JPH0424398A - Construction of underground space with arched member - Google Patents
Construction of underground space with arched memberInfo
- Publication number
- JPH0424398A JPH0424398A JP2128421A JP12842190A JPH0424398A JP H0424398 A JPH0424398 A JP H0424398A JP 2128421 A JP2128421 A JP 2128421A JP 12842190 A JP12842190 A JP 12842190A JP H0424398 A JPH0424398 A JP H0424398A
- Authority
- JP
- Japan
- Prior art keywords
- ground
- arch member
- members
- underground space
- underground
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title description 37
- 238000000034 method Methods 0.000 claims abstract description 16
- 239000011440 grout Substances 0.000 abstract description 2
- 239000000463 material Substances 0.000 abstract description 2
- 238000003780 insertion Methods 0.000 abstract 3
- 230000037431 insertion Effects 0.000 abstract 3
- 238000002347 injection Methods 0.000 abstract 1
- 239000007924 injection Substances 0.000 abstract 1
- 230000001050 lubricating effect Effects 0.000 abstract 1
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 19
- 239000000314 lubricant Substances 0.000 description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000010586 diagram Methods 0.000 description 6
- 230000035515 penetration Effects 0.000 description 5
- 230000000149 penetrating effect Effects 0.000 description 4
- 239000004576 sand Substances 0.000 description 4
- 239000006163 transport media Substances 0.000 description 4
- 239000007788 liquid Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000000087 stabilizing effect Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〈産業上の利用分野〉
本発明はアーチ部材を用いた地下空間の施工方法に係わ
る。DETAILED DESCRIPTION OF THE INVENTION <Industrial Field of Application> The present invention relates to a method of constructing an underground space using an arch member.
〈従来の技術〉
周知の通り、地下空間を構築するための施工方法として
は、例えば、■山岳トンネルエ姑、■シールドトンネル
工法、■開削埋め戻し工法などが従来より知られている
。<Prior Art> As is well known, construction methods for constructing underground spaces include, for example, ■mountain tunnel construction method, ■shield tunnel construction method, and ■cutting and backfilling construction method.
これらの施工方法の内、地盤が強固で自立する場合は、
■の山岳トンネル工法を用いて地盤を掘削した後に支保
工を設けたり、或いはナトムエ法のようにロックボルト
や吹き付はコンクリート等を用いることにより地下空間
を形成することが可能である。Among these construction methods, if the ground is strong and self-supporting,
It is possible to form an underground space by installing shoring after excavating the ground using the mountain tunnel construction method (2), or by using rock bolts or spray concrete as in the Natomue method.
しかし、地盤が軟弱な場合には上記山岳トンネル工法を
用いることが出来ないので、■のシールドトンネル工法
や■の開削埋め戻し工法を用いて地下空間を形成してい
る。However, if the ground is soft, the above-mentioned mountain tunnel construction method cannot be used, so underground spaces are formed using the shield tunnel construction method (2) or the cut-and-cover backfill method (2).
〈発明が解決しようとする課題〉
■の山岳トンネル工法の場合は、施工している地中に軟
弱な地盤があると切羽が崩壊しやすく、また、軟弱地盤
の部分においては支保工や覆工を施す前に地盤が変形し
て周辺の地盤を乱す恐れがある。<Problem to be solved by the invention> In the case of the mountain tunnel construction method (2), if there is soft ground underground, the face is likely to collapse, and in areas with soft ground, shoring and lining are required. There is a risk that the ground may deform and disturb the surrounding ground before it is applied.
また、■のシールドトンネル工法の場合は、施工空間の
断面積が大きくなると施工設備が大掛かりになるので、
経済性が悪くなったり、時りは周辺地盤の乱れを引き起
こすこともある。また、シールドトンネル工法によって
形成した地下空間は一般にはその鉛直断面形状が円形で
あるため、断面が矩形状の地下空間と比較すると空間利
用効率が悪い問題があった。In addition, in the case of the shield tunnel construction method (■), if the cross-sectional area of the construction space becomes large, the construction equipment will be large-scale.
