed concrete 48, the inner wall surface is reinforced by driving a plurality of lock bolts 49 toward the buttocks ground improvement body 40. After that, by covering the inner surface of the reinforced buttock ground improvement body 40 and further attaching a waterproof sheet, by assembling a steel frame, reinforcing bar, formwork, etc. on the inner part of this, and placing concrete By the so-called reverse winding method, it is possible to construct the lining body 43 of the heel portion with an SRC (steel reinforced concrete) structure or an RC (steel reinforced concrete) structure from the upper step portion to the lower step portion.

  As a result, the wide tunnel 50 (FIG. 2) having a large cross section for connecting the main tunnel 51 and the lamp tunnel 52 surrounded by the cylindrical covering body 17 and the flange covering bodies 43 on both sides. Can be built in deep underground where no separate ground rights are required. Further, by connecting the ramp tunnel 52 to the constructed widening tunnel 50 and constructing the main body structure of the interchange, for example, an interchange for connecting the main tunnel 51 for the road and the ramp tunnel 52 is replaced with the widening tunnel. 50 can be provided inside.

  And according to the construction structure 10 and construction method of the tunnel lining body of the present embodiment having the above-described configuration, even when there is a construction error in the pipe roof material 11 embedded in the ground, a plurality of pipe roof materials 11 are provided. It is possible to easily attach the steel support member 14 to the inner side of the pipe roof 12 without much labor, and to place concrete continuously on both sides of the steel support member 14. This makes it possible to efficiently construct the reinforced concrete lining body 17.

  That is, according to the construction structure 10 and construction method of the tunnel lining body of the present embodiment, the anchor rod member 15a attached to protrude from the pipe roof material 11 toward the inside of the tunnel has a considerable length. Since the steel support member 14 extends inward of the tunnel and is supported by the anchor rod member 15a and is separated from the pipe roof material 11, the pipe roof is buried in the ground. Even when there is a construction error in the material 11, these construction errors are absorbed by the anchor rod member 15 a, and both ends of the anchor rod member 15 a are joined to the pipe roof material 11 and the steel support member 14, respectively. It becomes possible to do. As a result, for example, it is not necessary to accurately fit the fixing holes of the bolts formed on the pipe roof material or the steel support member, and the steel support member 14 is supported on the pipe roof material 11 without much labor. Now it becomes possible to attach easily.

  Further, the steel support member 14 is supported by the anchor rod member 15a and is attached in a state of being separated from the pipe roof material 11, and a water-stopping iron plate 13 attached to the pipe roof material 11 and a steel support member. Since a considerable space is maintained between the steel and the steel 14, the concrete 16 is circulated through the space, so that the concrete is continuously placed on both sides of the steel support member 14. This makes it possible to efficiently construct the reinforced concrete lining body 17 and to form the lining body 17 of higher quality.

  The present invention is not limited to the above-described embodiment, and various modifications can be made. For example, the construction structure of the tunnel lining body of the present invention does not necessarily need to be provided so as to cover the inner peripheral surface of a tunnel constructed in a deep underground, but a tunnel constructed in a shallow portion of the ground or other than a tunnel It may be provided so as to cover the inner peripheral surface of the underground structure portion. Further, the plurality of pipe roof members constituting the pipe roof do not necessarily have to be embedded in the circumferential direction along the circular cross section at intervals, and preferably have at least an arc-shaped cross section. It suffices if they are embedded in a line along the arcuate section, and may not be embedded in a line along the arcuate section. The pipe roof material does not necessarily have a circular hollow cross-sectional shape, and may have other cross-sectional shapes such as a rectangular hollow cross-sectional shape.

