JP4960986B2 - Tunnel lining structure - Google Patents

Description

  The present invention relates to a tunnel lining structure.

  Patent Document 1 discloses an underground structure built using a plurality of tunnels arranged side by side. This underground structure is constructed by arranging multiple tunnels vertically and horizontally so as to substantially encompass all of the cross section, and then removing unnecessary lining of each tunnel to form a large space Built. The plurality of tunnels are constructed sequentially with a time difference, and the succeeding tunnel is constructed next to the preceding tunnel. Each tunnel is constructed by a propulsion method or a shield method.

  Here, the propulsion method is a method of constructing a tunnel by sequentially injecting a cylindrical box as a tunnel lining from the wellhead into the ground. In addition, a blade edge, an excavation machine, etc. are attached to the tip of the box. The propulsion method excavating machine excavates by the thrust of the main jack transmitted through the box. On the other hand, the shield method is a method of excavating a natural ground with an excavator installed at a tunnel face and assembling a segment to be a tunnel lining inside the excavator to construct a tunnel. In addition, a shield machine makes itself a reaction force against the segment assembled inside.

JP 2001-214699 A (paragraph 0022, FIG. 1)

  An object of the present invention is to provide a tunnel lining structure used in each tunnel when an underground structure is constructed using a plurality of tunnels arranged side by side.

  The lining structure of the tunnel according to the present invention created to solve the above problems is a lining structure used in each of the tunnels when a plurality of tunnels are arranged in parallel to construct an underground structure. A cover body having an opening at a portion facing the other adjacent tunnel, and a lid member for closing the opening, wherein the lid member is formed by a bolt and a nut. It is characterized by being detachably attached to the main body.

  When constructing an underground structure using multiple tunnels arranged side by side, if each tunnel has this lining structure, it is only necessary to remove the lid member from the lining body in each tunnel and adjoin each other. Communication between tunnels can be established.

In the present invention, the lining main body is disposed along the tunnel axis direction between the plurality of frame-shaped main girders arranged at intervals in the tunnel axis direction and the main girders adjacent in the tunnel axis direction. A plurality of vertical ribs and a skin plate disposed so as to surround the plurality of main girders, and between the main ribs adjacent in the tunnel axis direction and between the vertical ribs adjacent in the tunnel circumferential direction. the lid member is disposed. If it does in this way, a lid member can be fixed using a main girder, and since the main girder of each tunnel will remain after removing a lid member, a fall of lining rigidity is prevented. be able to. Further, in the present invention, one of the two vertical ribs facing each other with the lid member interposed therebetween is embedded in the concrete constituting the main structure of the underground structure, and the other is exposed from the concrete, It will be removed after the main structure is completed.

  The lid member may include an outer surface plate formed into a planar shape corresponding to the opening and a pair of attachment plates joined to the outer surface plate. In this case, it is preferable that the pair of mounting plates are opposed to each other with an interval that fits between the main beams adjacent in the tunnel axis direction, and the mounting plates are detachably mounted to the main beam.

  According to the tunnel lining structure according to the present invention, it is possible to easily and quickly construct an underground structure using a plurality of tunnels arranged side by side.

It is sectional drawing which shows the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention. (A) is a perspective view which shows the lining structure of the tunnel which concerns on embodiment of this invention, (b) is a perspective view which shows a cover member. It is a disassembled perspective view which shows the box which comprises the lining structure of the tunnel which concerns on embodiment of this invention. It is sectional drawing which shows the construction procedure of an underground structure, (a) And (b) is a figure explaining a tunnel construction process, (c) is a figure explaining an inner peripheral part construction process, (d) is a lining It is a figure explaining a removal process. (A) And (b) is sectional drawing for demonstrating a tunnel communication process, (c) And (d) is sectional drawing for demonstrating an inner peripheral part construction | assembly process. It is a perspective view which shows the state which has arrange | positioned the reinforcing bar between adjacent tunnels. It is sectional drawing for demonstrating the 1st modification of the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention. It is sectional drawing for demonstrating the 2nd modification of the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention. It is sectional drawing for demonstrating the 3rd modification of the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention. It is sectional drawing for demonstrating the 4th modification of the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention. It is sectional drawing for demonstrating the 5th modification of the underground structure built using the lining structure of the tunnel which concerns on embodiment of this invention.

  DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments for carrying out the present invention will be described in detail with reference to the accompanying drawings.

<Configuration of underground structure>
As shown in FIG. 1, the underground structure U according to the present embodiment includes a plurality of (six in this embodiment) tunnels T, T,... The outer peripheral portion 1 is constructed by using the outer peripheral portion 1 facing the surrounding ground G, and the inner peripheral portion 2 is formed along the inner periphery of the outer peripheral portion 1. In addition, in FIG. 1, illustration of the inner peripheral part 2 (concrete 2C and the reinforcing bar frame 2R) is abbreviate | omitted in the left half.

  Here, the cross section of the underground structure U has a rectangular shape, and the cross section of each tunnel T also has a rectangular shape. Further, the plurality of tunnels T, T,... Have the same cross-sectional shape, and the total of the cross-sectional areas of the plurality of tunnels T, T,. Are roughly equal.

  First, the lining L (lining structure) at the time of construction of each tunnel T will be described in detail. Here, each tunnel T can be constructed by a propulsion method or a shield method, but in this embodiment, a case of constructing by a propulsion method is illustrated. In addition, the lining L at the time of construction of the tunnel T faces the surrounding ground G and is left behind after the completion of the underground structure U, and on the inner side of the inner peripheral portion 2 There is a lining L2 that is exposed and removed before completion. In the following description, the remaining lining L1 may be referred to as “remaining lining L1”, and the removed lining L2 may be referred to as “removed lining L2”.

  As shown in FIG. 2 (a), the lining L during construction of each tunnel T includes a lining body LA having a plurality of openings 10a, 10a,..., And a lid member LB that closes each opening 10a. It has. Note that, in the lining main body LA of each tunnel T, each opening 10a is formed at a portion facing another tunnel T located adjacent to each other. That is, the lining structure used when constructing the tunnel T includes a lining main body LA having an opening 10a in a portion facing another adjacent tunnel T, and a lid member LB that closes the opening 10a. It can be said that it has.

  Moreover, in this embodiment, the lining main body LA is comprised including the some box 10,10, ... continuously provided in the tunnel axial direction.

  As shown in FIG. 3, the box 10 includes a skin plate 11 formed in a rectangular tube shape, and a plurality of frame-shaped main girders 12, 12,... Arranged at intervals in the tunnel axis direction, It is comprised including the some vertical rib 13,13, ... arrange | positioned along the tunnel axial direction between the adjacent main girders 12,12.

  The skin plate 11 is arranged so as to surround the plurality of frame-shaped main girders 12, 12,... And has a rectangular tube shape as a whole (see FIG. 2A), but is positioned next to each other. An opening 10a is formed at a portion facing the other tunnel T. As shown in FIG. 3, the skin plate 11 can be formed, for example, by joining a plurality of steel plate members 11a by welding. As shown in FIG. 5B, the opening 10 a is formed so as to cover at least a part of the opening 10 a.

  As shown in FIG. 3, the main girder 12 is composed of four steel plate members 12 a, 12 a,... Arranged in a frame shape along the inner surface of the skin plate 11 in the cross section of the tunnel T. Each plate member 12 a is welded to the other adjacent plate member 12 a and is also welded to the inner peripheral surface of the skin plate 11. The configuration of the main girder 12 is not limited to the illustrated one. For example, although not shown, a square steel pipe or I-shaped steel may be used instead of the plate member 12a.

  The vertical rib 13 mainly supports the thrust of the propulsion jack of the excavator K (see FIG. 4A), or the thrust of the main pushing jack installed at a wellhead not shown in the figure. (See (a)), and is made of a steel plate material joined to the inner peripheral surface of the skin plate 11 by welding. In addition, the edge part of the longitudinal direction of the vertical rib 13 is joined to the side surface of the main girder 12 by welding.

