JP2012026106A - Execution method of underground structure - Google Patents

Execution method of underground structure Download PDF

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JP2012026106A
JP2012026106A JP2010163608A JP2010163608A JP2012026106A JP 2012026106 A JP2012026106 A JP 2012026106A JP 2010163608 A JP2010163608 A JP 2010163608A JP 2010163608 A JP2010163608 A JP 2010163608A JP 2012026106 A JP2012026106 A JP 2012026106A
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Prior art keywords
pipe
underground
pipe roof
steel
steel pipes
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JP5498295B2 (en
Inventor
Noboru Hayashi
Zenichiro Iwashita
Ikuo Kusakabe
Seijiro Matsumoto
Masayoshi Nakagawa
Yoshiaki Nakagawa
Masaki Ohashi
Yutaka Sasaki
雅由 中川
芳明 仲川
豊 佐々木
正樹 大橋
善一郎 岩下
清治郎 松本
昇 林
郁郎 草壁
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Kajima Corp
Metropolitan Expressway Co Ltd
首都高速道路株式会社
鹿島建設株式会社
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PROBLEM TO BE SOLVED: To provide a construction method of an underground structure that is excellent in workability and can build a high quality underground structure.
A steel pipe 13 is substantially straight in an axial direction and is installed in an arch shape so as to straddle a tunnel 5 above. A plate member 15 is provided outside the steel pipe 13. The plate member 15 is joined to the steel pipe 13 in advance by welding or the like, and is formed along the longitudinal direction of the steel pipe 13. The plate member 15 is provided toward both sides of the steel pipe 13. When the steel pipe 13 is driven, the steel pipe 13 is driven at a predetermined interval so that the plate members 15 of the adjacent steel pipes 13 overlap each other. The excavation part 23 is constructed by excavating the pipe roof 7 and the earth and sand between the steel pipes 13 are removed. A mortar 27 is placed in a region between the steel pipes 13 and below the plate member 15. When the mortar 27 is consolidated, the steel pipes 13 are integrated.
[Selection] Figure 1

Description

  The present invention relates to a construction method for an underground structure such as a structure constructed between tunnels.

  Conventionally, as one of the construction methods of underground structures such as when constructing a structure between a pair of tunnels, a pipe roof was constructed above the structure construction position, and the pipe roof was excavated and excavated. There is a method of constructing a structure in space.

  As a method of constructing an underground structure using such a pipe roof, for example, a plurality of elementary pipes are arranged in a rectangular shape or the like according to the excavation shape, and the pipes are constructed by connecting the elementary pipes with joints. There is a method (Patent Document 1).

  Similarly, there is a pipe roof construction method in which an injection pipe is inserted into a joint between steel pipes and an injection material is injected into the joint (Patent Document 2).

JP-A-10-169361 Japanese Patent Laid-Open No. 10-37656

  However, in the pipe roof construction method described in either Patent Document 1 or Patent Document 2, since a joint is required, it is necessary to drive the steel pipe in a state where the joints are connected to each other, and ensuring the precision of the joint. In addition, there are problems such as securing the accuracy of placing the steel pipe and complication of the structure of the steel pipe.

  In particular, in the above-described pipe roof, unless the joints are securely connected to each other, the function of the pipe roof that prevents the collapse of the earth and sand from above cannot be exerted. For example, the pipe roof is installed while a temporary support is installed below the pipe roof. When excavating the lower part of the roof and excavating the part where the underground structure is planned to be installed, it is necessary to construct the underground structure with the receiving support installed, receiving the load from above by the receiving support. Work is complicated. In addition, since the receiving support work is buried in the underground structure, there is also a problem in the frame quality.

  This invention is made | formed in view of such a problem, and it aims at providing the construction method of an underground structure which is excellent in workability | operativity and can construct | assemble a high quality underground structure.

  In order to achieve the above-described object, the present invention is a method for constructing an underground structure, in which a plurality of steel pipes are placed above a planned construction portion of the underground structure, and a direction substantially perpendicular to the longitudinal direction of the steel pipe A step (a) of forming an arch-shaped pipe roof, a step (b) of removing earth and sand between the steel pipes, and a compressive force transmitting member placed between the steel pipes to form the steel pipes together. A method for constructing an underground structure comprising the step (c) of integrating and the step (d) of constructing an underground structure under the pipe roof. The steel pipe placed in the step (a) is joined with a sand and sand removal section partition member extending in the direction of the adjacent steel pipe along the longitudinal direction of the steel pipe. In the step (b), the steel pipe The earth and sand below the earth and sand removing section partition member between them may be removed. Before the step (b), a step (e) of improving the ground at least above the pipe roof from the pipe roof may be further provided.