It can become uneconomical and sometimes cause disturbances to the surrounding ground. Furthermore, since the underground space formed by the shield tunnel method generally has a circular vertical cross section, there is a problem that the space utilization efficiency is lower than that of an underground space whose cross section is rectangular.
■の開削埋め戻し工法は地上から施工するので、施工中
は地下空間の上部に位置する地上に工事のための広い面
積を占有するため社会活動を長期間に渡って妨げてしま
う不都合があった。また、地下空間を形成する位置が深
い場合には、掘削土量が多くなるので工費が嵩んで不経
済であった。Since the cut-and-backfill method described in (2) involves construction from above ground, it occupies a large area on the ground above the underground space during construction, which has the inconvenience of interfering with social activities for a long period of time. . Furthermore, if the underground space is to be formed at a deep location, the amount of soil to be excavated increases, which increases construction costs and is uneconomical.
また、上記の■〜■の工法の外に、軟弱地盤を掘削する
場合に用いられる工法として、例えばバイブルーフ工法
や鋼矢板山留工法のように、掘削部分の外周部に鋼管や
矢板状の土止め用部材を予め配した後に掘削作業を行う
方法がある。しかし、上記土止め用部材は直線状なのて
変形に対する抵抗力が小さい。このため、断面積が大き
くて強固な土止め部材を用いなければならない不都合が
あるとともに、掘削と同時に土止め用部材を支保する梁
材を設けなければならないので、工費や手間が多くかか
る問題があった。In addition to the above-mentioned construction methods, there are also construction methods used when excavating soft ground, such as the bi-roof construction method and the steel sheet pile retaining method, in which steel pipes or sheet piles are installed around the outer periphery of the excavated area. There is a method in which excavation work is carried out after placing earth retaining members in advance. However, the above-mentioned earth retaining member has a linear shape and has a low resistance to deformation. For this reason, there is an inconvenience that a strong earth retaining member with a large cross-sectional area must be used, and a beam to support the earth retaining member must be installed at the same time as excavation, resulting in the problem of high construction costs and labor. there were.
本発明は上述の点に鑑み、（１）軟弱な地盤であっても
周辺の地盤を緩めることなく大断面積の地下空間の施工
を可能にし、また（２）地上に広い施工用地を確保した
り、或いは大掛かりな支保工や覆行な行ったりすること
なく地下空間を構築することが出来、更に（３）掘削作
業を安全に行うことが出来るようにすることを目的とす
る。In view of the above points, the present invention (1) enables the construction of underground spaces with large cross-sectional areas without loosening the surrounding ground even on soft ground, and (2) secures a wide construction site above ground. The purpose of the present invention is to enable the construction of an underground space without the need for large-scale shoring or cover-up work, and (3) to allow excavation work to be carried out safely.
〈課題を解決するための手段〉
本発明のアーチ部材を用いた地下空間の施工方法は、長
手方向に沿って湾曲している細長い支持部材として形成
されているアーチ部材を地中に順次貫入して横方向に連
続させ、上記アーチ部材による曲面壁を上記地中に形成
するとともに、上記曲面壁の内側に区画されている地盤
を掘削して地下空間を構築するようにしている。<Means for Solving the Problems> A method for constructing an underground space using an arch member of the present invention involves sequentially penetrating into the ground an arch member formed as an elongated support member curved along the longitudinal direction. A curved wall made of the arch member is formed in the ground, and the ground partitioned inside the curved wall is excavated to construct an underground space.