  In the present embodiment, the box 10 is made of a steel member, but may be made of a spheroidal graphite cast iron member, or may be made of a reinforced concrete member. . Moreover, although illustration is abbreviate | omitted, you may comprise the box 10 combining several segments. In this case, if the joint (seam) of the segment is positioned at the boundary between the remaining lining L1 and the removal lining L2 (see FIG. 1), the lining removal process described later can be performed easily and quickly. It becomes possible.

  The lid member LB shown in FIGS. 2A and 2B is disposed so as to face the outer plate 15 having a rectangular shape and the inner surface of the outer plate 15 (the surface on the inner space side of the lining main body LA). The pair of mounting plates 16 and 16 and the pair of reinforcing ribs 17 and 17 disposed opposite to each other between the pair of mounting plates 16 and 16 are detachably attached to the lining body LA. It has been.

  The outer plate 15 is formed in the same planar shape as the opening 10a of the lining main body LA (that is, the box 10), and is arranged flush with the outer surface (that is, the skin plate 11) of the lining main body LA. .

  The pair of mounting plates 16, 16 are opposed to each other with a distance that fits between the main beams 12, 12 adjacent in the tunnel axis direction, and are detachably fixed to the main beam 12 by bolts and nuts, respectively.

  The outer surface plate 15, the pair of mounting plates 16, 16 and the pair of reinforcing ribs 17, 17 are made of a steel plate material and are joined to each other by welding.

  Next, with reference to FIG. 1, the outer peripheral part 1 and the inner peripheral part 2 which comprise the underground structure U are demonstrated in detail. In the following description, the tunnel crossing direction means the horizontal direction or the vertical direction in FIG.

  The outer peripheral portion 1 is configured to include a plurality of remaining linings L1, L1,... Arranged so as to form a rectangular tube-shaped outer shell, and forms the main structure together with the inner peripheral portion 2. Yes. That is, the outer periphery that functions as a part of the main structure by the remaining covering L1 having a substantially L-shaped section or a substantially single-shaped section facing the surrounding ground G among the covering L having a rectangular frame shape in each tunnel T. Part 1 is configured. The remaining linings L1 and L1 adjacent to each other in the tunnel crossing direction are connected to each other via a joint J1 made of a bolt and a nut. In this way, the remaining linings L1 and L1 adjacent in the tunnel crossing direction are firmly integrated, so that the rigidity of the outer peripheral portion 1 can be improved.

  In the present embodiment, the main girder 12 and the vertical ribs 13 of the remaining lining L1 are embedded in the concrete 2C so that the outer peripheral portion 1 and the inner peripheral portion 2 are integrated. Note that a stud diver (not shown) or the like may be arranged on the inner surface of the skin plate 11 to enhance the coupling strength between the outer peripheral portion 1 and the inner peripheral portion 2.

  The inner peripheral portion 2 is provided along a plurality of reinforcing bar frames 2R, 2R,... (See FIG. 6) arranged at intervals in the tunnel axis direction (perpendicular to the paper surface in FIG. 1) and along the inner periphery of the outer peripheral portion 1. In this embodiment, the top plate 21, the bottom plate 22, and the side wall 23 are provided.

  The reinforcing bar frame 2R is composed of a plurality of reinforcing bars 24, 24,... Assembled in a frame shape along the inner periphery of the outer peripheral portion 1, and at least one of the reinforcing bars 24 is left adjacent in the tunnel crossing direction. It arrange | positions so that the boundary part of lining L1, L1 may be straddled (refer (c) of FIG. 5). If it does in this way, the rigidity of the inner peripheral part 2 will improve by the reinforcement effect of the reinforcing bar 24, and since the adjacent remaining linings L1 and L1 will be connected to each other via the reinforcing bar 24, the outer peripheral part 1 This also improves the rigidity. In the present embodiment, the reinforcing bar frame 2R is disposed on the inner air side (that is, the inner peripheral side of the inner peripheral portion 2) than the joint J1 that connects the adjacent remaining linings L1, L1. The position and number are not limited to this, and may be appropriately changed according to the magnitude of the acting load. In the reinforcing bar frame 2R, it is desirable that the end of each reinforcing bar 24 overlaps (wraps) with another adjacent reinforcing bar 24.

