JP2017193955A - Construction method for underground widened part - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a construction method for an underground widened part that may be implemented safely without excavation.SOLUTION: A construction method for an underground widened part includes the following steps for: removing a segment of a shield tunnel and constructing a starting base for a shield machine used for forming an underground widened part around the shield tunnel; starting a preceding shield machine from the starting base and installing a plurality of preceding shields in a ring form leaving an interval, the preceding shield having a segment for cutting disposed thereon; starting a following shield machine from the starting base and installing a plurality of following shields in a ring form while cutting a part of the preceding shield; forming a water cutoff area on outer periphery of the preceding shield and the following shield; connecting the preceding shield with the adjacent following shield and configuring a ring-form outer shell shield outside of the shield tunnel, thus forming an outer shell for the underground widened part; and excavating inside the outer shell shield after configuring the outer shell shield.SELECTED DRAWING: Figure 2

Description

  The present invention relates to a construction method for an underground widened portion, an outer shell shield, and a water stop device.

  A technology for constructing the outer shell of a large section tunnel by integrating a plurality of rectangular shield tunnels adjacent to each other as an underground structure with a large section at the underground junction and the NATM method (New Australian Tunneling) A construction technique for constructing a large section tunnel by a mountain method such as Method) is disclosed.

  In addition, for example, Patent Document 1 discloses a step of excavating an advanced guide shaft, a step of forming a water stop region around the advanced guide shaft from the inside of the advanced guide shaft, and an inner side of the water stop region. The step of constructing a plurality of small cross-sectional tunnels so as to surround the advanced shaft, and the step of constructing an outer shell surrounding the advanced shaft using the plurality of small cross-section tunnels inside the water stop region A method for constructing an underground structure is disclosed.

  Further, for example, in Patent Document 2, when excavating the underground and constructing the underground cavity, a plurality of roof shield tunnels are installed outside the planned construction position of the underground cavity with a predetermined interval. The shield roof tip receiving work surrounding the planned construction position is constructed, and from the inside of the roof shield tunnel to the planned joining position between the adjacent roof shield tunnels, diagonally forward or diagonally behind the extending direction of the roof shield tunnel. Freezing pipes are placed to form a freezing zone, and between adjacent roof shield tunnels are excavated in the freezing zone, and adjacent roof shield tunnels are joined between and within each roof shield tunnel. To complete the underground cavity by excavating the inside of the permanent lining wall Construction method of underground cavities and symptoms is disclosed.

  Further, for example, in Patent Document 3, as compared with a segment that is permanently installed in the preceding tunnel, a cutable segment that can be cut by the trailing shield machine is provided in the branching junction on the preceding tunnel side instead of the permanent segment. A method for constructing a branching / merging portion of a shield tunnel including a preceding tunnel construction process is disclosed.

JP 2006-348718 A Japanese Patent No. 4803429 Japanese Patent No. 4934416

  In construction of widened underground parts such as tunnel branching / merging parts, ensuring stability of the ground, realizing water stoppage during construction, minimizing the settlement of the ground surface, Minimizing the impact is required. Moreover, there are many cases where excavation cannot be performed due to geographical conditions, particularly in urban areas, and it is required that a branching junction can be constructed without digging.

  This invention makes it a subject to provide the technique regarding the construction method of the underground wide part which can be constructed by non-open cutting and was excellent in safety in view of such a problem.

  In order to solve the above-mentioned problems, the present invention removes a shield tunnel segment, constructs a shield start base for constructing an underground widening section around the shield tunnel, starts a shield machine from the start base, Build a plurality of preceding shields with cutable segments in an annular shape at intervals, start a shield machine from the starting base, and build a plurality of trailing shields in an annular shape while cutting part of the preceding shield An annular shell shield that forms the outer shell of the underground widened portion outside the shield tunnel was constructed.

  More specifically, the present invention is a method for constructing an underground widened portion, which is a starting base for removing a shield tunnel segment and constructing a launch base for a shield machine for constructing an underground widened portion around the shield tunnel. Construction process, a preceding shield construction process in which a preceding shield machine is launched from the starting base, and a plurality of preceding shields in which a segment capable of cutting is arranged are annularly constructed at intervals, and a trailing shield from the starting base Starting the machine and cutting a part of the preceding shield, constructing a plurality of succeeding shields in an annular shape, and constructing a water stop area on the outer periphery of the preceding shield and the following shield An annular outer shell connecting the preceding shield and the succeeding shield adjacent to each other, and forming an outer shell of the underground widened portion outside the shield tunnel And a step construction of the outer shell shield to build Rudo, following the construction of the outer shell shield, and a drilling step of drilling the inside of the outer shell shield.

  According to the construction method of the underground widened portion according to the present invention, by removing the shield tunnel segment and constructing a shield starting base for constructing the underground widened portion around the shield tunnel, Medium widened part can be constructed. In addition, by constructing a water stop region on the outer periphery of the preceding shield and the succeeding shield, the ground is stabilized, and the intrusion of water into the inside of the preceding shield and the succeeding shield can be suppressed. As a result, the impact on the groundwater environment can be minimized. In addition, after the outer shell shield is constructed, the inside of the outer shell shield is excavated to construct the underground widened portion, so that the settlement of the ground surface can be minimized. Thereby, after ensuring safety | security enough, construction of an underground wide part can be performed. The water stop region can be constructed by creating frozen soil on the outer periphery of the leading shield and the trailing shield. Moreover, you may build a water stop area | region by performing ground improvement by chemical | medical solution injection | pouring etc. to the outer periphery of a preceding shield and a subsequent shield. The construction process of the outer shell shield may include a process of constructing an RC ring lining body by assembling reinforcing bars and placing concrete.