  The step (b) is a step of excavating a lower region of the pipe roof surrounded by the pipe roof by a predetermined length in the axial direction of the pipe roof and removing earth and sand between the steel pipes. By repeating the step (c) from (b), the pipe roof may be integrated over the entire length.

  The step (b) is a step of excavating a lower region of the pipe roof surrounded by the pipe roof by a predetermined length in the axial direction of the pipe roof and removing earth and sand between the steel pipes. Before (c), in the area excavated in the step (b), a temporary support is installed in the lower part of the pipe roof, and the temporary support is removed in the step (d), while the underground structure is removed. The lower part of the pipe roof may be excavated to a depth corresponding to.

  A compression transmission member holding member may be joined in the longitudinal direction to a portion located between the steel pipes on the outer periphery of the steel pipe to be placed.

  The step (e) is a step of freezing and water-stopping the ground with a freezing pipe, and in the step (c), a compressive force transmission member is placed after installing a heat insulating material on the inner surface of the earth and sand removing section partition member. May be.

  The step (e) is a step of freezing and water-stopping the ground with a freezing pipe. In the step (c), a compressive force transmission member mixed with a defrosting material may be placed.

  After the step (b), a step (f) of inserting a wedge member or a plate jack between the steel pipes and applying a compressive force in the arch direction of the pipe roof may be further provided.

  After the step (b), a connecting member in which a buckling prevention material is sandwiched between steel plates may be provided between the steel pipes.

  According to the present invention, since the pipe roof is formed in an arch shape in a direction perpendicular to the longitudinal direction of the steel pipe, the pipe roof can efficiently receive a load from above by the arch effect. Further, since the steel pipes are integrated by a compressive force transmitting member that is driven between the steel pipes, a joint or the like is unnecessary. The compressive force transmitting member is a member capable of transmitting a compressive force acting between steel pipes by solidifying, such as mortar, concrete, fluidized soil, manmade rock, manmade soil, and the like.

  Moreover, if the earth and sand removal part division member is provided between steel pipes, the earth and sand between steel pipes can be easily excavated by the earth and sand removal part division member.

  For excavation below the pipe roof, after excavating the pipe roof below for a predetermined length and removing the earth and sand between the steel pipes in the excavation range, a compressive force transmission member is applied between the steel pipes in the range. By repeating the installation, the pipe roof that is not integrated (the range in which the arch effect cannot be expected) is between the pipe roof range that has already been integrated with the compressive force transmission member and the range that is buried with earth and sand. Because it is located and supported on both sides, the excavation range will not collapse.

  Moreover, if a temporary support is installed in the excavation area and the load from above is supported by the temporary support until the pipe roof is integrated by the compressive force transmission member, the collapse of the earth and sand from the upper side can be performed more reliably. In addition to being able to prevent, it is possible to widen (longen) the range (pipe roof axial length) that can be excavated at one time.

  In addition, if a compression transmission member holding member is provided in a portion located between the steel pipes in advance, when the compression transmission member is placed between the steel pipes by installing the steel pipe, the compression transmission member holding member is The function as a gibber is achieved, and the compressive force transmission member and the steel pipe can be more reliably integrated. In addition, the compression transmission member holding member is a member such as a steel bar or a shape steel, and it is only necessary to prevent the displacement between the compression force transmission member and the steel pipe.

  In addition, when a freezing pipe is installed and the ground is frozen and stopped by the freezing pipe, if a heat insulating material is previously installed on the inner surface of the plate member, the compression force transmitting member to be placed will not freeze. Moreover, freezing of a compressive force transmission member can be similarly prevented by mixing an anti-freezing material with the compressive force transmission member.

