JP2007016509A - Joining method of juxtaposed tunnels - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a joining method of juxtaposed tunnels, easy in construction and securing sufficient strength to earth pressure in joining work even if an overhanging length of a sub-tunnel to a main tunnel is increased. <P>SOLUTION: This method joins the main tunnel 1 and the sub-tunnel 2 juxtaposed with this main tunnel, and forms a hole 11 in opposed parts 1x and 2x of the main tunnel 1 and the sub-tunnel 2 for communicating both tunnels 1 and 2 from the inside of at least one tunnel 1 and 2. After constructing a reinforcing girder 4 having one end fixed to an inner surface of the main tunnel 1 and having the other end fixed to an inner surface of the sub-tunnel 2 by connecting a divided girder 4b to another divided girders 4a and 4c by inserting the divided girder 4b into the hole 11 from the inside of at least one tunnel 1 and 2, the main tunnel 1 and the sub-tunnel 2 are joined by removing the opposed parts 1x and 2x. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a method for joining a main tunnel and a sub-tunnel arranged in parallel therewith.

  In recent years, as shown in FIG. 8, in a road tunnel or the like, a sub-tunnel S serving as a branch line is arranged in parallel to a side portion of the main tunnel M serving as a main line, and these tunnels M and S are communicated with each other to form a ramp junction. The demand for construction has arisen, and the present inventors have created the following construction method.

  (1) The ground in the vicinity of the junction between the main tunnel M and the sub-tunnel S is improved, the segments MS and SS of the junction are fastened with bolts and nuts B, and the fastening parts are hardened by concrete placement. After the outer shells of M and S are connected in a bowl shape, the unnecessary portions of the segments SX and MX are removed.

  (2) After the ground improvement, the joint segments SS and MS are fixed by welding via the welding member W, and the outer shells of both tunnels M and S are connected in a bowl shape. Segments SX and MX are removed.

  In both methods (1) and (2), the outer portions of both tunnels M and S are connected to form a bowl-shaped tunnel, and then unnecessary portions MX and SX are removed. When the segments MX and SX are removed, the constricted portion N of the saddle type tunnel becomes difficult to load against the earth pressure.

  For this reason, in (1), in order to counter the earth pressure applied to the constricted portion N, it is necessary to increase the fastening strength of the segments MS and SS of both tunnels M and S, and it is necessary to increase the number of bolts B. However, when the number of the bolts B increases, problems such as construction accuracy and workability for centering the bolts B occur.

  In the case of (2), it is necessary to increase the number of welding members W in order to obtain sufficient joint strength at the constricted portion N. As in the case of the bolt B, construction accuracy and workability regarding the installation of the welding member W, etc. In addition to the above problem, a large amount of welding when each welding member W is welded to the segments MS and SS is also a problem.

  Such a problem becomes particularly noticeable when the amount of protrusion of the sub-tunnel S with respect to the main tunnel M is increased.

  By the way, in Patent Document 1, reinforcing girders are horizontally disposed in tunnels M and S so as to penetrate the segments MX and SX of the opposing portion of the main tunnel M and the sub-tunnel S, and one end of the reinforcing girders is arranged. A structure is disclosed in which the other end is brought into contact with the inner peripheral surface of the main tunnel M and the other end is brought into contact with the inner peripheral surface of the sub-tunnel S so as to be able to resist earth pressure applied to the constricted portion N. According to this, it is considered that the protruding amount of the sub-tunnel S with respect to the main tunnel M can be increased.

JP-A-4-169698

  However, the document 1 does not describe how the reinforcing girders that are longer than the inner diameter of the main tunnel M are assembled in the tunnels M and S and are horizontally disposed through the segments MX and SX. . With respect to the work of making the reinforcement girder penetrate the segments MX and SX, removing the unnecessary segments MX and SX, and finally joining the tunnels M and S, ensure sufficient strength against earth pressure during such work. It must be possible.