  Here, in the water stopping step, the collar on the opposite side of the starting base can be stopped. Thereby, the penetration | invasion of the water to the inner side of a preceding shield and a back shield can be suppressed. The buttocks on the other side of the starting base can be stopped by creating frozen soil. Moreover, the dredging part on the opposite side of the departure base can be stopped by, for example, providing a reaching shaft or improving the ground.

  Moreover, the construction method of the underground widening part which concerns on this invention may further be equipped with the filling process which fills the backfill material in the said prior | preceding shield. Thereby, when cutting with a shield machine, the difference in resistance between the natural ground portion and the preceding shield portion can be suppressed. As a result, the trailing shield can be cut more stably. It is preferable that the backfilling material has the same strength as the surrounding natural ground. Examples of the backfill material include air mortar and fluidized soil.

  In the construction process of the outer shell shield, a part of the segment that constitutes the trailing shield is removed to construct a communicating portion that communicates with the preceding shield that is adjacent to the preceding shield, and the communicating portion is configured as described above. Connect the end of the preceding shield to the outer peripheral surface of the end of the trailing shield, and install the seat so as to straddle the inner surface of the end of the preceding shield and the outer peripheral surface of the end of the trailing shield It may be. Part of the segment is exemplified by a part of the skin plate constituting the segment.

By installing the sheet so as to straddle the inner side of the end portion of the preceding shield and the outer peripheral surface of the end portion of the subsequent shield, it is possible to further suppress the intrusion of water into the inner side of the preceding shield and the subsequent shield.

  Here, the present invention can be specified as an outer shell shield. For example, the present invention is an outer shell shield formed by alternately arranging a leading shield and a trailing shield in an annular shape, and includes a communication portion that communicates the leading shield and the trailing shield, and the communication portion. The leading shield and the waterproof portion covering the connecting portion of the trailing shield, and the end of the leading shield constituting the communicating portion is connected to the outer peripheral surface of the end of the trailing shield constituting the communicating portion, The waterproof portion is arranged so as to straddle the inner surface of the end portion of the preceding shield and the outer peripheral surface of the end portion of the succeeding shield.

  By connecting the end portion of the preceding shield to the outer peripheral surface of the segment of the succeeding shield that is higher in strength than the preceding shield, the strength of the connection portion between the preceding shield and the following shield can be improved. In addition, the waterproof portion is disposed so as to straddle the inner surface of the end portion of the preceding shield and the outer peripheral surface of the end portion of the succeeding shield, thereby further suppressing the intrusion of water into the inside of the preceding shield and the following shield. . A waterproof part suppresses the permeation of water from a natural ground, and can be formed by a layer, a film, a sheet, or the like by spray waterproofing.

  Moreover, this invention can be specified as a water stop apparatus which can be used for the water stop process mentioned above. For example, a water stop device for constructing frozen soil on the outer periphery of an outer shell shield formed by alternately annularly arranging a leading shield and a trailing shield, and inside the segments of the leading shield and the trailing shield And a freezing tube through which a cooling medium flows, and a covering material that covers the freezing tube.

  By providing the freezing pipe, frozen soil can be constructed on the outer periphery of the segment of the preceding shield and the succeeding shield, in other words, on the outer periphery of the outer shell shield. Further, by covering the freezing pipe with a covering material, the cooling performance is improved, and the frozen soil can be constructed efficiently.

  Moreover, the water stop apparatus which concerns on this invention can be set as the structure further equipped with the heat insulating material which covers the said coating | covering material. Thereby, cooling performance improves more and it can construct frozen soil still more efficiently.

  Moreover, the water stop apparatus which concerns on this invention WHEREIN: The segment of the said prior | preceding shield and the said following shield may contain inside filling concrete. Thereby, the cold heat of the cooling medium flowing through the freezing pipe is efficiently transmitted to the natural ground on the outer periphery of the outer shell shield. As a result, frozen soil can be constructed efficiently.

  ADVANTAGE OF THE INVENTION According to this invention, the technique regarding the construction method of the underground widening part which can be constructed by non-cutting and was excellent in safety can be provided.