  Also, by inserting a wedge member or plate jack between steel pipes and applying compressive force in the arch direction of the pipe roof before placing the compressive force transmitting member, the pipe roof before consolidating the compressive force transmitting member The arch effect can be exhibited. Moreover, effects can be more reliably integrated by providing the connection member which pinched | interposed the buckling prevention material with the steel plate between steel pipes.

  ADVANTAGE OF THE INVENTION According to this invention, it is excellent in workability | operativity and can provide the construction method of an underground structure which can construct | assemble a high quality underground structure.

(A) is a figure which shows underground structure 1, (b) is a figure which shows underground structure 1 '. It is a figure which shows the state which installed the steel pipe 13 in the arch shape, (a) is the figure seen from the tunnel axial direction, (b) is the sectional view on the AA line of (a). It is a figure which shows the state which freeze-stopped the ground above the pipe roof 7, (a) is an enlarged view in the B section of FIG. 2, (b) is a general view. The figure which shows the state which excavated the pipe roof 7 lower part. The figure which shows the state which mortar 27 was laid between steel pipes. The figure which shows the excavation method under the pipe roof 7. FIG. The figure which shows the state which excavated the underground structure installation range between the tunnels 5. FIG. The figure which shows the state which installed the temporary support work 31 below the pipe roof 7. FIG. (A) is a figure which shows the state which inserted the wedge member 33 between steel pipes 13, (b) is a figure which shows the state which inserted the plate jack 35 between steel pipes 13. The figure which shows the state which installed the connection member 37 between the steel pipes 13.

  Hereinafter, the construction method of the underground structure concerning embodiment of this invention, etc. are demonstrated. Fig.1 (a) is a figure which shows the underground structure 1 constructed | assembled by this invention. The underground structure 1 is composed of a pair of tunnels 5 provided below the ground 3 and a casing 9 that constitutes a joining portion and the like formed between the tunnels 5. In addition, if this invention is a structure constructed | assembled underground, it is not restricted to the example of Fig.1 (a).

  The housing 9 is constructed between the tunnels 5 and a pipe roof 7 is formed above. That is, the housing 9 is constructed in a space formed below the pipe roof 7. In addition, the support body etc. which supported the pipe roof 7 at the time of constructing the housing 9 are not embedded in the housing 9. The pipe roof 7 can be of any cross-sectional shape other than a circular cross-section steel pipe. For example, as shown in FIG. 1B, the pipe roof 7 'may be formed using a steel pipe having a rectangular cross section. In the following example, an example using a steel pipe having a circular cross section will be described.

  Next, the construction method of the underground structure 1 will be described. FIG. 2 is a view showing a state in which the pipe roof 7 is constructed above the tunnel 5, FIG. 2 (a) is a view as seen from the tunnel axial direction, and FIG. 2 (b) is an AA view of FIG. It is line sectional drawing. First, as shown in FIG. 2, the shaft 11 is constructed in the vicinity of the end of the underground structure construction part between the tunnels 5 constructed underground. Next, the pipe roof 7 is constructed by driving a plurality of steel pipes 13 from the shaft 11. In addition, you may perform construction of a pipe roof not only from a vertical shaft but from a slope or an existing frame.

  The steel pipe 13 is substantially straight in the axial direction, and is installed in an arch shape so as to straddle the tunnel 5. That is, both end portions of the pipe roof 7 are positioned substantially at the top of the tunnel 5, the pipe roof 7 is located between the tunnels 5, and the plurality of steel pipes 13 are in a direction substantially perpendicular to the axial direction of the steel pipe 13. Arranged in an arch shape.

  Next, as shown in FIG. 3, ground improvement above the pipe roof 7 is performed as necessary. 3A is an enlarged view of a portion corresponding to the portion B in FIG. 2, and FIG. 3B is an overall view. As shown to Fig.3 (a), the steel pipe 13 is previously provided with the deformed steel rod 17 which is a compression transmission member holding member on both sides. The deformed steel rod 17 is welded along the longitudinal direction of the steel pipe 13, and when the steel pipe 13 is driven, the deformed steel bar 17 is disposed at a position located between the adjacent steel pipes.

  A freezing pipe 19 is installed above the inside of the steel pipe 13 (for example, a position of about 45 degrees on both sides from the center of the steel pipe 13). A refrigerant can be flowed into the freezing pipe 19 by a pump or the like (not shown). The arrangement and number of the freezing tubes 19 are not limited to the illustrated example. Moreover, although a freezing pipe may be provided in the steel pipe beforehand, you may install separately in an adjacent ground so that it may adjoin to a pipe roof.