  The concrete 2C is placed so as to straddle the boundary portion between the remaining linings L1 and L1 adjacent to each other in the tunnel transverse direction in addition to the inner peripheral portion of each remaining lining L1 (see FIG. 5D). . In addition, it is desirable to provide the joint of the concrete 2C at a position shifted from the boundary portion (joint portion) between the remaining linings L1 and L1 so that the remaining linings L1 and L1 adjacent in the tunnel crossing direction are integrated. . In this way, the gap between the remaining linings L1, L1 generated when a plurality of tunnels T, T,... Are arranged side by side can be closed with concrete 2C. And the like can be prevented. In addition, what is necessary is just to set suitably the mix | blend and intensity | strength of concrete 2C in consideration of the magnitude | size of the load which the workability (fluidity | liquidity), a covering, and the inner peripheral part 2 should bear.

  Here, in the present embodiment, the remaining lining L1 that becomes the outer peripheral portion 1 is formed of a steel member, and the inner peripheral portion 2 includes the concrete 2C. A so-called open sandwich structure is formed by the portion 1 and the inner peripheral portion 2. Thereby, the thickness of the concrete 2C which comprises the inner peripheral part 2 can be made small, and compared with the simple reinforced concrete structure without the outer peripheral part 1, the amount of reinforcing bars can be reduced significantly.

  As described above, the underground structure U has a two-layer structure of the outer peripheral portion 1 formed by using the lining L of each tunnel T and the inner peripheral portion 2 formed along the inner periphery thereof. Therefore, the load which the outer peripheral part 1 should bear after completion can be made small by adjusting the thickness and intensity | strength of the inner peripheral part 2 suitably. That is, each tunnel T only needs to have the thickness of the lining L required at the time of construction, and therefore the lining L of each tunnel T does not become thicker than necessary.

<How to build underground structures>
Next, the construction method of the underground structure U will be described. As shown in FIG. 4, in the construction method of the underground structure U, a plurality of tunnels T, T,... (See (a) and (b) of FIG. 4), after constructing the inner periphery 2 along the lining L1 facing the surrounding ground G of each tunnel T (see (c) of FIG. 4), The lining L2 exposed to the inner space side of the peripheral portion 2 is removed (see (d) of FIG. 4).

  More specifically, the construction method of the underground structure U includes a tunnel construction process, a tunnel communication process, an inner periphery construction process, and a lining removal process described below.

  The tunnel construction process is a process in which a plurality of tunnels T, T,... Are arranged side by side so as to substantially include all of the cross section of the underground structure U to be constructed (FIG. 4 (a) and ( b)). That is, the tunnel construction process is a process of constructing the tunnel T in each of a plurality of small areas obtained by equally dividing the area where the underground structure U is constructed, and when the construction of all the tunnels T is completed. Thus, excavation and support of the area where the underground structure U is constructed is completed.

  A plurality of tunnels T, T,... Are referred to as tunnels T1 to T6 in the construction order, and the tunnel construction process will be described more specifically. First, as shown in FIG. 4 (a), a first tunnel T1 serving as a reference is constructed in a small area in the lower center of the underground structure U to be built, and next to the first tunnel T1. The second tunnel T2 and the third tunnel T3 are constructed in the small region by using the first tunnel T1 as a guide. Subsequently, as shown in FIG. 4B, a fourth tunnel T4 is constructed using this as a guide in a small region adjacent to the first tunnel T1 in the vertical (upper) direction, and the tunnel T2 and the tunnel T4 are further constructed. A fifth tunnel T5 is constructed using these as a guide in a small area adjacent to the tunnel T6, and a sixth tunnel T6 is constructed using these as a guide in a small area adjacent to the tunnel T3 and the tunnel T4. The construction order of the tunnels T1 to T6 is not limited to that shown in the figure, and may be changed as appropriate.