FIG. 1A shows an outline of an underground widening portion constructed by the underground widening portion construction method according to the first embodiment. FIG. 1B is a cross-sectional view of the underground widened portion constructed by the underground widened portion construction method according to the first embodiment on the start base side. FIG. 1C is a cross-sectional view on the arrival point side of the underground widened portion constructed by the underground widened portion construction method according to the first embodiment. FIG. 2 shows a construction flow of the underground widened portion according to the first embodiment. FIG. 3 shows the construction status of the shaft. FIG. 4 shows the construction status of the circumferential shield. FIG. 5 shows the completed state of the circumferential shield. FIG. 6 shows the construction status of the preceding shield. FIG. 7 shows the completed state of the preceding shield. FIG. 8 shows a state in which the preceding shield is filled with air mortar. FIG. 9 shows the construction status of the trailing shield. FIG. 10 shows the construction status of the trailing shield. FIG. 11 shows the completed state of the trailing shield. FIG. 12 shows a state in which frozen soil is created in the buttocks. FIG. 13 shows a state in which frozen soil is created on the outer periphery of the outer shell shield. FIG. 14 shows a state in which frozen soil is created on the outer periphery of the outer shell shield. FIG. 15 shows the outer appearance of the outer shell shield when an RC ring lining body is constructed inside. FIG. 16 shows the removal status of segments and air mortars. FIG. 17 shows the installation state of the waterproof sheet at a location where the leading shield and the trailing shield are continuous in the horizontal direction. FIG. 18 shows the installation state of the waterproof sheet at a location where the leading shield and the trailing shield are continuous in the vertical direction. FIG. 19 shows the construction status of the RC ring lining body at a location where the leading shield and the trailing shield are continuous in the horizontal direction. FIG. 20 shows the construction status of the RC ring lining body at a location where the leading shield and the trailing shield are continuous in the vertical direction. FIG. 21 shows an outer shell shield in which an RC ring lining body is constructed. FIG. 22 shows a state where the frozen soil on the outer periphery of the outer shell shield has been thawed. FIG. 23 shows the state of excavation inside the outer shell shield. FIG. 24 shows a construction completion state. FIG. 25: shows the outline | summary of the underground wide part constructed | assembled by the construction method of the underground wide part which concerns on 2nd Embodiment. FIG. 26 shows a construction flow of the underground widened portion according to the second embodiment. FIG. 27 shows the construction status of the shaft according to the second embodiment. FIG. 28 shows the construction status of the circumferential shield according to the second embodiment. FIG. 29 shows a completed state of the circumferential shield according to the second embodiment. FIG. 30 shows the construction status of the preceding shield according to the second embodiment. FIG. 31 shows the construction status in the preceding shield according to the second embodiment. FIG. 32 shows the construction status of the trailing shield according to the second embodiment. FIG. 33 shows a state in which frozen soil is formed on the outer periphery of the outer shell shield according to the second embodiment. FIG. 34 shows the installation state of the waterproof sheet at a location where the leading shield and the trailing shield according to the second embodiment are connected in the horizontal direction. FIG. 35 shows a cross-sectional view of the shield when the shield is frozen. FIG. 36 is a cross-sectional view taken along the line AA in FIG. FIG. 37 shows a case where the freezing tube is covered with a covering material. FIG. 38 shows an example of a freezing tube. FIG. 39 shows another example of a freezing tube.

  Next, embodiments of the present invention will be described with reference to the drawings. In the following embodiment, as an example of the construction method of the underground widened portion 1 according to the present invention, the underground widened portion 1 where the main shield 2 (tunnel) and the lamp shield 3 (tunnel) branch and merge is constructed. explain. However, the embodiment described below is an example for carrying out the present invention, and the present invention is not limited to the mode described below.

<First Embodiment>
<Overall configuration>
FIG. 1A shows an outline of an underground widening portion constructed by the underground widening portion construction method according to the first embodiment. FIG. 1B is a cross-sectional view of the underground widened portion constructed by the underground widened portion construction method according to the first embodiment on the start base side. FIG. 1C is a cross-sectional view on the arrival point side of the underground widened portion constructed by the underground widened portion construction method according to the first embodiment. The underground widening portion 1 according to the first embodiment widens a branching / merging portion where the main line shield 2 and the lamp shield 3 branch and merge, and includes an outer shell shield 4. The outer shell shield 4 has an annular shape in cross section, and a start base 7 is provided on the single side of the main line (main line shield 2) (the back side in FIG. 1A). The leading shield 5 and the trailing shield 6 extending toward the front side of the drawing are alternately arranged in a ring shape. Inside the outer shell shield 4, a main line shield 2 is provided on the start base 7 side, and a main line shield 2 and a lamp shield 3 are provided side by side on the arrival point side opposite to the start base 7. Note that the end of the lamp shield 3 is located inside the outer shell shield 4 and in the vicinity of the flange on the destination side. Inside the outer shield 4, the road alignment of the lamp shield 3 and the road alignment of the main shield 2 branch and merge.

<Construction method>
FIG. 2 shows a construction flow of the underground widened portion according to the first embodiment. 3 to 24 are explanatory diagrams corresponding to the construction flow. In step S01 to step S03, the start base 7 of the shield machine is constructed. Steps S01 to S03 correspond to a starting base construction process of the present invention.

  First, in step S01, the underground shaft 82 is constructed at an arbitrary position of the main shield 2 as shown in FIG. More specifically, a freezing pipe (horizontal pipe, vertical pipe) through which brine (corresponding to the cooling medium of the present invention) flows is buried under the main line shield 2, and the frozen ground 81 for the vertical shaft is provided in a region wider than the vertical shaft 82. Created. The existing ground freezing method can be used to create the frozen ground 81 for the shaft. By creating the frozen soil 81 for the shafts, the natural ground around the shafts 82 is maintained, and water intrusion into the shafts 82 can be suppressed. When the frozen ground 81 for the vertical shaft is created, a part of the segment constituting the main line shield 2 is removed, and the vertical shaft 82 is constructed below the main line shield 2. In addition, it may replace with creation of the frozen ground 81 for shafts, and may perform ground improvement by chemical | medical solution injection | pouring etc.