  Therefore, an object of the present invention is to provide a method for joining side-by-side tunnels that can secure sufficient strength against earth pressure during joining work and can be easily constructed even if the amount of protrusion of the sub-tunnel to the main tunnel is increased. There is.

  In order to achieve the above object, the present invention is a method of joining a main tunnel and a sub-tunnel arranged in parallel to the main tunnel and the sub-tunnel. Forming a hole communicating with the other tunnel, inserting a split beam into the hole from at least one of the tunnels, and connecting the split beam to another split beam, so that one end is on the inner surface of the main tunnel and the other is the sub-tunnel After constructing the reinforcing girder fixed to the inner surface, the main part and the sub-tunnel are joined by removing the facing part.

  Also, a method of joining the main tunnel and a sub-tunnel arranged in parallel therewith, one end is fixed to the inner surface of the main tunnel and the other end is directed to the sub-tunnel side. The split girder is supported through a truss structure, and penetrates the facing portions of both tunnels from the inside of the sub-tunnel toward the other end and / or from the inside of the main tunnel toward the direction of the other end. And forming a reinforcing girder by inserting another split girder from the inside of the sub-tunnel and / or the inside of the main tunnel into the hole and connecting to the other end. One end of the reinforcing girder Is fixed to the inner surface of the sub-tunnel, and then the opposing portion is removed to join the main tunnel and the sub-tunnel.

  When removing the facing portion, leaving a part of the facing portion, in this state, the portion in the vicinity of the facing portion of the reinforcing girder and the inner surface of the main tunnel are connected by another member, and then the part May be removed.

  The main tunnel may have a recess in a part of the circumferential direction, and the sub-tunnels may be arranged side by side so as to fit in the recess.

  Prior to forming the hole, the ground may be improved from the inside of at least one of the tunnels.

  According to the method for joining side-by-side tunnels according to the present invention, even if the amount of protrusion of the sub-tunnel with respect to the main tunnel is increased, sufficient strength against earth pressure can be ensured during the joining operation, and construction is facilitated.

  Preferred embodiments of the present invention will be described with reference to the accompanying drawings.

  1-4 is explanatory drawing which shows each process of the joining method of the parallel tunnel which concerns on this embodiment. According to the present embodiment, when the main tunnel 1 formed in the front and back direction of the drawing and the sub-tunnel 2 arranged in parallel to the main tunnel 1 are joined, the amount of protrusion of the sub-tunnel 2 with respect to the main tunnel 1 is set to be larger than the type shown in FIG. Even if it enlarges, as demonstrated below, sufficient intensity | strength with respect to earth pressure can be ensured during joining operation | work, and also it can construct easily.

  First, as shown in FIG. 1, the main tunnel 1 is formed in the front and back direction of the drawing, and the sub-tunnel 2 is formed in parallel with the main tunnel 1. The main tunnel 1 has a recess 3 in a part (left side) in the circumferential direction, and a sub-tunnel 2 is juxtaposed so as to fit into the recess 3. The main tunnel 1 and the sub-tunnel 2 are joined in the longitudinal direction. First, one end (right end 4ar) is fixed to the inner surface of the main tunnel 1 inside the main tunnel 1, and the other end (left end 4al) is connected to the sub-tunnel. A split beam 4 a directed to the tunnel 2 side is supported on the inner surface of the main tunnel 1 through a truss structure 5.

  Specifically, a curved base plate 7 having ribs 6 is fixed to the ceiling surface 1a of the main tunnel 1 at intervals in the circumferential direction, and a bundle member 5a of the truss structure 5 is vertically attached to the ribs 6 to form a bundle member 5a. A split girder 4a is horizontally attached to the lower end of the frame, and the right end 4ar of the divided girder 4a is fixed to the inner surface of the main tunnel 1 via the base plate 7 (welding, bolts, etc.) and fixed to the rib 6, and the rib 6 of the ceiling surface 1a An oblique member 5b of the truss structure 5 is interposed between the rib 8 of the split beam 4a.