  Each tunnel T is constructed by sequentially pushing out (pushing) a plurality of boxes 10, 10,... (See (a) of FIG. 2) from a wellhead not shown. During construction of the tunnel T, a lubricant is poured and filled around the box 10 and replaced with a curable backing material after the construction of the tunnel T is completed. Although not shown, the boxes 10 and 10 adjacent to each other in the tunnel axis direction in each tunnel T may be connected to each other using bolts, nuts, etc. (not shown).

  In addition, the excavating machine K shown in FIG. 4A may be one that excavates itself by taking a reaction force on the box 10 located behind it (that is, one that is equipped with a propulsion jack), or a box. It may dig by the thrust of the main push jack transmitted through 10. As the cutter head of the digging machine K, for example, a cutter head having cutter spokes K1, K1,... Arranged radially and corner cutters K2, K2,. The cutter spoke K1 is configured to be extendable and contractable in the radial direction. Thereby, the excavation cross section can be made rectangular. The shape of the cutter head is not limited to the one shown in the figure, and may be changed according to the shape of the excavation cross section, soil quality, and the like. For example, although not shown, a cutter head including two oscillating cutters having a substantially diamond shape may be employed. In this case, the oscillating cutters are controlled in opposite directions so as to oscillate about the oscillating shafts and do not interfere with each other.

  As shown in FIG. 5 (b), the tunnel communication step is a step of forming the opening 10a at an appropriate position of the lining L of each tunnel T to connect the tunnels T and T adjacent in the tunnel transverse direction, More specifically, in each tunnel T, the lid member LB (see FIG. 5A) is removed from the lining main body LA (that is, the box 10) while leaving the main girders 12 to form the openings 10a. In this way, the tunnels T and T adjacent to each other in the vertical and horizontal directions are communicated. In this way, when the adjacent tunnels T and T are communicated with each other while leaving the main girders 12, 12,..., A decrease in rigidity of the lining L can be minimized. The tunnel communication process is preferably performed when the tunnel construction process is completed, but may be performed during the tunnel construction process. Moreover, the linings L and L which adjoin a tunnel crossing direction are connected through the coupling J1 which consists of a volt | bolt and a nut as needed. Further, for example, when the groundwater pressure is high, the water is injected into the joint portion A (see (b) of FIG. 4) of the linings L and L adjacent in the tunnel crossing direction, and then the tunnel T, It is good to let T communicate.

  As shown in FIG. 4 (c), the inner peripheral portion construction step is performed along the inner peripheral portion 2 (the top plate 21, the bottom plate 22, and the side wall 23) along the remaining cover L1 facing the surrounding ground G of each tunnel T. Including a rebar arranging step for arranging the reinforcing bar frame 2R in a region where the concrete 2C is to be placed and a concrete placing step for placing the concrete 2C.

  Here, in the bar arrangement process, as shown in FIG. 5C, among the plurality of reinforcing bars 24, 24,... Constituting the reinforcing bar frame 2R, at least one reinforcing bar 24 is opened in the cover L. The process of inserting in 10a is included. That is, as shown in FIG. 6, in the bar arranging process, the reinforcing bars 24 are provided in the openings 10 a provided in the lining L of each tunnel T (that is, between the main girders 12 and 12 adjacent in the tunnel axis direction). A process of inserting is included.

  Further, in the concrete placing process, as shown in FIG. 5 (d), in addition to the inner peripheral side of the remaining cover L1 of each tunnel T, the remaining cover adjacent in the tunnel crossing direction (left and right direction in the figure). Concrete 2C is placed so as to straddle the boundary between the works L1 and L1. The main girder 12 and the vertical ribs 13 of the remaining lining L1 are embedded in the concrete 2C. Moreover, when placing concrete 2C, it is necessary to install a formwork or a formwork supporting work on its inner side, but the peripheral ground G side has an outer periphery 1 (more specifically, a skin plate). Since 11) becomes a form as it is, workability is good.

  Note that the bar arrangement process and the concrete placing process may be performed in several orders for each part of the inner peripheral portion 2 (top plate 21, bottom plate 22, side wall 23, etc. shown in FIG. 1).