  A plate member 15 that is a sediment removing part partition member is provided at a position substantially corresponding to the installation position of the freezing pipe 19 outside the steel pipe 13. The plate member 15 is joined to the steel pipe 13 in advance by welding or the like, and is formed along the longitudinal direction of the steel pipe 13. The plate member 15 is provided toward both sides of the steel pipe 13. When the steel pipe 13 is driven, as shown in FIG. 3A, the steel pipe 13 is driven at a predetermined interval so that the plate members 15 of the adjacent steel pipes 13 overlap each other. In addition, although the plate member 15 is a steel plate, for example, a plate shape and other forms may be sufficient if the range which removes the earth and sand between steel pipes can be divided.

  When a refrigerant is passed through the freezing pipe 19, the upper part of the steel pipe 13 (the upper part between the steel pipes 13) becomes the frozen soil 21, as shown in FIG. That is, the soil above the plate member 15 (in the vicinity of the plate member 15) is frozen. Therefore, the upper part between the steel pipes 13 is stopped. In addition, since the upper part of the plate member 15 between the steel plates 13 is frozen and stopped, the plate member 15 does not need to be strong enough to handle the earth and sand from above.

  By performing such ground improvement on the entire pipe roof 7, as shown in FIG. 3 (b), frozen soil 21 is formed on the entire upper portion of the pipe roof 7. Water can be done. The ground improvement is not limited to freezing. For example, instead of the freezing pipe, a pipe for injecting chemical liquid may be provided in the steel pipe 13, and the upper portion of the pipe roof 7 may be stopped by injecting chemical liquid.

  Next, the lower part of the pipe roof 7 is excavated. FIG. 4 is a view showing a state where the lower portion of the pipe roof 7 is excavated. As shown in FIG. 4, the lower part of the pipe roof 7 is excavated to construct the excavation part 23, and earth and sand between the steel pipes 13 (below the plate member 15) are removed. The excavation part 23 is formed in a space surrounded by, for example, an arch-shaped pipe roof 7.

  Since the upper part of the pipe roof 7 (between the steel pipes 13) is stopped by the frozen soil 21, water leaks from above the pipe roof 7 even if the lower part of the pipe roof 7 (and between the steel pipes 13) is excavated. In addition, earth and sand do not fall. In addition, what is necessary is just to form the excavation part 23 from the shaft side mentioned above in the edge part of the pipe roof 7. FIG. The excavation method with respect to the axial direction of the pipe roof 7 will be described later.

  Next, as shown in FIG. 5, a mold 25 is installed in the lower part of the pipe roof 7, and a mortar 27, which is a compressive force transmitting member, is placed between the steel pipes 13 and below the plate member 15. Is done. Here, before the mortar 27 is placed, it is desirable to previously install the heat insulating material 29 on the inner surface (lower surface) of the plate member. This is because the mortar 27 is cooled by the freezing pipe 19 (frozen soil 21) and is prevented from freezing. Moreover, freezing of the mortar 27 can be more reliably prevented by mixing an anti-freezing material in advance as the mortar 27.

  When the mortar 27 is consolidated, the steel pipes 13 are integrated. At this time, since the deformed steel rod 17 is provided on the side of the steel pipe 13 and in contact with the mortar 27, the deformed steel rod 17 exhibits the function of a bevel, and the mortar 27 and the steel pipe 13 are surely integrated. It becomes. The mold 25 may be removed after the mortar 27 is consolidated, or may be embedded as it is.

  Next, the excavation method in the pipe roof 7 axial direction will be described. FIG. 6 is a diagram illustrating an excavation process below the pipe roof 7. First, as shown in FIG. 6A, the lower part of the pipe roof 7 is excavated in the axial direction of the pipe roof 7 (to the right side in the figure), and after excavating a predetermined distance, as described above. The pipe roof 7 is integrated. In the example of FIG. 6A, the pipe roof 7 having a length C exposed by excavation is integrated. At this time, the remaining length D of the pipe roof 7 is buried in the soil, and the pipe roof 7 of the D portion is supported by the soil.