  Similarly, a curved base plate 7 having ribs 6 is fixed to the bottom surface 1b of the main tunnel 1 at intervals in the circumferential direction, and the bundle members 5a of the truss structure 5 are vertically attached to the ribs 6 so that the bundle members 5a A split girder 4a is horizontally attached to the upper end, and the right end 4ar of the split girder 4a is fixed to the inner surface of the main tunnel 1 through the base plate 7 and fixed to the pillar 9, and the rib 6 of the bottom surface 1b and the rib 8 of the split girder 4a The diagonal member 5b of the truss structure 5 is interposed between them.

  A plurality of upper and lower divided girders 4 a and 4 a and truss structures 5 and 5 are provided at predetermined intervals in the axial direction of the main tunnel 1. The assembly order of the upper and lower divided digits 4a may be either first or simultaneously. Note that it is considered that only the compression and pulling acts on each bundle member 5a and diagonal member 5b, and no bending is applied (truss structure 5). For this reason, it is preferable that the bundle members 5a and the diagonal members 5b are arranged in the ribs 6 and 8 so that the center line of the bundle member 5a and the center line of the diagonal member 5b intersect at one point.

  A water-stopping agent (chemical, mortar, etc.) is injected from the inside of at least one of the main tunnel 1 and the sub-tunnel 2 toward the ground in the vicinity of the joint, and the ground improvement 10 is performed. Thereby, the water-stopping property when the hole 11 (FIG. 2) mentioned later is opened in the opposing parts 1x and 2x of the segment of both the tunnels 1 and 2 is ensured. It should be noted that either the ground improvement 10 or the assembly of the split girder 4a and the truss structure 5 described above may be earlier or simultaneously.

  Next, as shown in FIG. 2, a hole 11 that penetrates the facing portions 1x and 2x is formed from the inside of the sub-tunnel 2 toward the left end 4al of the divided beam 4a, and the inside of the sub-tunnel 2 is formed in the hole 11 Then, another divided girder 4b is inserted, and the right end 4br of the divided girder 4b is joined to the left end 4al of the divided girder 4a in the main tunnel 1 by welding, bolts and nuts or the like. The hole 11 may be formed from the inside of the main tunnel 1 toward the direction of the left end 4al of the divided beam 4a, and the other divided beam 4b may be formed from the inside of the main tunnel 1 to the hole 11. You may pass through. In this case, it is preferable to form the divided beam 4a short and secure a working space between the left end 4al and the facing portion 1x.

  Next, the right end 4cr of another divided digit 4c is abutted against the left end 4bl of another divided digit 4b and joined in the same manner in the sub-tunnel 2, and the left end 4cl of this divided digit 4c is joined to the inner surface of the sub-tunnel 2 Secure to. Thereby, the reinforcing girder 4 composed of the divided beams 4a, 4b, 4c and extending in the horizontal direction is constructed. One end (left end 4cl) of the reinforcing beam 4 is fixed to the inner surface of the sub-tunnel 2, and the other end (right end 4ar) is fixed to the inner surface of the main tunnel 1.

  The reinforcement girder 4 may be constructed by constructing the upper one after the construction of the upper one, may reverse the order, or may construct the upper and lower ones at the same time.

  The reinforcing beam 4 is not limited to the construction method described above. As shown in FIG. 5, the divided beam 4a is composed of a left divided beam 4ax and a right divided beam 4ay. After forming the hole 11, as shown in FIG. 6, the left split beam 4ax (corresponding to the split beam of claim 1) is removed from the truss structure 5 and inserted into the hole 11, and the left end of the left split beam 4ax and the sub-tunnel 2 A split girder 4e (corresponding to another split girder in claim 1) is sandwiched between the split girder 4d attached to the inner surface of the left side of the left side girder 4ax and left inside the main tunnel 1 The reinforcing girder 4 may be constructed by connecting the divided girder 4f (corresponding to another divided girder of claim 1) between the divided girder pieces 4ay. In this way, the reinforcement girder 4 can be constructed from both the main tunnel 1 and the sub-tunnel 2, so that the construction sites are dispersed and the work efficiency is improved.