  The lining removal process is a process of removing the lining (removal lining) L2 exposed on the inner side of the inner peripheral portion 2 of each tunnel T, and is performed when the concrete 2C reaches a predetermined strength. Is called. In the present embodiment, since the lining L is provided with the steel box 10, for example, gas cutting or the like can be employed. Note that when the removal lining L2 is excised, the outer peripheral portion 1 and the inner peripheral portion 2 as the permanent structure that can withstand earth pressure and the like are completed, and thus it is not necessary to provide a support.

  And if the lining removal process is completed, as shown in FIG.4 (d), the underground structure U provided with the outer peripheral part 1 and the inner peripheral part 2 will be built.

  When the underground structure U is built by the construction procedure as described above, each tunnel T can be left in a closed cross section until the construction of the inner periphery 2 is completed (see FIG. 4C). It is not necessary to make the lining L of each tunnel T thicker than necessary. That is, when the construction procedure of constructing the inner peripheral portion 2 after removing the removal lining L2 of each tunnel T is adopted, each tunnel T having an open cross section until the inner peripheral portion 2 is constructed. Since the surrounding ground G has to be supported by (ie, only the remaining lining L1), at least the remaining lining L1 needs to be heavy, but after the inner peripheral portion 2 is constructed, the removed lining L2 is removed. According to the construction method of the present embodiment that adopts the construction procedure of performing, it is sufficient that the lining L of each tunnel T has a thickness required when the tunnel T has a closed cross section, and therefore, each tunnel T The lining L of T does not become thicker than necessary.

<First modification of underground structure>
Note that the structure and construction method of the underground structure U described above may be changed as appropriate. For example, in the above-described embodiment, the case where each tunnel T is constructed so that the outer peripheral surfaces of the adjacent linings L and L are substantially in contact with each other (see FIG. 1) is illustrated, as shown in FIG. When constructing each tunnel T, a gap S may be allowed to be formed between the linings L adjacent to each other in the tunnel crossing direction. In this case, the adjacent remaining linings L1 and L1 may be connected to each other via a joint J2 made of a long bolt and a nut after inserting the piece S1 into the gap S. In addition, FIG. 7 has shown the state before performing the above-mentioned lining removal process.

  In order to allow a gap S to be formed between adjacent tunnels T, T, a male cover 18A is provided on the remaining cover L1 of one tunnel T, and the remaining cover L1 of the other tunnel T is provided. A female cover 18B may be provided to cover the gap S between the tunnels T and T. Here, the male cover 18A is attached to a portion facing the peripheral ground G of the remaining lining L1, and a tip portion of the male cover 18A protrudes toward the female cover 18B. The female cover 18B is also attached to a portion facing the peripheral ground G of the remaining lining L1, and the tip portion protrudes to the male cover 18A side. A fitting portion 181 having a C-shaped cross section into which the cover 18A is inserted is formed. Each cover 18A, 18B is continuous in the tunnel axis direction (perpendicular to the paper surface). If the gap S between the tunnels T and T is covered in this way, the water stop between the tunnels T and T becomes more reliable. In addition, when the male cover 18A and the female cover 18B are provided on the portion facing the surrounding ground G of the remaining lining L1, the thickness of the concrete 2C can be reliably ensured between the remaining linings L1 and L1. It becomes like this.

<Second modification of underground structure>
Further, in the above-described embodiment, the case where the remaining linings L1 and L1 adjacent in the vertical and horizontal directions are connected via the joint J1 (see FIG. 1) made of bolts and nuts is exemplified. As shown in FIG. 8, you may connect via the joint J3 formed by loosely fitting the protrusion P provided in the other remaining cover L1 to the guide groove D provided in one remaining cover L1. In addition, FIG. 8 has shown the state before performing the above-mentioned lining removal process.

  In other words, the box 10 ′ serving as the lining L of each tunnel T is provided with both or one of the guide groove D and the protrusion P along the tunnel axis direction, and along the tunnel T constructed in advance. When pushing out the box 10 ′ to be the subsequent tunnel T, the guide grooves D and the protrusions P may be loosely fitted to connect them.