  In step S02, as shown in FIG. 4, excavation is started by a hermetic shield machine that constructs a circumferential shield. More specifically, a sealed shield machine is installed in a guide ring provided on the outer periphery of the main shield 2 in the shaft 82, and the sealed shield machine digs around the main shield 2. In the first embodiment, the first circumferential shield 83a having a diameter larger than that of the main line shield 2 is gradually built around the main line shield 2 with the shaft 82 as a base point. The dotted line in FIG. 4 shows the unconstructed portion of the circumferential shield. When the first circumferential shield 83a is constructed, the second circumferential shield 83b having a larger diameter than the first circumferential shield 83a is gradually constructed. The diameter of the second circumferential shield 83 b is substantially the same as the diameter of the outer shell shield 7. That is, in the first embodiment, the circumferential shield 83 is constructed in two radial directions.

  In step S03, the circumferential shield 83 is completed as shown in FIG. The circumferential shield 83 functions as a starting base 7 for a shield machine that constructs the leading shield 5 and the trailing shield 6. Further, the circumferential shield 83 also functions as a wall on the single side of the main line (main line shield) of the underground widened portion 1.

In steps S04 to S14, the outer shell shield 4 is constructed. First, in step S04, the leading shield 5 is constructed as shown in FIG. Step S04 corresponds to the construction process of the preceding shield of the present invention. More specifically, a shield machine (SM) (preceding shield machine) is installed at the departure base 7, and a plurality of preceding shields 5 are sequentially constructed. When the shield machine (SM) excavating from the starting base 7 is excavated to the point where the underground widening part has reached, it is returned to the starting base 7 leaving the cutter and skin plate in the buttocks, and the next leading shield 5 starts excavating. To do. A trailing shield 6 is constructed between the leading shield 5 and the leading shield 5. The preceding shields 5 are arranged at predetermined intervals so as to finally form an annular shape, and a plurality of preceding shields 5 are sequentially constructed. The leading shield 5 includes a segment 52 and a steel segment 51 that can be cut. The leading shield 5 and the trailing shield 6 are constructed so as to partially overlap each other in a cross section orthogonal to the axial direction of these shields. Therefore, the segment 52 that can be cut is mainly used in a region overlapping with the trailing shield 6. For the segment 52 that can be cut, lightweight aggregate concrete, carbon fiber reinforcement, carbon fiber reinforcement, or the like can be used.

  In step S05, the leading shield 5 is completed as shown in FIG. The plurality of completed preceding shields 5 are constructed in an annular shape as a whole with a predetermined interval between adjacent preceding shields 5. Although not shown in FIG. 7, the lamp shield 3 is provided along with the preceding shield 2 on the arrival point side.

  In step S06, as shown in FIG. 8, the preceding shield 5 is filled with air mortar (AM). Step S06 corresponds to an air mortar (AM) filling process of the present invention. Filling the air mortar (AM) improves the stability when the trailing shield 6 is cut by the shield machine (SM). Instead of air mortar (AM), fluidized soil may be filled.

  In step S07, the trailing shield 6 is constructed as shown in FIG. Step S07 corresponds to the construction process of the trailing shield of the present invention. More specifically, a shield machine (SM) (following shield machine) is installed at the departure base 7, and a plurality of succeeding shields 6 are sequentially constructed while cutting a part of the preceding shield 5. When the shield machine (SM) excavating from the departure base 7 is excavated to the reaching point of the underground widening part, it is returned to the departure base 7 leaving the cutter and skin plate in the buttocks, and the next trailing shield 6 is excavated. Start.

  Here, FIG. 10 shows the construction status of the trailing shield. As shown in FIG. 10, the leading shield 5 and the trailing shield 6 are alternately arranged and partially overlap in a cross section perpendicular to the axial direction of the shield. Of the preceding shield 5, a region overlapping with the trailing shield 6 is constituted by a segment 52 that can be cut, and the other region is constituted by a steel segment 51. The leading shield 5 is filled with air mortar (AM). On the other hand, the trailing shield 6 is composed of a steel segment 61.

  In step S08, the trailing shield 6 is completed as shown in FIG. As a result, the leading shield 5 and the trailing shield 6 filled with air mortar (AM) are alternately arranged to form the annular outer shell shield 4.

In step S09, as shown in FIG. 12, the frozen ground 41 of the buttock is formed on the buttock opposite to the start base 7. Step S09 corresponds to a part of the water stop process of the present invention. More specifically, a freezing pipe (horizontal pipe, vertical pipe) through which brine flows is buried in a buttock on the side opposite to the departure base 7, and branches and joins to the main shield 2 and the main shield 2 inside the outer shell shield 4. The frozen ground 41 is formed in a region excluding the lamp shield 3 (not shown in FIG. 12). For example, the frozen ground 41 of the buttocks can be 3 m thick. Thereby, the infiltration of water from the buttock into the outer shell shield 4 can be suppressed. The thickness of the frozen soil 41 in the buttock is not limited to the above, but is based on the earth pressure, water pressure, depth, soil quality around the underground widened portion 1 and the diameter of the leading shield 6 and the trailing shield 6. Can be determined as appropriate. In addition, it may replace with the frozen soil 41 of a buttock, and you may make it provide a stop shaft and stop water.

