JP2004124489A - Underground structure and its construction method - Google Patents

Underground structure and its construction method Download PDF

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Publication number
JP2004124489A
JP2004124489A JP2002289610A JP2002289610A JP2004124489A JP 2004124489 A JP2004124489 A JP 2004124489A JP 2002289610 A JP2002289610 A JP 2002289610A JP 2002289610 A JP2002289610 A JP 2002289610A JP 2004124489 A JP2004124489 A JP 2004124489A
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Japan
Prior art keywords
tunnel
propulsion pipe
underground structure
provided
installed
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JP2002289610A
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Japanese (ja)
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JP4183470B2 (en
Inventor
Takashi Abe
Shigetaka Doi
Sumio Miyajima
Yoshiro Morioka
Yukinobu Sasaki
Kunihiko Takimoto
Tadashi Yoshikawa
佐々木 幸信
吉川 正
土井 重孝
安部 剛史
宮嶋 澄夫
滝本 邦彦
盛岡 義郎
Original Assignee
Kajima Corp
Komatsu Im Engineering Kk
Komatsu Ltd
Tekken Constr Co Ltd
コマツアイエムエンジニアリング株式会社
株式会社小松製作所
鉄建建設株式会社
鹿島建設株式会社
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Application filed by Kajima Corp, Komatsu Im Engineering Kk, Komatsu Ltd, Tekken Constr Co Ltd, コマツアイエムエンジニアリング株式会社, 株式会社小松製作所, 鉄建建設株式会社, 鹿島建設株式会社 filed Critical Kajima Corp
Priority to JP2002289610A priority Critical patent/JP4183470B2/en
Publication of JP2004124489A publication Critical patent/JP2004124489A/en
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Abstract

An object of the present invention is to provide an underground structure and a method of constructing the underground structure, which enable reduction of construction cost, labor saving of construction, shortening of construction period, and the like.
A shield hole (1) is provided and a widened portion (2) formed on an opposite side thereof. The steel shell segment 1a is provided at the ground of the shield holes 1 and 1, the propulsion tubes 3 and 4 are provided above and below the shield holes 1 and 1, and the external force acting on the steel shell segment 1a and the propulsion tubes 3 and 4 is prevented. Each is installed so as to close in an approximately elliptical cross section so as to resist mainly by an axial force.
[Selection diagram] Fig. 1

Description

[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to an underground structure and a method of constructing the underground structure, and was developed as a construction method capable of extremely efficiently and safely constructing an underground space having an arbitrary cross-sectional shape by a non-cutting method.
[0002]
[Prior art]
As a construction method of underground structures by non-digging method, a shield excavator has been pushed into the ground to excavate a tunnel with a circular or rectangular cross section, and shotcrete and rock bolts have been used as main support materials. The NATM method of excavating a tunnel with a horseshoe-shaped or elliptical cross-section by using a mountain arch action or a ring action is generally known.
[0003]
In addition, the tunnel is excavated in parallel by the above-mentioned method, and a pipe roof made of steel pipe or the like is installed in the meantime, or a semicircular frozen soil is formed and water retaining is stopped, and then the inside is excavated and widened. A so-called roof construction method is also known (for example, see Patent Documents 1, 2, and 3).
[0004]
[Patent Document 1]
Japanese Patent Publication No. 6-102955 [Patent Document 2]
Japanese Patent Publication No. 7-76507 [Patent Document 3]
JP-A-7-81486 [0005]
[Problems to be solved by the invention]
However, the shield method has a drawback that it is very difficult to construct a tunnel having an arbitrary cross section, and it is difficult to cope with the construction of a widened portion such as a station building. On the other hand, in the NATM method, groundwater countermeasures are indispensable, and large-scale groundwater countermeasures are required. When using the freezing method as groundwater countermeasures, the retaining wall for constructing a tunnel with an arbitrary cross section is formed by freezing soil. However, it is necessary to make the frozen soil considerably thick, which not only inevitably increases the construction cost but also makes it very difficult to construct a large-section tunnel due to the effect of subsidence of the frozen ground on the target ground. Was.