  Further, from the state of FIG. 5, after the left divided beam 4ax is inserted through the hole 11 as shown in FIG. 7 and connected to the divided beam 4g attached to the inner surface of the sub-tunnel 2, the left divided beam 4ax is connected to the right end of the left divided beam 4ax. Even if the reinforcing girder 4 is constructed by connecting the divided girder 4f (corresponding to another divided girder of claim 1) between the divided girder pieces 4ay remaining inside the main tunnel 1, Good. In this way, the right divided digit 4ay, the left divided digit 4ax, and the divided digit 4h can be supplied only from within the main tunnel 1, so that the supply system can be configured with a single supply route at a low cost.

  In the method for constructing the reinforcing beam 4 described with reference to FIGS. 5 to 7, the left split beam 4 ax may be directly inserted into the hole 11 without being temporarily attached to the truss structure 5.

  When the reinforcing beam 4 is constructed in this way, as shown in FIG. 3 (FIG. 3 is a continuation process of FIG. 2), the segment of the facing portion 1x on the main tunnel 1 side is removed by fusing or loosening the bolt and nut. The portion 2xd above the upper reinforcement beam 4 and the portion 2xd below the lower reinforcement beam 4 leaving a part of the segment of the opposing portion 2x on the sub-tunnel 2 side (the portion 2xc between the upper and lower reinforcement beams 4). Remove in the same way. The portion 2xc appears to float in the air in FIG. 3, but is actually connected to the adjacent portions 2xc in the front and back direction of the drawing.

  When the facing part 1x and the parts 2xu and 2xd are removed, the tunnels 1 and 2 have an open cross section, so the rigidity of the tunnels 1 and 2 with respect to earth pressure (stiffness due to the outer shell of the tunnel itself) is significantly reduced. However, in the present embodiment, since the reinforcing girder 4 is bridged in the tunnel width direction in the main tunnel 1 and the sub-tunnel 2 prior to opening, each tunnel 1 is coupled with the load distribution effect by the truss structure 5. Even if 2 has an open cross section, sufficient rigidity against earth pressure can be secured.

  Here, in the upper and lower reinforcing girders 4, due to the earth pressure acting on the left end portion 4cl, a bending moment is generated with the connection portion Z of the bundle member 5a located at the left end of the truss structure 5 as a base point. When bending toward the inner side of the tunnel occurs in the portion between the left end portion 4cl, the portion to be bent (divided beam 4b) is pressed against the inner peripheral wall of the hole 11 formed in the part 2xc, and Deflection is suppressed. Therefore, deformation of the tunnels 1 and 2 can be prevented.

  The truss structure 5 can be omitted when the earth pressure is a predetermined value or less. In this case, the reinforcing girder 4 is a both-end fixed beam whose both ends are fixed to the inner surfaces of the tunnels 1 and 2, respectively, so that the central part (part of the divided girder 4b) receives a compressive load due to earth pressure. In this case, the split beam 4b is similarly pressed against the inner peripheral wall of the hole 11 to suppress the bending.

  In this manner, the connecting segment 12S is welded between the segments 1S and 2S of the tunnels 1 and 2 while the earth pressure received by the tunnels 1 and 2 is supported by the reinforcing girder 4, the truss structure 5 and the inner peripheral wall of the hole 11. The outer shells of tunnels 1 and 2 are connected in a bowl shape by using bolts or the like.

  Finally, as shown in FIG. 4, the reinforcing girder 4 is bent inward by additionally providing a diagonal member 13, which is another member, between another divided piece 4 b and the inner surface of the main segment 1. A part of the force is supported, and then the part 2xc is removed by fusing or loosening the bolts and nuts, and both tunnels 1 and 2 are connected.