（作用〉
長手方向に沿って湾曲しているアーチ部材を順次地中に
貫入し、これを横方向に連続させて曲面壁を構成してか
らその内部を掘削して地下空間を構築するので、掘削に
よる影響が上記アーチ部材で区画している地中の外部に
及ばなくなる。また、はとんどの施工を地中で行うので
、大きな影響を地上に与えることなく工事を行うことが
出来る。更に、上記曲面壁の形状をアーチ形に構成して
変形に対する抵抗力を大きくしているので、アーチ部材
の断面積をそれほど大きくしなくても十分な耐強度が得
られ、地下空間を構成する部材の節約と掘削作業を安全
に行うことの両方が可能になる。(Operation) Arch members that are curved along the longitudinal direction are penetrated into the ground one after another, and they are continued in the horizontal direction to form a curved wall, and then the inside is excavated to construct an underground space. The impact of excavation will not affect the outside of the underground area divided by the arch members.Also, since most of the construction is done underground, the construction work can be carried out without having a major impact on the ground. Since the shape of the curved wall is configured into an arch shape to increase resistance to deformation, sufficient strength can be obtained without increasing the cross-sectional area of the arch member, making it suitable for use as a member constituting an underground space. This makes it possible to both save money and perform excavation work safely.
〈実施例〉
第１図は、本発明のアーチ部材を用いた地下空間の施工
方法の一実施例を示す施工方法説明図である。<Example> FIG. 1 is a construction method explanatory diagram showing an example of the construction method for underground space using the arch member of the present invention.
第１図に示すように、実施例のアーチ部材を用いた地下
空間の施工方法は先ず地中Ｇにアーチ部材２を順次貫入
し、これらのアーチ部材２をその貫入方向と直交する横
方向に連続させてアーチ部材２による曲面壁９を地中Ｇ
に形成する。アーチ部材２を貫入する方法は、第２図の
動作説明図に示すようにアーチ部材圧入装置１１を使用
し、アーチ部材２を地中Ｇに押し込むことにより行って
いる。As shown in Fig. 1, the method for constructing an underground space using the arch members of the embodiment is to first penetrate the underground G underground with arch members 2 one after another, and then move these arch members 2 in the lateral direction orthogonal to the direction of penetration. Continuously extend the curved wall 9 formed by the arch member 2 underground
to form. The method of penetrating the arch member 2 is performed by pushing the arch member 2 into the ground G using an arch member press-fitting device 11, as shown in the operational explanatory diagram of FIG.
ところで、アーチ部材２はその長手方向に沿って弧状に
湾曲するように形成されているので、アーチ部材２を圧
入するために加える力の方向とアーチ部材２の推進方向
とが異なってしまい、このため、アーチ部材２と地盤と
の摩擦抵抗力が大きくなる。また、場合によってはアー
チ部材２が予定の方向に進まないで力を加えた方向に推
進してしまい、計画通りの方向にアーチ部材２を貫入す
ることが出来ないことがある。そこで、本実施例におい
ては必要に応じてアーチ部材２の周面と地盤とのあいだ
に潤滑材１７を介在させ、アーチ部材２と地盤との間の
摩擦抵抗を小さくして貫入し易いようにしている。By the way, since the arch member 2 is formed to curve in an arc shape along its longitudinal direction, the direction of the force applied to press fit the arch member 2 and the direction of propulsion of the arch member 2 are different. Therefore, the frictional resistance between the arch member 2 and the ground increases. Further, in some cases, the arch member 2 may not advance in the planned direction but instead be propelled in the direction in which the force is applied, making it impossible to penetrate the arch member 2 in the planned direction. Therefore, in this embodiment, a lubricant 17 is interposed between the circumferential surface of the arch member 2 and the ground as necessary to reduce the frictional resistance between the arch member 2 and the ground to facilitate penetration. ing.
アーチ部材を貫入し易くする方法としては、この外に、
アーチ部材２の断面形状よりもやや大きい断面形状を有
する掘削機で貫入方向の地中を掘削し、安定液て地盤の
崩壊を防ぎなからアーチ部材２を建て込むようにしても
よい。この場合、アーチ部材２の建て込み後にアーチ部
材２と地盤との間隙を固化するために、グラウト注入し
たり、安定液を自硬性のものに置換したりするのかよい
。In addition to this, methods for making it easier to penetrate arch members include:
An excavator having a cross-sectional shape slightly larger than that of the arch member 2 may be used to excavate the ground in the direction of penetration, and the arch member 2 may be erected using a stabilizing liquid to prevent the ground from collapsing. In this case, in order to solidify the gap between the arch member 2 and the ground after the arch member 2 is erected, it may be appropriate to inject grout or replace the stabilizing liquid with a self-hardening liquid.