[0006]
Furthermore, in the roof construction method described above, when constructing the widened part, a roof material is installed between the tunnels dug in parallel as earth retaining and water stopping materials, but the bending moment is applied to the roof material by earth pressure from the surroundings. And the axial force acts, and the bending moment mainly acts. Therefore, the cross section of the roof material is made considerably thicker in preparation for this, and the lining material of the tunnel on both sides supporting the roof material is equivalent to the supporting material. Because of the necessity of strong reinforcement, there has been a problem that a large-scale construction and an increase in construction cost are unavoidable.
[0007]
The present invention has been made in order to solve the above-described problems, and an object of the present invention is to provide an underground structure and a method of constructing the underground structure, which has enabled construction cost reduction, labor saving of the construction and shortening of the construction period. Is what you do.
[0008]
[Means for Solving the Problems]
The underground structure according to claim 1, comprising a tunnel provided side by side and a widened portion formed on a side opposite to the tunnel, and a lining material is propelled to the ground of the tunnel upward and downward between the tunnels. The pipes are installed so as to close each other in a substantially elliptical cross section so as to mainly resist axial force against the external force acting on the lining material and the propulsion pipe.
[0009]
As described above, the present invention provides a structure in which the lining material (segment) of the tunnel and the propulsion pipe between the tunnels are closed so as to be substantially elliptical, and the structure is as close as possible to the shape of a rugby ball. Of the stresses acting on the lining material and the propulsion pipe due to external forces such as the surrounding earth pressure and water pressure, the bending moment is made as small as possible, and by adopting a structural system that resists external forces mainly by axial force, It is possible to make the section of the lining material and the propulsion pipe as small as possible, and it is possible to reduce the reinforcement of the tunnel lining material, which saves labor and shortens the construction period. Can greatly reduce the construction cost.
[0010]
In this case, the tunnel can be excavated by a shield method, and a steel shell segment, an RC segment, or a PC segment can be used as a lining material of the tunnel. .
[0011]
In addition, square or round steel pipes or elliptical or polygonal steel pipes can be used as the propulsion pipe, but square steel pipes have higher rigidity than circular steel pipes of the same diameter, and the inner space can be used. desirable.
[0012]
In addition, it is easy to install a water stop plate for retaining water between the steel pipes, and it is easier to manufacture than a circular steel pipe. It is also advantageous in terms of aspects.
[0013]
In this case, the steel pipes may be installed in close contact with each other in the axial direction of the tunnel, or may be installed at predetermined intervals.
[0014]
The underground structure according to claim 2 includes a tunnel provided side by side and a widened portion formed on a side opposite to the tunnel, a propulsion pipe on an upper side and a lower side between the tunnels, a steel reinforcement material in the tunnel, It is characterized in that the propulsion pipe and the steel member are installed so as to close to each other in an almost elliptical shape so as to resist mainly an axial force against an external force acting on the steel material.
[0015]
In the case of the present invention, the reinforcing steel is installed in the tunnel on both sides so as to close to the propulsion pipe in a substantially elliptical cross section, so that the axial force due to the external force acting on the propulsion pipe is applied to the reinforcing steel. Since the load on the tunnel lining material can be reduced or minimized, not only is the reinforcement of the tunnel lining material almost unnecessary, but also the joining between the tunnel lining material and the propulsion pipe can be simplified.
[0016]
In this case, a steel pipe such as a square steel pipe, which is the same as the propulsion pipe, or a steel frame material such as an H-section steel can be used as the steel supplement material in this case.
[0017]
The underground structure according to claim 3 is characterized in that, in the underground structure according to claim 1 or 2, the propulsion pipe is particularly formed of a steel pipe having a large cross section and continuous in an arc shape. As the propulsion pipe, a steel pipe such as a rectangular steel pipe or a circular steel pipe, or an elliptical steel pipe or a polygonal steel pipe can be used. In particular, a square steel pipe is higher in rigidity than a circular steel pipe of the same diameter, and is preferable because the inner space can be used. .