  According to this construction method, as shown in FIG. 3, the rigidity of the tunnel against the earth pressure is increased by the reinforcing girder 4 and the truss structure 5, and the opposing portion 1x and the above portion are supported while the deflection of the reinforcing girder 4 is supported by the portion 2xc. 2xu and 2xd are removed, and the portion 2xc is removed after the bending of the reinforcing beam 4 is suppressed by the diagonal member 13 as shown in FIG. Therefore, it is possible to ensure sufficient strength against earth pressure throughout the entire joining process. Therefore, the amount of protrusion of the sub-tunnel 2 with respect to the main tunnel 1 can be made larger than that shown in FIG. 5, which is suitable for use in a junction / branch portion of an automobile tunnel.

  In addition, a vertical tunnel in which the main tunnel 1 and the sub-tunnel 2 having a smaller diameter are connected in the horizontal direction is obtained, and a wide effective cross section in the horizontal direction can be obtained. Such a saddle type tunnel can be a junction / branch portion between the main line and the branch line of the automobile tunnel by arranging a floor board on the lower reinforcing beam 4.

  Further, the above construction method can be established even if the amount of protrusion of the sub-tunnel 2 with respect to the main tunnel 1 and the diameter of the sub-tunnel 2 are larger than those of FIGS. 1 to 4, and the sub-tunnel 2 has the same diameter as the main tunnel 1. Even true. In these cases, it is preferable that the portion of the reinforcing beam 4 in the sub-tunnel 2 is supported on the inner surface of the sub-tunnel 2 via another truss structure.

  As for workability and workability, in the construction methods (1) and (2) described in the “Background art” column, the segment MS of the main tunnel M and the segment SS of the sub-tunnel S shown in FIG. Since the joint strength of both tunnels M and S is obtained by connecting and fixing by welding of B or welding member W or the like, a bolt is required to increase the rigidity of the vertical tunnel after joining so that it can counteract earth pressure. It is necessary to increase the number of nuts B and welding members W, and it is inevitable that the work accuracy and workability related to the installation of the bolts nuts B and welding members W will increase.

  On the other hand, in this embodiment, since the reinforcement girder 4, the truss structure 5 and the diagonal member 13 have obtained rigidity against the earth pressure of the vertical tunnel after connection, the connection to the segments 1S and 2S of each tunnel 1 and 2 is achieved. The fixing location (bolt fastening location etc.) of the segment 12S can be significantly reduced from the number of the bolt nuts B and welding members W described in the previous paragraph, and workability and workability are improved.

  In addition, since the divided girder 4a is attached in advance to the main tunnel 1 via the truss structure 5, and the divided girder 4b and 4c are connected to the main tunnel 1 through the hole 11 from the sub-tunnel 2, The installation work in the main tunnel 1 through the truss structure 5 and the connection work to the split beams 4a of the split beams 4b and 4c through the holes 11 are phased in the longitudinal direction in each tunnel 1 and 2. It can be done by shifting. Therefore, construction sites are dispersed and a wide work space can be easily secured.

  In addition, the reinforcing girder 4 is attached to the main tunnel 1 via the truss structure 5. The bundle members 5a and the diagonal members 5b of the truss structure 5 are bent or bent only by the earth pressure. Since it does not occur, the cross-sectional area can be reduced, and weight reduction and cost reduction can be promoted. On the other hand, since some bending is input to the reinforcing beam 4 in the vertical direction via the bundle members 5a and the diagonal members 5b, the sectional dimension in the vertical direction is made larger than that in the horizontal direction. In the illustrated example, a reinforcing plate 4x (see FIG. 3) is attached to the reinforcing girder 4 so as to correspond to the connection positions of the bundle members 5a and the diagonal members 5b.