  Here, the guide groove D is a groove having a T-shaped cross section (so-called T groove) including a narrow portion D1 and a wide portion D2, and is open to the other adjacent tunnel T side.

  Further, the protrusion P has a width (thickness) of the web P1 smaller than a width of the narrow portion D1 of the guide groove D (that is, an opening width of the guide groove D), and the head P2 is cut off. Since the area is smaller than the cross-sectional area of the wide portion D2 of the guide groove D, the guide groove D enters the guide groove D with a clearance that can move up and down and left and right.

  And when each tunnel T is comprised using such box 10 ', when the preceding tunnel T meanders or is twisted, or when the tunnel T of the succeeding tunnel T ((a of FIG. Even if rolling, pitching, or the like occurs in ()), these influences are absorbed by the connecting portions of both tunnels T and T, so that the construction can be performed reliably.

  That is, when pushing out the box 10 ′ (hereinafter referred to as “following box 10 ′”) to be the succeeding tunnel T along the preceding tunnel T, the protrusion of the succeeding box 10 ′. P is inserted into the guide groove D of the box 10 ′ constituting the preceding tunnel T from the tunnel axis direction. Since the protrusion P enters the guide groove D in a loosely fitted state, Even if the tunnel T is meandering, or the rolling machine K of the succeeding tunnel T is rolling or the like, there is an inconvenience that the protrusion P and the guide groove D compete immediately. As a result, the succeeding box 10 'can be pushed out smoothly.

  The guide groove D and the protrusion P are coupled in a loosely fitted state so as to be able to cope with the meandering of the tunnel T. On the other hand, the head P2 of the protrusion P (that is, the protrusion of the protrusion P). Portion) is formed in a width dimension larger than the width of the narrow portion D1 of the guide groove D, so that the adjacent boxes 10 ', 10' are not separated more than necessary, and as a result, the dimensional accuracy is improved. It is possible to build a high underground structure.

  In addition, the structure of the guide groove | channel D and the protrusion P is not limited to what is shown in FIG. 8, You may change suitably.

<Third modification of underground structure>
Further, in the above-described embodiment, the case where the outer peripheral portion 1 forms the permanent structure together with the inner peripheral portion 2 is illustrated. However, as shown in FIG. 9, the outer peripheral portion 1 ′ is a temporary structure, The inner peripheral part 2 ′ may be a permanent structure. In addition, FIG. 9 has shown the state before performing the above-mentioned lining removal process.

  Here, since the configuration of the outer peripheral portion 1 ′, which is a temporary structure, is the same as the configuration of the outer peripheral portion 1 shown in FIG. 1, detailed description thereof is omitted, but the outer peripheral portion 1 ′ bears a burden after completion. Since it is not necessary to consider the load to be performed, it is not necessary to connect the remaining linings L1 and L1 adjacent to each other vertically or horizontally.

  Further, the inner peripheral portion 2 ′ includes an outer peripheral reinforcing bar frame 2R ′ arranged on the outer peripheral side thereof and an inner peripheral reinforcing bar frame 2R ″ arranged on the inner peripheral side thereof. At least one reinforcing bar 24 constituting the inner peripheral reinforcing bar frame 2R ″ is arranged so as to straddle the boundary portions of the remaining linings L1 and L1 (tunnels T and T) adjacent to each other vertically or horizontally. Here, the thickness and compressive strength of the concrete 2C ′ constituting the inner peripheral portion 2 ′, the position and number of the outer peripheral reinforcing bar frame 2R ′ and the inner peripheral reinforcing bar frame 2R ″, the thickness of the reinforcing bar 24, etc. It may be set on the assumption that the outer peripheral portion 1 ′ does not bear the earth pressure, etc. In FIG. 9, the concrete 2C ′ enters between the vertical ribs 13 and 13 of the outer peripheral portion 1 ′. Before placing 2C ′, fluidized soil or poorly mixed concrete may be placed.