[0018]
In addition, it is easy to install a water blocking plate for retaining water between the steel pipes, and it is easier to manufacture than a circular steel pipe. It is advantageous.
[0019]
Further, since the propulsion pipe is formed in a circular arc having a large cross section (large diameter), an operator can work in the pit, so that ground improvement can be achieved by installing a freezing pipe, injecting a chemical solution from the pit, and the like.
[0020]
The method of constructing an underground structure according to claim 4, wherein after excavating the tunnel in parallel, when exposing the opposite side thereof to form a widened portion, a lining material is provided on the ground of the tunnel, The propulsion pipes are installed on the upper and lower sides of the lining material and the propulsion pipe, respectively, so as to close the cross section in a substantially elliptical shape so as to mainly resist the external force acting on the lining material and the propulsion pipe. It is.
[0021]
The method of constructing an underground structure according to claim 5, wherein after excavating the tunnel in parallel, when excavating the opposite side to form a widened portion, the propulsion pipes are formed on the upper side and the lower side between the tunnels, It is characterized in that a reinforcing steel material is installed in the tunnel so as to close in an approximately elliptical cross-section so as to resist mainly the axial force against the external force acting on the lining material and the propulsion pipe.
[0022]
The construction method of an underground structure according to claim 6 is the construction method of an underground structure according to claim 4 or 5, wherein the excavator is pushed from one tunnel side to the other tunnel side to add a plurality of square steel pipes while adding a circle. It is characterized by being installed so as to be continuous in an arc shape.
[0023]
BEST MODE FOR CARRYING OUT THE INVENTION
1 (a) to 1 (c) each show an example of an underground structure according to the present invention. In the figure, shield holes 1 and 1 are constructed in parallel, and widened portions 2 and 2 are provided on opposite sides thereof. It is constructed continuously with the shield holes 1 and 1.
[0024]
Further, propulsion pipes 3 and 4 are respectively formed in an arch shape above and below the widened portions 2 and 2 between the shield holes 1 and 1. The inner periphery of each shield hole 1 is covered with steel shell concrete in which concrete is cast in the steel shell segment 1a.
[0025]
The ceiling and floor of the widened parts 2 and 2 are covered with a top plate 5 and a floor slab 6 of an RC or SRC structure, respectively, and an intermediate wall 7 of an RC or SRC structure is constructed between the widened parts 2 and 2.
[0026]
The propulsion pipes 3 and 4 are constructed by bridging a plurality of square steel pipes 3a and 4a between the shield holes 1 and 1 at predetermined intervals in the axial direction of the shield holes 1 and 1, respectively. In this case, the propulsion pipes 3 and 4 are bridged so as to be joined together with the steel shell segment 1a in an elliptical shape as close as possible to a rugby ball, and both ends thereof are welded or joined to the steel shell segment 1a of the shield holes 1, 1. It is joined in a pin joint or rigid joint state by bolts.
[0027]
1 (b) and 1 (c), in particular, arcuate or polygonal steel reinforcements 8, 8 are installed in the shield holes 1, 1 so as to be closed in an elliptical shape in combination with the propulsion pipes 3, 4. Further, a plurality of horizontal reinforcing steel members 8a are provided in a plurality of stages between the reinforcing steel members 8 and the steel shell segments 1a as necessary.
[0028]
In the case of the RC structure, the top slab 5 and the floor slab 6 are reinforced with reinforcing bars arranged in concrete, and in the case of the SRC structure, a steel frame material is covered with the shield holes 1 and 1, respectively. It is integrated with the lining material of the shield holes 1 and 1 by fixing in the steel shell concrete installed as the material.