  Next, as shown in FIG. 6B, the lower part of the pipe roof 7 is excavated in the axial direction of the pipe roof (in the direction of arrow G in the figure). In the example of FIG. 6B, the lower part of the pipe roof 7 is excavated by a distance E. In the excavated state, the pipe roof 7 has already been integrated in the portion C, and the arch effect is exhibited, so that the earth pressure from above can be handled. On the other hand, since the load is supported by the soil in the portion D embedded in the soil, the earth and sand does not collapse. Therefore, the pipe roof 7 is not integrated only in the range of the length E, and the earth pressure from above cannot be supported by the earth below.

  That is, until the pipe roof 7 exposed at the E part after the excavation is integrated, the earth pressure from the upper part of the E part is handled by the C part and the D part. Therefore, it is possible to excavate only the range (length E) that can be supported by the C part and the D part. The length E is, for example, about 4 m, although it varies depending on the structure of the pipe roof, the soil quality, the soil cover, and the like.

  When the pipe roof 7 of the E part in FIG. 6B is integrated (that is, when the E part becomes the C part), the same procedure is repeated, and the lower part of the pipe roof 7 is excavated in the axial direction of the pipe roof 7 (FIG. Middle arrow G direction). In this case, as shown in FIG. 6 (c), the pipe roof 7 is integrated by digging in the axial direction of the pipe roof 7 by a length E, while the lower part of the pipe roof 7 is disposed on the front side of the pipe roof 7. Excavate in the depth direction (arrow H direction in the figure) and excavate to the installation depth of the structure to be constructed.

  While repeating the above steps, a target portion below the pipe roof 7 is excavated to construct a structure. FIG. 7 is a view showing a state where the lower part of the pipe roof 7 is excavated. As shown in FIG. 7, since the pipe roof 7 is completely integrated at the upper side, the pipe roof 7 can handle the upper earth pressure. For this reason, it is not necessary to install a support or the like at the lower part of the pipe roof 7, and the housing and the support work do not interfere when the housing is installed. In addition, after the pipe roof is integrated or before, each steel pipe is filled with mortar, whereby a higher-strength pipe roof can be obtained.

  Further, both ends of the pipe roof 7 are located in the upper part near the top of the tunnel 5. For this reason, the tunnel 5 can take charge of the force from the pipe roof 7 that receives the earth pressure above. In addition, in the vicinity of the gap (F portion in the figure) between the pipe roof 7 and the tunnel 5, the water is stopped in advance by chemical solution injection or the like.

  According to the construction method of the underground structure according to the present embodiment, the pipe roof 7 is formed in advance in an arch shape above the building construction part, so that the pipe roof 7 can handle the earth pressure from above. It is not necessary to install a support work etc. at the building construction site. For this reason, a support work and a frame do not interfere at the time of frame construction.

  Moreover, since the steel pipe 13 used for the pipe roof 7 does not require a joint or the like, the steel pipe 13 can be easily manufactured and installed. Further, by providing the plate member 15, there is no fall of earth and sand from above the pipe roof 7 during excavation, and since the excavation area is clear, there is no excessive dug above the pipe roof. Further, since the pipe roof 7 is gradually integrated while excavating a predetermined distance, the exposed portion where the pipe roof 7 is not integrated is buried in the already integrated region and the soil. Both sides are supported by the area being For this reason, the pipe roof 7 can be constructed reliably.

  Further, when the freezing pipe 19 is used for ground improvement, the mortar 27 is not frozen by providing the heat insulating material 29 on the inner surface of the plate member 15. In addition, freezing of the mortar 27 can be reliably prevented by mixing the mortar 27 with an anti-freezing material.

  Next, another embodiment will be described. FIG. 8 is a diagram illustrating a case where the temporary support 31 is used when constructing the pipe roof. As shown in FIG. 6, when the pipe roof 7 is integrated (C part), the excavation is further advanced (E part). At this time, the steel part is integrated into the E part to be excavated. The arch effect cannot be expected. For this reason, the earth pressure from the upper part is handled by the already integrated part (C part) and the part (D part) embedded in the soil. Therefore, if the length of the E portion is too long, it becomes difficult to handle the C portion and the D portion.