10 Construction structure of tunnel lining body 11 Pipe roof material 12 Pipe roof 13 Water stop plate (water stop iron plate)
14 Steel support member 15a Anchor rod member 15b Inner anchor rod member 16 Concrete 17 Covering body 18 Reinforcing bar 19 Skin plate 20 Underground shaft 21 Rectangular propulsion pipe 22 Rectangular excavator 23 Steel covering body 23a Outer wall 26 Chemical solution injection pipe 27 Segment reinforcement support 30 Circumferential shield mine 31 Circumferential shield machine 32 Curved line lining segment 33 Main push jack 34 Connecting steel (PC steel bar)
35 Pressure-resistant supporting ground body 36 Pipe roof connection structure 37 Fastening base 40 Saddle ground improved body 41 Unit improved body 43 Saddle lining body 48 Shotcrete 49 Rock bolt 50 Widening tunnel 51 Main tunnel 52 Lamp tunnel

Claims (7)

Reinforced concrete lining on the inside of the pipe roof made of a plurality of pipe roof materials that are extended in the tunnel extension direction and arranged side by side in the tunnel circumferential direction on the ground of the outer periphery of the tunnel built in the ground A construction structure of a tunnel lining body for forming a body,
The gap portion between each adjacent pair of the pipe roof materials is closed, a water stop plate attached along the inner peripheral surface of the tunnel, and one end portion of the pipe roof material are joined together. A plurality of anchor rod members attached to protrude toward the inside of the tunnel, and supported by the plurality of anchor rod members, are attached along the inner peripheral surface of the tunnel apart from the pipe roof material. A steel support member, the steel support member and / or the plurality of anchor rod members are supported by reinforcing bars arranged along the inner peripheral surface of the tunnel, and the steel support member is supported, A skin plate spaced apart from the steel support member and attached along the inner peripheral surface of the tunnel, and concrete hardened by being placed in a portion between the skin plate and the water stop plate. Building structure of a tunnel lining member to be.   One end is joined to the steel support member, and a plurality of inner anchor rod members are attached to the steel support member so as to protrude inward of the tunnel, and the plurality of inner anchor rod members are attached to the steel support member. The construction structure of the tunnel lining body according to claim 1, wherein the skin plate is attached to be separated from the steel support member by being supported by the steel support member.   The construction structure of a tunnel lining body according to claim 1 or 2, wherein the pipe roof material has a circular hollow cross-sectional shape.   The plurality of pipe roof materials are embedded in a ground at an outer peripheral portion of a tunnel built in the ground with a gap in a direction along an arc-shaped cross section. Construction structure of the tunnel lining body.   The plurality of pipe roof members are embedded in the ground at the outer peripheral portion of the tunnel constructed in the ground, arranged in a circumferential direction along the circular cross section including the arc-shaped cross section at intervals. The pipe roof connection structure according to claim 4. Reinforced concrete lining on the inside of the pipe roof made of a plurality of pipe roof materials that are extended in the tunnel extension direction and arranged side by side in the tunnel circumferential direction on the ground of the outer periphery of the tunnel built in the ground A tunnel lining body construction method for forming a body,
A step of closing a gap between adjacent pipe roof members and attaching a water stop plate along the inner peripheral surface of the tunnel; and joining one end of the pipe roof member to a plurality of anchor rod members Projecting from the pipe roof material toward the inside of the tunnel and attaching the steel support member to the pipe roof material along the inner peripheral surface of the tunnel. A step of attaching to the steel support member and the plurality of anchor rod members, a step of arranging reinforcing bars along the inner peripheral surface of the tunnel, and a step of supporting the steel support member to the steel support member. Attaching the skin plate along the inner peripheral surface of the tunnel apart from the steel support member, and placing concrete in a portion between the attached skin plate and the water stop plate Building construction method configured tunnel lining member and a curing Te.   A step of installing a bottom formwork at a lower end portion of a region where the concrete is placed between the skin plate and the water stop plate in a state where the steel support member and the end portions of the reinforcing bars are projected. And moving the region filled with the concrete downward from the upper part while repeating the steps while adding the steel support member and the reinforcing bar downward, the lining from the upper part toward the lower part. The construction method of the tunnel lining body according to claim 6, wherein the body is formed sequentially.