[0029]
In such a configuration, the propulsion pipes 3, 3 and the steel shell segments 1a, 1a of the shield holes 1, 1 on both sides for supporting the propulsion pipes 3, 3 are substantially oval-shaped, and have a structural system as close as possible to the shape of a rugby ball. , The stress acting on the propulsion pipe 3 and the steel shell segment 1a due to the surrounding earth pressure is due to the fact that the axial force prevails in the bending moment with respect to the surrounding earth pressure and resists mainly by the axial force. Since not only the member cross sections of the steel shell segment 1a and the propulsion pipe 3 can be made as small as possible, but also the reinforcement of the steel shell segment 1a can be reduced, it is possible to save labor and cost of construction.
[0030]
In such a configuration, a construction method of an underground structure according to the present invention will now be described with reference to FIGS.
(1) First, the shield holes 1 and 1 are dug in parallel. The inner periphery of each of the shield holes 1 and 1 is covered with a steel shell segment 1a. Further, the temporary floors 9 are installed in the shield holes 1 and 1 respectively (see FIG. 2A).
[0031]
{Circle around (2)} Next, the propulsion pipes 3 and 4 are respectively constructed on the upper and lower sides between the shield holes 1 and 1 (see FIG. 2B). In this case, the excavator is pushed from one shield hole 1 side to the other shield hole 1 side, and a plurality of square steel pipes 3a and 4a are respectively installed in a circular arc shape by installing the square steel pipes in the tail portion while successively adding. Both ends of each of the rectangular steel pipes 3a, 4a are rigidly or pin-joined to the steel shell segment 1a.
[0032]
{Circle around (3)} Next, a freezing process 10 is performed by applying a freezing process 10 to the joint a between the shield holes 1 and the square steel pipes 3a, 4a, between the square steel pipes 3a, 3a, and between 4a, 4a (FIG. 3). (D)). At this time, a vertical support 11 is installed in each shield hole 1, 1 to reinforce the steel shell segment 1a so as not to be deformed or displaced by excessive earth pressure due to freezing.
[0033]
(4) Next, the ground under the propulsion pipe 3 is excavated to the position of the top plate 5 (see FIGS. 2C and 2D). In this case, the skin plate of the partial steel shell segment 1a installed as the lining material of the shield hole 1 is removed to form the working port 12, and excavation is started from here (see FIG. 2 (c)). Further, in parallel with the excavation, a steel plate is attached as a water stop plate 13 between the square steel pipes 3a, 3a by welding or the like from below (see FIG. 3D).
[0034]
(5) Next, when the lower side of the propulsion pipe 3 is excavated to a predetermined position, the top plate 5 is constructed between the shield holes 1 and 1 by an RC or SRC structure (see FIG. 2E).
[0035]
(6) Next, the lower side of the top plate 5 is excavated (see FIG. 3A). Then, the floor slab 6 and the middle wall 7 are constructed by RC or SRC structures, respectively (see FIGS. 3B and 3C).
When the floor slab 6 and the inner wall 7 are constructed, the lower side of the top slab 5 may be firstly excavated to the position of the floor slab 6, and then the floor slab 6 and the intermediate wall 7 may be constructed sequentially from the floor slab 6. Alternatively, the middle wall 7 and the floor slab 6 may be constructed in order from the top while excavating the lower side of the top slab 5 (reverse winding).
[0036]
{Circle around (7)} Next, of the steel shell segments installed as the lining material of the shield holes 1, 1, the steel shell segments 1 b, 1 b on the opposite side (specifically, the main girder of the steel shell segment 1 b, the vertical ribs, The joint plate and the skin plate are removed, and each shield hole 1 and the widened portion 2 are connected to one space (see FIG. 3C). Also, concrete is poured into other steel shell segments.
[0037]
(8) Finally, the temporary floor 9 and the vertical support 11 are removed to complete the construction. Although the space between the propulsion pipe 3 and the top plate 5 is backfilled in principle, it may be used as a common groove without backfilling. The space between the propulsion pipe 4 and the floor slab 6 may also be excavated and used as a common groove.
[0038]
In addition, when a foundation or the like is constructed on the upper portion by backfilling a strong material such as concrete, the load can be transmitted downward through the skeleton, so that there is no fear of affecting the lining material (segment or the like).