第２図に示したように、アーチ部材２を貫入するための
アーチ部材圧入装置は、アーチ部材２を挟む治具である
チャッキング装置４２を上下および回転方向に調整出来
るようになっている。そして、圧入するときにはアーチ
部材圧入装置１１かアーチ部材２を挟んた状態て走行装
置４４を動作させ、レール４５上を前進させる。また、
それと同時に、チャッキング調整装置４３によりアーチ
部材チャッキング装置４１を調整し、アーチ部材２を常
に円弧の接線方向に向けて加力出来るようにする。As shown in FIG. 2, the arch member press-fitting device for penetrating the arch member 2 is configured such that a chucking device 42, which is a jig for sandwiching the arch member 2, can be adjusted in the vertical and rotational directions. When press-fitting, the arch member press-fitting device 11 operates the traveling device 44 with the arch member 2 sandwiched therebetween, and moves it forward on the rail 45. Also,
At the same time, the arch member chucking device 41 is adjusted by the chucking adjustment device 43 so that the arch member 2 can always be applied with force in the tangential direction of the circular arc.
第３図のアーチ部材圧入装置の正面図および第４図の掘
削機の正面図に示すように、アーチ部材２の先端には掘
削＠１２が取り付けられている。この掘削１ａ１２は、
掘削機外フレーム３６上に取り付けた軸受３５で掘削羽
根回転軸３４を回転自在に支持している。この掘削羽根
回転軸３４上には掘削羽根１５が取り付けられていて、
掘削羽根駆動部３１を動作させて掘削羽根回転軸３４を
回転させることにより、掘削羽根回転軸３４上に取り付
けられている掘削羽根１５を回転させ、掘削羽根１５で
地中Ｇを掘りながら推進する。As shown in the front view of the arch member press-fitting device in FIG. 3 and the front view of the excavator in FIG. 4, an excavator @ 12 is attached to the tip of the arch member 2. This excavation 1a12 is
A bearing 35 mounted on the excavator outer frame 36 rotatably supports the excavation blade rotating shaft 34. A digging blade 15 is attached on this digging blade rotating shaft 34,
By operating the excavation blade drive unit 31 and rotating the excavation blade rotation shaft 34, the excavation blade 15 attached to the excavation blade rotation shaft 34 is rotated, and the excavation blade 15 is propelled while digging underground G. .
推進時には潤滑材供給部３３から潤滑材を供給して摩擦
抵抗を低減させるようにする。掘削された土砂は送水部
３２から供給される水とともに吸泥口３８から内部に取
り込まれ、排土管１３を通してアーチ部材２の後端側に
送出される。実施例では排水ポンプ（図示せず）によっ
て土砂を送出するために、送水管４６を通して掘削箇所
に運搬媒体用水１６を送り込み、この運搬媒体用水１６
と一緒に土砂を所定の位置まで送出するようにしている
。During propulsion, lubricant is supplied from the lubricant supply section 33 to reduce frictional resistance. The excavated earth and sand are taken into the interior from the mud suction port 38 together with water supplied from the water supply section 32, and are sent to the rear end side of the arch member 2 through the earth discharge pipe 13. In the embodiment, in order to send out the earth and sand by a drainage pump (not shown), transport medium water 16 is sent to the excavation site through the water pipe 46, and this transport medium water 16 is
Along with this, the earth and sand are sent to a designated location.
アーチ部材２の貫入が終了したときには、第６図の掘削
機の回収状態を説明するための断面図に示すように、ア
ーチ部材２内を通して掘削機Ｉ２を回収する。When the penetration of the arch member 2 is completed, the excavator I2 is recovered through the inside of the arch member 2, as shown in the cross-sectional view of FIG. 6 for explaining the state in which the excavator is recovered.