  In step S <b> 10, as shown in FIG. 13, the outer frozen soil 42 is formed on the outer periphery of the outer shell shield 4. Step S10 corresponds to a part of the water stop process of the present invention. Here, FIG. 14 shows a state where frozen soil is formed on the outer periphery of the outer shell shield. FIG. 14 is a partially enlarged view of the outer shell shield 4, and the other leading segment 5 and trailing segment 6 are omitted. A freezing tube 85 (horizontal tube) extending in the axial direction of the shield 5 and the succeeding shield 6 is installed on the upper part of the preceding shield 5 and the succeeding shield 6, and on the outside of the preceding shield 5 and the succeeding shield 6, in other words, on the outer periphery of the outer shell shield. For example, an outer peripheral frozen soil 42 having a thickness of 0.8 m is formed. Thereby, the infiltration of water into the outer shell shield 4 can be suppressed. The thickness of the outer frozen soil 42 is not limited to the above, but based on the earth pressure, water pressure, depth, soil quality around the underground widened portion 1 and the diameter of the leading shield 6 and the trailing shield 6. It can be determined as appropriate. Note that the frozen soil 42 on the outer periphery may be formed using a freezing pipe (vertical pipe) embedded in the natural ground.

  In step S <b> 11, the RC ring lining body 9 is constructed inside the outer shell shield 4. FIG. 15 shows the outer appearance of the outer shell shield when an RC ring lining body is constructed inside. Step S11 corresponds to a part of the construction process of the outer shell shield of the present invention. Here, FIG. 16 shows the removal status of the segments and the air mortar. FIG. 16 is a partially enlarged view of the outer shell shield 4, and the other leading segment 5 and trailing segment 6 are omitted. As shown in FIG. 16, the trailing shield 6 and the leading shield 5 are communicated to form a communicating portion, so that the side segment of the trailing shield 6, more specifically, the skin plate of the segment is removed. Also, the air mortar (AM) filled in the preceding shield 5 is removed. A heavy machine such as a backhoe is used to remove the air mortar (AM). Moreover, the removed segment and air mortar (AM) can be discharged using a carry-out vehicle.

  FIG. 17 shows the installation state of the waterproof sheet at a location where the leading shield 5 and the trailing shield 6 are connected in the horizontal direction. Moreover, FIG. 18 shows the installation state of the waterproof sheet at a location where the leading shield 5 and the trailing shield 6 are continuous in the vertical direction. FIGS. 17 and 18 are partially enlarged views of the outer shell shield 4, and the other leading segment 5 and trailing segment 6 are omitted. As shown in FIGS. 17 and 18, the end portion of the preceding shield 5 is connected to the outer peripheral surface of the end portion of the trailing shield 6 constituting the communicating portion. The end portion of the trailing shield 6 constituting the communication portion is constituted by a steel segment 61 having a higher water blocking property than the segment 52 that can be cut. An end portion of the preceding shield 5 constituting the communication portion is constituted by a cutable segment 52 that is continuous with the end portion of the steel segment 51 and is partially cut. The waterproof sheet 86 is installed so as to straddle the inner surface of the end portion of the preceding shield 5 made of the segment 52 as described above and the outer peripheral surface of the end portion of the succeeding shield 6 made of the steel segment 61. The waterproof sheet 86 is fixed by fixing members 87 (nuts 87a, plates 87d, neoprene rubber 87e, butyl rubber washers 87c, washers 87b).

  FIG. 19 shows the construction status of the RC ring lining body at a location where the leading shield and the trailing shield are continuous in the horizontal direction. Moreover, FIG. 20 shows the construction status of the RC ring lining body at a location where the leading shield and the trailing shield are continuous in the vertical direction. 19 and 20 are partially enlarged views of the outer shell shield 4, and the other leading segment 5 and trailing segment 6 are omitted. As shown in FIGS. 19 and 20, the reinforcing bars constituting the RC ring lining body are assembled inside the outer shell shield 4. When the assembly of the reinforcing bars is completed, as shown in FIG. 21, concrete is cast and the RC ring lining body 9 is completed. In addition, you may make it assemble a formwork around a reinforcing bar.

  In step S12, the frozen soil on the outer periphery of the outer shell shield 4 is thawed as shown in FIG.

  In step S13, the inside of the outer shell shield 4 is excavated as shown in FIG. Step S13 corresponds to the excavation process of the present invention. Excavation inside the outer shell shield 4 is excavated in a plurality of stages so as to form a staircase from the top. At that time, the upper segment of the main line shield 2 is removed. Excavation inside the outer shell shield 4 can be performed by an existing bench cut method. In addition, concrete is placed in parallel with the excavation at the buttock opposite to the start base 7. In other words, the concrete is cast in a plurality of times in order from the upper part, and the wall is constructed. The ridge wall opposite to the starting base 7 can be constructed by an existing reverse winding method.

  In step S14, the frozen ground 41 of the buttock is thawed. Further, the road is constructed so that the road alignment of the lamp shield 3 and the road alignment of the main shield 2 branch and merge, and the construction of the underground widening portion is completed (see FIG. 24).

<Effect>
According to the construction flow of the underground widening portion 1 described above, by removing the segment of the main line shield 2 and constructing the shield start base 7 for constructing the underground widening portion 1 around the main line shield 2, The underground widening portion 1 can be constructed by non-cutting. Also, by creating the outer frozen soil 42 on the outer periphery of the leading shield 5 and the trailing shield 6, the ground is stabilized, and the intrusion of water inside the leading shield 5 and the trailing shield 6 is suppressed. it can. As a result, the impact on the groundwater environment can be minimized. Further, by forming the frozen soil 41 on the opposite side of the starting base 7, it is possible to more effectively prevent water from entering the leading shield 5 and the trailing shield 6. Further, by filling the preceding shield 5 with air mortar (AM), it is possible to perform the cutting with the trailing shield 6 more stably.