[0039]
In addition, as another application example of this method, for example, after constructing a shaft with a small diameter, a propulsion tube is vertically constructed around the shaft, and the space between the shafts is frozen, thereby forming a spherical or rugby ball-shaped propulsion tube (with a steel pipe). A frozen ground can be used to resist earth pressure and water pressure, and the inside of the propulsion pipe can be excavated to form a large underground space or underground structure. In this case, by making the propulsion pipe a large-diameter arc, these operations can also be performed safely from the inside of the pit by a non-cutting method.
[0040]
In addition, as another application example, it is also possible to construct an underground structure such as an intermediate branch room by non-digging work by constructing the above shaft horizontally, that is, performing the same construction from inside the shield hole. is there.
[0041]
【The invention's effect】
The invention of the present application is as described above, in particular, the lining material on the ground of the tunnel provided side by side, the propulsion pipes on the upper and lower sides between the tunnels, and the external force acting on the lining material and the propulsion pipe. Since they are installed so as to close together in an almost elliptical cross-section so as to resist mainly by axial force, minimize the bending moment among the stresses acting on the lining material and the propulsion pipe due to the surrounding earth pressure. By adopting a structural system that mainly resists external force against axial force, the cross section of the propulsion pipe can be made as small as possible and the reinforcement of the tunnel lining material can be reduced. Labor savings, shortening of the construction period, and drastic reduction of construction costs can be achieved.
[0042]
In addition, since the reinforcing steel material is installed in the tunnels on both sides so as to close to the propulsion pipe in a substantially elliptical cross section, the axial force due to the external force acting on the propulsion pipe is borne by the reinforcing steel material, so that the tunnel cover is covered. Since the load on the work material can be reduced or minimized, not only is the reinforcement of the tunnel lining material almost unnecessary, but also the joining between the tunnel lining material and the propulsion pipe can be simplified.
[0043]
Further, since a rectangular steel pipe is used as the propulsion pipe, the rigidity is higher than that of a circular steel pipe having the same diameter, and the inner space can be used. In addition, it is possible to easily attach a water stopping plate for retaining water between the steel pipes. Furthermore, it is easy to manufacture and advantageous in cost.
[Brief description of the drawings]
1 shows an example of an underground structure according to the present invention, wherein (a) and (b) are longitudinal sectional views, and (c) is a partial longitudinal sectional view thereof.
2 (a) to 2 (e) are longitudinal sectional views showing steps of a construction method of an underground structure according to the present invention.
3 (a) to 3 (c) are longitudinal sectional views showing steps of a construction method of an underground structure according to the present invention, and FIG. 3 (d) is a sectional view of a propulsion pipe.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Shield hole 1a Steel shell segment 2 Widening part 3 Propulsion pipe 4 Propulsion pipe 5 Top plate 6 Floor slab 7 Middle wall 8 Reinforcement material 9 Temporary floor 10 Freezing work 11 Vertical support work 12 Working port 13 Water stop plate

Claims (6)

  1. The tunnel comprises an attached tunnel and a widened portion formed on the side opposite to the tunnel. A lining material is provided on the ground of the tunnel, a propulsion pipe is provided above and below the tunnel, and the lining material and the propulsion pipe are provided. An underground structure characterized by being installed so as to be closed in a substantially elliptical cross section so as to resist mainly an axial force against an external force acting on the underground structure.
  2. An external force acting on the propulsion pipe and the steel material, the propulsion pipe being provided between the tunnel and the upper side and the lower side, the propulsion pipe being provided in the tunnel, and the propulsion pipe being provided with the widening portion formed on the opposite side of the tunnel. An underground structure characterized by being installed so as to close in an almost elliptical cross-section so as to resist mainly by axial force.
  3. The underground structure according to claim 1, wherein the propulsion pipe is formed of a steel pipe having a large section and continuing in an arc shape.
  4. After digging the tunnel in parallel, when digging the opposite side to form a widened portion, a lining material is provided on the ground of the tunnel, a propulsion pipe is provided above and below the tunnel, A method of constructing an underground building characterized by being installed so as to be closed in a substantially elliptical cross-section so as to mainly resist axial force against external force acting on a material and a propulsion pipe.