  Moreover, standard steel materials (H steel, I steel, etc.) can be used for the reinforcing girder 4 (divided girder 4a, 4b, 4c) and truss structure 5 (bundle material 5a, diagonal material 5b), leading to cost reduction. . In addition, the strength can be calculated in the same way as a truss bridge, so design is easy and technical reliability is high. Further, since the stress is dispersed throughout, the segments 1S and 2S can be made thinner and lighter. In addition, a space for installing a member such as an air pipe 14 (duct) or an electric cable can be secured between the bundle member 5a and the diagonal member 5b of the truss structure 5.

  In addition, this invention is not limited to the said embodiment. For example, the concave portion 3 of the main tunnel 1 may be omitted, and both the main tunnel 1 and the sub-tunnel 2 may have a circular cross section, and these may be provided side by side. Further, a plurality of sub-tunnels 2 may be arranged in parallel with the main tunnel 1 and all of them may be joined, and the reinforcing beam 4 may be divided into two or more than four.

It is explanatory drawing (sectional drawing) which shows the 1st process of the joining method of the parallel tunnel which shows suitable embodiment of this invention. It is explanatory drawing which shows the following 2nd process. It is explanatory drawing which shows the 3rd process which continues. It is explanatory drawing which shows the 4th process which continues. It is explanatory drawing which shows the modification at the time of constructing a reinforcement girder. It is explanatory drawing which shows the modification at the time of constructing a reinforcement girder. It is explanatory drawing which shows the modification at the time of constructing a reinforcement girder. It is explanatory drawing of the joining method of the side-by-side tunnel which shows contrast.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Main tunnel 1x Opposing part 2 Sub tunnel 2x Opposing part 2xc Part 3 Recessed part 4 Reinforcement girder 4a Divided girder 4ar One end of the divided girder 4al The other end of the divided girder 4b Another divided girder (part in the vicinity of the opposed part of the reinforcing girder 4) )
4c Yet another divided girder 4cl One end of reinforcing girder 5 Truss structure 5a Bundling material 5b Diagonal material 10 Ground improvement 11 Hole 13 Diagonal material as another member

Claims (5)

A method of joining a main tunnel and a sub-tunnel arranged in parallel with the main tunnel,
A hole for communicating both tunnels from at least one of the tunnels is formed in the opposing portion of the main tunnel and the sub-tunnel,
By inserting a split girder from at least one tunnel into the hole and connecting the split girder to another split girder, a reinforcing girder with one end fixed to the inner surface of the main tunnel and the other end fixed to the inner surface of the sub-tunnel After
A method for joining side-by-side tunnels, wherein the opposing portion is removed to join the main tunnel and the sub-tunnel. A method of joining a main tunnel and a sub-tunnel arranged in parallel with the main tunnel,
Inside the main tunnel, a split girder whose one end is fixed to the inner surface of the main tunnel and the other end is directed to the sub-tunnel side is supported via a truss structure,
From the inside of the sub-tunnel toward the other end and / or from the inside of the main tunnel toward the direction of the other end, a hole penetrating the opposing portion of both tunnels is formed,
Build a reinforcing girder by inserting another split girder from the inside of the sub-tunnel and / or the inside of the main tunnel into the hole and connecting to the other end,
After fixing one end of the reinforcing beam to the inner surface of the sub-tunnel,
A method for joining side-by-side tunnels, wherein the opposing portion is removed to join the main tunnel and the sub-tunnel.   When removing the facing portion, leaving a part of the facing portion, in this state, the portion in the vicinity of the facing portion of the reinforcing girder and the inner surface of the main tunnel are connected by another member, and then the part The method for joining side-by-side tunnels according to claim 1 or 2, wherein the step is removed.   The method for joining side-by-side tunnels according to any one of claims 1 to 3, wherein the main tunnel has a recess in a part in a circumferential direction, and the sub-tunnels are provided side by side so as to fit in the recess. The method for joining parallel tunnels according to any one of claims 1 to 4, wherein the ground is improved from the inside of at least one of the tunnels prior to forming the holes.

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