  Further, after removing a part (skin plate) of the steel segment 61 constituting the trailing shield 6 and constructing a communicating portion in which the preceding shield 5 communicates with the adjacent succeeding shield 6, and configuring the communicating portion A waterproof sheet 86 is installed so that the end of the preceding shield 5 is connected to the outer peripheral surface of the end of the row shield 6 and the inner side of the end of the preceding shield 5 and the outer peripheral surface of the end of the subsequent shield 6 are straddled. By doing so, the penetration | invasion of the water to the inner side of the preceding shield 5 and the succeeding shield 6 can further be suppressed.

  In addition, assembling the reinforcing bars, placing concrete, completing the RC ring lining body 9 to construct the outer shell shield 4, and then excavating the inner side of the outer shell shield 4 to minimize the settlement of the ground surface To the limit. Thereby, after ensuring safety | security enough, construction of the underground widening part 1 can be performed.

Second Embodiment
Next, the underground widening part constructed | assembled by the construction method of the underground widening part which concerns on 2nd Embodiment, and the construction method of the said underground widening part is demonstrated. In addition, the same code | symbol is attached | subjected to the structure similar to 1st Embodiment, and the same process, and description is omitted.

<Overall configuration>
FIG. 25: shows the outline | summary of the underground wide part constructed | assembled by the construction method of the underground wide part which concerns on 2nd Embodiment. The structure of the underground widening section 1 according to the second embodiment is basically the same as that of the underground widening section 1 according to the second embodiment, and a branch / merging section where the main line shield 2 and the lamp shield 3 branch and merge is provided. It is widened and includes an outer shell shield 4. However, in the underground widening section 1 according to the second embodiment, unlike the first embodiment, the start base 7 is provided on the lamp shield 3. For this reason, in FIG. 25, the single side of the main line (main line shield 2) is the front side of the page, and the branching / merging part side where the main line shield 2 and the lamp shield 3 branch and merge is the back side of the page.

<Construction method>
FIG. 26 shows a construction flow of the underground widened portion according to the second embodiment. Hereinafter, the difference from the first embodiment will be mainly described.

  First, in step S01, the underground shaft 82 is constructed at an arbitrary position of the lamp shield 3 as shown in FIG. More specifically, a freezing tube (horizontal tube, vertical tube) through which brine (corresponding to the cooling medium of the present invention) flows in the side portion of the lamp shield 3 opposite to the side portion adjacent to the main shield 2. Is buried, and the frozen ground 81 for the shaft is created in an area wider than the shaft 82. The existing ground freezing method can be used to create the frozen ground 81 for the shaft. By creating the frozen soil 81 for the shafts, the natural ground around the shafts 82 is maintained, and water intrusion into the shafts 82 can be suppressed. When the frozen ground 81 for the shaft is created, a part of the segment constituting the lamp shield 3 is removed, and the shaft 82 is constructed on the side of the lamp shield 3. In addition, it may replace with creation of the frozen ground 81 for shafts, and may perform ground improvement by chemical | medical solution injection | pouring etc.

  In step S02, as shown in FIG. 28, excavation is started by a hermetic shield machine that constructs a circumferential shield. More specifically, a sealed shield machine is installed in the guide ring provided on the outer periphery of the main line shield 2 and the lamp shield 3 in the shaft 82, and the sealed shield machine digs around the main line shield 2 and the lamp shield 3. . The dotted line in FIG. 28 shows the unconstructed portion of the circumferential shield.

  In step S03, a donut-shaped circumferential shield 83 is completed as shown in FIG. The circumferential shield 83 functions as a launch base 7 of a shield machine for constructing the leading shield 5 and the trailing shield 6 and a wall on the branching / merging portion side of the underground widening portion 1.

  In steps S04 to S14, the outer shell shield 4 is constructed. First, in step S04, the leading shield 5 is constructed as shown in FIG. Unlike the first embodiment, the leading shield 5 is constructed from the branch / merging portion side toward the single side of the main shield 2.

  In step S05, the preceding shield 5 is completed (see FIG. 7). In step S06-1, the leading shield 5 is filled with air mortar (AM). Furthermore, in the second embodiment, the frozen pipe 85 and the RC ring lining body 9 are built in the leading shield 5. FIG. 31 shows the construction status in the preceding shield according to the second embodiment. The air mortar (AM) is filled in a portion (hereinafter also referred to as a cutting portion) that overlaps the subsequent shield 6 that is constructed later. Air mortar (AM) is filled in a slightly larger range than the cut portion in order to allow construction errors. In other words, an air mortar (AM) mold is assembled at a position outside the outermost peripheral surface of the trailing shield 6 and filled with the air mortar (AM). An RC ring lining body 9 is constructed between the air mortar (AM) and the air mortar (AM). Further, in the example shown in FIG. 31, freeze tubes 85 extending in the axial direction of the preceding shield are installed at two upper portions of the preceding shield 5. The freezing tube 85 is fixed to the upper part (the inner surface of the steel segment) of the preceding shield 5 by, for example, a so-called U band. A mortar 88 (which may be concrete) is placed so as to cover the freezing pipe 85, and a heat insulating material (for example, urethane foam) is sprayed so as to cover the mortar 88.