  5. After excavating the tunnel in parallel, when excavating the opposite side to form a widened portion, a propulsion pipe is provided on the upper and lower sides between the tunnels, a reinforcing steel material in the tunnel, the propulsion pipe and the reinforcing steel material. A method of constructing an underground structure, characterized in that the underground structure is installed so as to be closed in a substantially elliptical cross section so as to resist mainly an axial force against an external force acting on the underground structure.
  6. The method according to claim 4 or 5, wherein the excavator is pushed from one tunnel side to the other tunnel side, and is installed so as to be continuous in an arc shape while adding a plurality of steel pipes.
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Cited By (11)

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JP2004353264A (en) * 2003-05-28 2004-12-16 Kajima Corp Construction method of tunnel confluence section and tunnel confluence section
JP2007009430A (en) * 2005-06-28 2007-01-18 Metropolitan Expressway Public Corp Tunnel composition structure and its construction method
JP2007040018A (en) * 2005-08-04 2007-02-15 Kumagai Gumi Co Ltd Tunnel structure for branch section or junction section of underground passage and its execution method
JP2008013976A (en) * 2006-07-04 2008-01-24 Taisei Corp Construction method for connected tunnels
JP2008075386A (en) * 2006-09-22 2008-04-03 Ohbayashi Corp Spectacle shield tunnel structure and method of constructing same
CN102296960A (en) * 2011-01-28 2011-12-28 沈阳市政集团有限公司 Prestress back box culvert jacking construction method
KR101318301B1 (en) 2012-06-12 2013-10-16 김남선 Frame structure for underground structure and method of constructing underground structure using the same
CN103410519A (en) * 2013-08-06 2013-11-27 重庆地质矿产研究院 Rockburst-preventive tunnel face structure for tunneling and rockburst-preventive tunneling method
JP2014129722A (en) * 2014-02-27 2014-07-10 Taisei Corp Connection structure of pipe roof
JP2017043982A (en) * 2015-08-27 2017-03-02 鹿島建設株式会社 Underground structure, and construction method of underground structure
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JP4493936B2 (en) * 2003-05-28 2010-06-30 鹿島建設株式会社 Method for constructing tunnel junction and tunnel junction
JP2004353264A (en) * 2003-05-28 2004-12-16 Kajima Corp Construction method of tunnel confluence section and tunnel confluence section
JP2007009430A (en) * 2005-06-28 2007-01-18 Metropolitan Expressway Public Corp Tunnel composition structure and its construction method
JP2007040018A (en) * 2005-08-04 2007-02-15 Kumagai Gumi Co Ltd Tunnel structure for branch section or junction section of underground passage and its execution method
JP4584068B2 (en) * 2005-08-04 2010-11-17 株式会社熊谷組 Construction method of tunnel structure for junction or junction of underground road
JP2008013976A (en) * 2006-07-04 2008-01-24 Taisei Corp Construction method for connected tunnels
JP2008075386A (en) * 2006-09-22 2008-04-03 Ohbayashi Corp Spectacle shield tunnel structure and method of constructing same
CN102296960A (en) * 2011-01-28 2011-12-28 沈阳市政集团有限公司 Prestress back box culvert jacking construction method
KR101318301B1 (en) 2012-06-12 2013-10-16 김남선 Frame structure for underground structure and method of constructing underground structure using the same
CN103410519A (en) * 2013-08-06 2013-11-27 重庆地质矿产研究院 Rockburst-preventive tunnel face structure for tunneling and rockburst-preventive tunneling method
JP2014129722A (en) * 2014-02-27 2014-07-10 Taisei Corp Connection structure of pipe roof
JP2017043982A (en) * 2015-08-27 2017-03-02 鹿島建設株式会社 Underground structure, and construction method of underground structure
JP2017043983A (en) * 2015-08-27 2017-03-02 鹿島建設株式会社 Underground structure, and construction method of underground structure

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