  On the other hand, as shown in FIG. 8, when the temporary support 31 is installed below the pipe roof 7, the pipe roof 7 in a non-integrated range is also viewed from above until the mortar 27 is consolidated. It is possible to take charge of the power of. That is, in FIG. 6, when excavating the E portion, the excavation is advanced while the temporary support 31 is installed at a predetermined interval, so that even in the E portion (the unintegrated range), the upper soil Can receive pressure.

  In this case, since the E part is supported by the C part and the D part and the temporary support work 31, it is possible to excavate a longer distance at a time as compared with the case where the temporary support work is not used. That is, the E part can be enlarged. The temporary support 31 may be removed after the range excavated by the temporary support 31 is integrated by the mortar 27. In this case, since the pipe roof 7 is already integrated, the temporary support work 31 is not necessary. In other words, the temporary support 31 is provisional until the pipe roof 7 is integrated, and does not interfere with the housing when the housing is constructed.

  Moreover, FIG. 9 is a figure which shows embodiment which provides the axial force of an arch to the pipe roof of the range which is not integrated. As shown in FIG. 9A, after excavating below the pipe roof 7 and removing the soil between the steel pipes 13, the wedge member 33 is driven between the steel pipes 13 (in the direction of arrow I in the figure). The wedge member 33 gives a compressive force (arch-shaped axial force) between the steel pipes 13 and exhibits an arch effect. For this reason, in the part E of FIG. 6, the pipe roof 7 can be responsible for the upper earth pressure or the like until the pipe roof 7 is integrated. Therefore, the length of the E part can be made longer. Note that the wedge member 33 may be embedded as it is when mortar is placed.

  Further, as shown in FIG. 9B, a plate jack 35 may be installed between the steel pipes 13 instead of the wedge member 33 described above. The plate jack 35 is a member that is deformed to both sides of the plate-like member by hydraulic oil, and can apply force to both sides by deformation. When the plate jack 35 is operated after excavating between the steel pipes 13 and installing the plate jack 35 between the steel pipes 13, the plate jack 35 is deformed to both sides to generate a compressive force between the steel pipes 13. (Arrow J direction in the figure). Therefore, the plate jack 35 also provides the same effect as the wedge member 33.

  Further, as shown in FIG. 10, a connecting member 37 may be installed between the steel pipes 13. FIG. 10A is a view showing a state where the connecting member 37 is installed, and FIG. 10B is a cross-sectional view taken along the line KK of FIG.

  As shown in FIG. 10B, the connecting member 37 is a member that is sandwiched between a pair of steel plates 39 and fixed with bolts 43 and nuts 45. The buckling prevention member 41 may have a certain thickness such as wood. Since only the steel plate 39 may be buckled by the compressive force between the steel pipes 39, the buckling prevention member 41 is sandwiched to increase the thickness.

  The steel plate 39 is installed between the steel pipes 13 and has a shape corresponding to the outer peripheral surface of the steel pipe 13 (the outer shape of the steel pipe 13 between the steel pipes 13) so that the steel pipe 13 can be joined. Therefore, the connecting member 37 is installed between the steel pipes 13 and joined to the steel pipe 13 by welding or the like. Since the adjacent steel pipes 13 are joined by the connecting member 37, the interval between the steel pipes 13 does not increase. Therefore, the pipe roof 7 does not collapse until it is integrated by the mortar 27 within the range of the E portion in FIG. Similar to the wedge member 33 and the like, the connecting member 37 may be embedded in the mortar 27 when the mortar 27 is placed.

  As mentioned above, although embodiment of this invention was described referring an accompanying drawing, the technical scope of this invention is not influenced by embodiment mentioned above. It is obvious for those skilled in the art that various modifications or modifications can be conceived within the scope of the technical idea described in the claims, and these are naturally within the technical scope of the present invention. It is understood that it belongs.

  For example, the various embodiments described above can be used in combination with each other. Further, by using the temporary support 31 or the wedge member 33, the pipe roof 7 can be integrated all at once without repeating the excavation and the integration of the pipe roof finely.

  In addition, if a connecting member that connects both ends of the pipe roof 7 in the horizontal direction after excavating the pipe roof 7 is excavated, the arch shape below the pipe roof 7 expands and the pipe roof 7 collapses more reliably. Can be prevented.