In step S07, the trailing shield 6 is constructed (see FIG. 9). Here, FIG. 32 shows the construction status of the trailing shield according to the second embodiment. As shown in FIG. 32, the leading shield 5 and the trailing shield 6 are alternately arranged and partially overlap in a cross section orthogonal to the axial direction of the shield. Of the preceding shield 5, a region overlapping with the trailing shield 6 is constituted by a segment 52 that can be cut, and the other region is constituted by a steel segment 51. The trailing shield 6 is composed of a steel segment 61. In addition, the leading shield 5 is filled with air mortar (AM) in a cutting portion and a region larger than the cutting portion. However, by constructing the trailing shield 6, the air mortar (AM) in the cutting portion is removed. And air mortar (AM) outside the filled cutting portion is left to allow construction errors.

  In step S08, the trailing shield 6 is completed (see FIG. 11). As a result, the air mortar (AM) outside the filled cutting portion is left to allow construction error, the RC ring lining body 9 is constructed, and the preceding shield 5 and the follower in which the freezing pipe 85 is installed. The shields 6 are alternately arranged to form the annular outer shell shield 4.

  In step S09, the frozen part 41 of the buttocks is created in the buttocks opposite to the start base 7 (see FIG. 12). In step S10, the outer frozen soil 42 is formed on the outer periphery of the outer shell shield 4 (see FIG. 13). Here, FIG. 33 shows a state in which frozen soil is formed on the outer periphery of the outer shell shield according to the second embodiment. FIG. 33 is a partially enlarged view of the outer shell shield 4, and the other leading segment 5 and trailing segment 6 are omitted. A freezing pipe 85 (horizontal pipe) is also installed on the upper part of the trailing shield 6, similarly to the preceding shield 5. It is done. As a result, a frozen soil 42 having a thickness of, for example, 0.8 m is formed on the outside of the preceding shield 5 and the trailing shield 6, in other words, on the outer periphery of the outer shell shield.

  In step S11, the RC ring lining body 9 is constructed inside the outer shell shield 4 (see FIG. 15). Specifically, first, the trailing shield 6 and the leading shield 5 are communicated to form a communicating portion, so that the side segment of the trailing shield 6, more specifically, the skin plate of the segment is removed. At that time, the air mortar (AM) outside the filled cutting portion is removed to allow construction errors. As shown in FIG. 34, a hard urethane layer 86a, for example, is provided as a spray waterproofing at a location where the leading shield 5 and the trailing shield 6 are connected in the horizontal direction. In the second embodiment, since the RC ring lining body 9 is constructed in advance in the preceding shield 5, the RC ring lining body 9 is constructed in the trailing shield 6. The RC ring lining body 9 and the RC ring lining body 9 in the trailing shield 6 are connected by a reinforcing bar joint or the like.

  In step S12, the frozen soil on the outer periphery of the outer shell shield 4 is thawed (see FIG. 22). Next, in step S13, the inside of the outer shell shield 4 is excavated (see FIG. 23). Further, refractory mortar or the like is sprayed inside the outer shell shield 4. In step S14, the frozen ground 41 of the buttock is thawed. Further, the road is constructed so that the road alignment of the lamp shield 3 and the road alignment of the main shield 2 branch and merge, and the construction of the underground widening portion is completed (see FIG. 25).

<Effect>
According to the construction flow of the underground widened portion 1 according to the second embodiment described above, the segment of the main shield 2 is removed and the underground widened portion 1 is constructed around the main shield 2 as in the first embodiment. By constructing the starting base 7 for the shield, the underground widening portion 1 can be constructed without cutting. Also, by creating the outer frozen soil 42 on the outer periphery of the leading shield 5 and the trailing shield 6, the ground is stabilized, and the intrusion of water inside the leading shield 5 and the trailing shield 6 is suppressed. it can. As a result, the impact on the groundwater environment can be minimized. Further, by forming the frozen soil 41 on the opposite side of the starting base 7, it is possible to more effectively prevent water from entering the leading shield 5 and the trailing shield 6. Further, by filling the preceding shield 5 with air mortar (AM), it is possible to perform the cutting with the trailing shield 6 more stably.

  Further, the cooling performance is improved by covering the freezing tube 85 with the mortar 88 and the heat insulating material 89. Therefore, the frozen soil 42 can be created more efficiently, and the natural ground is stabilized.

<Water stop device>
An example of the water stop device used for the freezing method will be described. The water stop device described below can be used, for example, to create frozen soil 42 around the leading shield 5 and the trailing shield 6 in step S06, step S06-1, step S07, and the like.

  FIG. 35 shows a cross-sectional view of the shield when the shield is frozen. FIG. 35 shows the preceding shield 5 as an example of the shield. FIG. 36 is a cross-sectional view taken along the line AA in FIG. As shown in FIGS. 35 and 36, the water stop device includes a freezing pipe 85, a covering material 88, and a heat insulating material 89. A freezing tube 85 is installed inside the steel segment 51 constituting the preceding shield 5. The steel segment 51 is made of a steel segment filled with concrete. The freezing tube 85 is fixed to the steel segment 51 with a so-called U band (not shown). The freezing tube 85 is covered with a covering material 88 (concrete or mortar or the like). The covering material 88 is covered with a heat insulating material 89 (for example, urethane foam).

  Here, FIG. 37 shows a case where the freezing tube is covered with a covering material. In the example shown in FIG. 37, a low friction material (for example, silicon, grease, etc.) for allowing expansion / contraction of the freezing tube 85 inside the coating material 88 is applied to the surface of the freezing tube 85. A low friction material is interposed between the two materials. As a result, the brine flows into the inside of the freezing tube 85, and the freezing tube 85 is allowed to shrink even when the freezing tube 85 shrinks due to a temperature drop.