  In addition, the construction method of the underground structure when the outer peripheral portion 1 ′ is a temporary structure is the same as that of the underground structure U (see FIG. 1) using this as a permanent structure. Description is omitted.

<Fourth modification of underground structure>
As shown in FIG. 10, when the outer peripheral portion 1 ′ is a temporary structure and the gap S is allowed to be formed between the adjacent tunnels T, T, the remaining of the one tunnel T is left. A male cover 18A may be provided on the lining L1, and a female cover 18B may be provided on the remaining lining L1 of the other tunnel T to cover the gap S between the tunnels T and T. In this case, a filling material 18C such as mortar may be filled between the covers 18A and 18B and the inner peripheral portion 2 ′.

<Fifth modification of underground structure>
When the outer peripheral portion 1 ′ is a temporary structure, a box 10 ″ shown in FIG. 11 may be used when constructing each tunnel T. The box 10 ″ is adjacent to the main body 10 ″. A filler 19 is packed in a portion located between the girders 12 and 12 and on the outer peripheral side of the inner peripheral portion 2 ′ (see FIG. 10). As the filler 19, for example, fluidized soil, poor blended concrete, or polystyrene foam can be used. If it does in this way, in FIG. 10, high quality concrete 2C 'used as inner peripheral part 2' will not enter outer peripheral part 1 ', As a result, it becomes possible to aim at cost reduction. Note that the filler 19 is placed in advance in the box 10 "in a factory or on-site before being pushed out into the ground.

<Other variations>
In the above-described embodiment, the case where the cross section of the underground structure U is rectangular is illustrated (see FIG. 1), but is not limited to this, for example, L-shaped, T-shaped, U-shaped Or a concave shape. Further, the cross section of each tunnel T is not limited to a rectangle. For example, the tunnel T may have a rounded quadrangular shape or an oval shape.

Furthermore, in the above-described embodiment, the tunnel T having the same size and shape is constructed in each of a plurality of small areas obtained by equally dividing the area in which the underground structure U is constructed (see FIG. 1). It is not always necessary to divide evenly. That is, if the total cross-sectional area of the plurality of tunnels T, T,... And the cross-sectional area of the underground structure U are approximately equal, there are two types of cross-sectional dimensions and shapes of each tunnel. It may be the above.

  In the above-described embodiment, the case where the region where the underground structure U is constructed is divided into two rows and three rows is exemplified. However, it goes without saying that the region dividing method is not limited to this.

U underground structure 1 outer periphery 2 inner periphery 2C concrete 2R rebar frame 24 rebar T (T1 to T6) tunnel L lining LA lining body LB lid member L1 remaining lining
L2 Removal lining (lining to be removed)
10 Box 10a Opening 11 Skin Plate 12 Main Girder 13 Vertical Rib 18A, 18B Cover

Claims (2)

When constructing an underground structure by arranging a plurality of tunnels in parallel, the lining structure used in each of the tunnels,
A lining body having an opening in a portion facing the other tunnel located next to the
A lid member that closes the opening,
The lining body includes a plurality of frame-shaped main girders arranged at intervals in the tunnel axis direction and a plurality of vertical ribs arranged along the tunnel axis direction between the main girders adjacent in the tunnel axis direction. And a skin plate arranged so as to surround the plurality of main girders,
The lid member is disposed between the main girders adjacent in the tunnel axial direction and between the vertical ribs adjacent in the tunnel circumferential direction , and is detachably attached to the main girders by bolts and nuts. and,
One of the two vertical ribs facing each other across the lid member is embedded in the concrete constituting the permanent structure of the underground structure, and the other is exposed from the concrete, and the permanent structure is completed. Tunnel lining structure, characterized by being removed later . The lid member includes an outer surface plate formed in a planar shape corresponding to the opening, and a pair of mounting plates joined to the outer surface plate,
The pair of mounting plates face each other with an interval that fits just between the main beams adjacent in the tunnel axis direction,
The tunnel lining structure according to claim 1, wherein each of the attachment plates is detachably attached to the main girder.

Images