DESCRIPTION OF SYMBOLS 1 ......... Underground structure 3 ......... Ground 5 ......... Tunnel 7 ......... Pipe roof 9 ......... Housing 11 ......... Shaft 13 ......... Steel pipe 15 ......... Plate member 17 ......... Profile steel Bar 19 ......... Freezing pipe 21 ... ... Frozen soil 23 ... ... Excavation part 25 ... ... Formwork 27 ... ... Mortar 29 ... ... Insulation 31 ... ... Temporary support 33 ... ... Wedge member 35 ......... Plate jack 37 ......... Connecting member 39 ......... Steel plate 41 ......... Buckling prevention member 43 ......... Bolt 45 ......... Nut

Claims (10)

  1. A construction method for an underground structure,
    A step (a) of placing a plurality of steel pipes above the planned construction portion of the underground structure, and forming an arched pipe roof in a direction substantially perpendicular to the longitudinal direction of the steel pipes;
    A step (b) of removing earth and sand between the steel pipes;
    A step (c) of placing a compression force transmitting member between the steel pipes to integrate the steel pipes;
    A step (d) of constructing an underground structure under the pipe roof;
    The construction method of an underground structure characterized by comprising.
  2. The steel pipe placed in the step (a) is joined along the longitudinal direction of the steel pipe with a sand and sand removal section partition member projecting in the direction of the adjacent steel pipe,
    The method for constructing an underground structure according to claim 1, wherein in the step (b), earth and sand below the earth and sand removing section partition member between the steel pipes are removed.
  3.   The underground structure according to claim 1 or 2, further comprising a step (e) of improving at least the ground above the pipe roof from the pipe roof before the step (b). Construction method of things.
  4. The step (b) is a step of excavating a lower region of the pipe roof surrounded by the pipe roof to a predetermined length in the axial direction of the pipe roof, and removing earth and sand between the steel pipes.
    The construction of an underground structure according to any one of claims 1 to 3, wherein the steps (b) to (c) are repeated so as to integrate the entire length of the pipe roof. Method.
  5. The step (b) is a step of excavating a lower region of the pipe roof surrounded by the pipe roof to a predetermined length in the axial direction of the pipe roof, and removing earth and sand between the steel pipes.
    Before the step (c), in the region excavated in the step (b), a temporary support is installed at the lower part of the pipe roof,
    5. The underground according to claim 1, wherein the lower part of the pipe roof is excavated to a depth corresponding to the underground structure while removing the temporary support work in the step (d). Construction method of the structure.
  6.   The compression force transmission member holding member is joined to the site | part located between the said steel pipes of the outer periphery of the said steel pipe to be laid in any one of the Claims 1-5 characterized by the above-mentioned. The construction method of the underground structure of crab.
  7.   The step (e) is a step of freezing and water-stopping the ground with a freezing pipe, and in the step (c), a compressive force transmitting member is placed after installing a heat insulating material on the inner surface of the earth and sand removing section partition member. The construction method for an underground structure according to any one of claims 3 to 6, wherein the construction method is an underground structure.
  8.   The step (e) is a step of freezing and water-stopping the ground with a freezing pipe, and a compressive force transmitting member mixed with a defrosting material is placed during the step (c). The construction method of the underground structure in any one of Claims 7-7.
  9.   The method further comprises a step (f) of inserting a wedge member or a plate jack between the steel pipes after the step (b) and applying a compressive force in the arch direction of the pipe roof. The construction method of the underground structure in any one of Claims 1-8.
  10.   The underground structure according to any one of claims 1 to 9, wherein after the step (b), a connecting member in which a buckling prevention material is sandwiched between steel plates is provided between the steel pipes. Construction method of things.
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JP5498295B2 JP5498295B2 (en) 2014-05-21

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CN110107320A (en) * 2019-03-25 2019-08-09 贵州大学 A kind of novel pipe shed for Support System in Soft Rock Tunnels leading pre-supporting

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CN103321659B (en) * 2013-07-22 2015-04-22 中铁隧道集团有限公司 Large-diameter tube curtain support underground excavation construction super-shallow burying large-section subway station structure and construction method
CN110107320A (en) * 2019-03-25 2019-08-09 贵州大学 A kind of novel pipe shed for Support System in Soft Rock Tunnels leading pre-supporting

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