  FIG. 38 shows an example of a freezing tube. In the example shown in FIG. 38, two freezing tubes 85 are connected by a joint 851 (for example, a so-called flexible tube) that allows the freezing tube 85 to expand and contract in the axial direction. The joint 851 is formed of a cylindrical member having an inner diameter slightly larger than the outer diameter of the freezing tube 85, and an annular water stop member 852 is provided inside both ends. Even when the brine flows into the inside of the freezing tube 85 and the freezing tube 85 contracts due to a temperature drop (see the arrow in FIG. 37), the joint 851 covers the connection portion of the freezing tube 85 to suppress leakage of the brine. Can do. The joint 851 may have an outer diameter smaller than the inner diameter of the freezing tube 85 and may be installed inside the freezing tube 85. In this case, the water stop member 852 is provided outside the both ends of the joint 851 made of a cylindrical member. The joint 851 may be made of resin and allowed to expand and contract with a bellows shape.

FIG. 39 shows another example of a freezing tube. The freezing pipe 85 shown in FIG. 39 has a connection port 85a on the upstream freezing pipe in the brine flow direction so that the connection port 85b on the downstream freezing pipe can be included in the freezing pipe connection port 85b on the downstream side. It is thin. The diameter of the connection port 85b of the freezing pipe on the downstream side is the same as the diameter of the other part (main body part). More specifically, the upstream freezing pipe connection port 85a is formed to have a diameter smaller than that of the main body through the taper 85a1, protrudes outward at the end, and is connected to the downstream freezing pipe connection port 85b. An annular projecting portion 85a2 that is in contact with the inner surface of the connection port 85b of the downstream freezing pipe when encapsulated is formed. On the other hand, the connection port 85b of the freezing pipe on the downstream side is formed with a restricting portion 85b1 that restricts the movement of the protruding portion 85a2 at the end. The restricting portion 85b1 has an inclined surface 85b2. When the upstream freezing pipe connection port 85a is inserted into the downstream freezing pipe connection port 85b, the protruding portion 85a2 contacts the inclined surface 85b2 of the restricting portion 85b1. When the protruding portion 85a2 gets over the inclined surface 85b2 of the restricting portion 85b1, the movement of the protruding portion 85a1 in the axial direction is restricted. Instead of the above configuration, a spiral groove that is screwed to the upstream freezing pipe connection port 85a and the downstream freezing pipe connection port 85b is formed so that both can be connected by a screw structure. Good. Moreover, you may form the water stop part which suppresses the leakage of brine, such as packing. According to the freezing pipe 85 shown in FIG. 39, since there is no outside protrusion, the adhesiveness with the steel pipe segment 51 is improved. As a result, the cold heat from the freezing pipe 85 can be more efficiently transmitted to the natural ground side. Moreover, according to the freezing pipe 85 shown in FIG. 39, the coupling as a separate member becomes unnecessary. Therefore, the number of parts can be reduced.

  By using the water stop device described above for the freezing method, the steel segment 51 can be frozen, and the energy (cold heat) can be efficiently transmitted to the natural ground in contact with the steel segment 51. Moreover, the work efficiency at the time of constructing frozen soil 42 improves, and frozen soil 42 can be created more efficiently.

  Although the preferred embodiments of the present invention have been described above, the present invention can be implemented by combining the embodiments as much as possible.

DESCRIPTION OF SYMBOLS 1 ... Underground widening part 2 ... Main line shield 3 ... Lamp shield 4 ... Outer shell shield 5 ... Leading shield 6 ... Trailing shield 7 ... Starting base 51, 61 ..Steel segment 52 ... Cutable segment 82 ... Vertical shaft

Claims (3)

It is a construction method of the underground widening part,
Removing the shield tunnel segment and constructing a launch base of the shield machine for constructing the underground widened portion, and constructing a launch base that constructs a circle around the shield tunnel; and
A preceding shield machine is started from the starting base, and a plurality of preceding shields in which segments that can be cut are arranged in an annular shape with an interval between them,
Starting a trailing shield machine from the starting base, cutting a part of the leading shield, and building a plurality of trailing shields in an annular shape, and
After the construction of the preceding shield and the following shield, a water stopping process for constructing a water stopping region on the outer periphery of the annular outer shell shield formed by alternately arranging the preceding shield and the following shield. When,
After the construction of the water stop region, an RC ring lining body is provided which communicates the preceding shield and the succeeding shield adjacent to the preceding shield, and has reinforcing bars and concrete inside the preceding shield and the succeeding shield. And constructing an outer shell shield to construct an annular outer shell shield that forms an outer shell of the underground widened portion outside the shield tunnel; and
A drilling step of drilling the inside of the outer shell shield after construction of the outer shell shield, and
In the water stop step, a water spreading device including a freezing pipe through which a cooling medium flows and a covering material covering the freezing pipe is installed inside the segments of the preceding shield and the subsequent shield. Construction method.   2. The underground widening according to claim 1, wherein the water stop device installed in the water stop step includes a low friction material that allows expansion and contraction of the freezing pipe inside the covering material between the freezing pipe and the covering material. Construction method. A water stop device for constructing frozen soil on the outer periphery of an annular outer shell shield formed by alternately arranging a leading shield and a trailing shield,
A freezing pipe that is provided inside a segment of the preceding shield and the trailing shield and through which a cooling medium flows;
A water stop device comprising: a covering material that covers the frozen pipe.

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