第７図のアーチ部材の形状説明図に示すように、アーチ
部材２の形状は（ａ）に示すような長方形断面や、（ｂ
）に示すような円形断面や、（ｃ）に示すような正方形
断面等を有するパイプ状部材か用いられる。As shown in the explanatory diagram of the shape of the arch member in FIG. 7, the shape of the arch member 2 has a rectangular cross section as shown in (a),
A pipe-shaped member having a circular cross section as shown in (c) or a square cross section as shown in (c) is used.
このように形成されたアーチ部材２の側面には、地中に
貫入するときのガイド部材となるメス保合部２１および
オス保合部２０がそれぞれ設けられ、第７図（ｅ）に示
すように隣接するアーチ部材２に設けられている係合部
同志を係合させることにより、アーチ部材２を横方向に
連続させるようにしている。A female retaining portion 21 and a male retaining portion 20, which serve as guide members when penetrating into the ground, are provided on the side surfaces of the arch member 2 formed in this way, as shown in FIG. 7(e). By engaging the engaging portions provided on the arch members 2 adjacent to each other, the arch members 2 are made to be continuous in the lateral direction.
次に、アーチ部材２を貫入させるときの要点を以下に列
記する。Next, the main points when inserting the arch member 2 are listed below.
（ａ）アーチ部材圧入装置は、アーチ部材２と同じ円弧
上を移動し、常にその円弧の接線方向に圧入出来る装置
を使用する。(a) The arch member press-fitting device uses a device that moves on the same arc as the arch member 2 and can always press-fit in the tangential direction of the arc.
（ｂ）地中Ｇの一端に円弧の接線方向の力を加えると、
アーチ部材２は円弧の外側の地盤に反力をとりながら力
の方向を変えていくため、アーチ部材２の外側と地盤と
の間の摩擦抵抗を出来るたけ小さくするように潤滑材を
封入する。(b) When a force is applied in the tangential direction of the arc to one end of the underground G,
Since the arch member 2 changes the direction of the force while exerting a reaction force on the ground outside the arc, a lubricant is sealed to reduce the frictional resistance between the outside of the arch member 2 and the ground as much as possible.
（Ｃ）アーチ部材２の円弧の外側の面に封入する潤滑材
の圧力と内側の面に封入する潤滑材の圧力とを調整する
ことによりアーチ部材２の推進方向の制御を行う。(C) The direction of propulsion of the arch member 2 is controlled by adjusting the pressure of the lubricant sealed on the outer surface of the arc of the arch member 2 and the pressure of the lubricant sealed on the inner surface.
（ｄ）アーチ部材２の先端部分に掘削機を取り付ける場
合は、掘削ビットの位置を微調整出来るような構造とし
、アーチ部材２の推進方向の制御を行う。(d) When an excavator is attached to the tip of the arch member 2, the structure is such that the position of the excavator bit can be finely adjusted, and the direction of propulsion of the arch member 2 is controlled.
（ｅ）最初に貫入するアーチ部材２は、以後に貫入する
アーチ部材２の推進ガイドとなるので、予め設定されて
いる所定の位置に正しく貫入するように慎重に行う。(e) The arch member 2 that penetrates first serves as a propulsion guide for the arch members 2 that penetrate later, so make sure that the arch member 2 penetrates correctly into a predetermined position set in advance.
このような点を考慮して形成した地下空間の例を第８図
〜第１１図に示す。第８図は、地表から施エする例を示
す断面図、第９図（ａ）および（ｂ）はアーチ部材２を
頂版として使用する場合の例を示す断面図、第】０図お
よび第１１図は地中から施工する例を示す断面図である
。Examples of underground spaces formed with these points in mind are shown in FIGS. 8 to 11. Fig. 8 is a sectional view showing an example of applying from the ground surface, Figs. 9(a) and (b) are sectional views showing an example of using the arch member 2 as a top plate, Figs. FIG. 11 is a sectional view showing an example of construction from underground.
例えば、第１Ｏ図および第１１図に示したように、地中
から施工する場合の施工手順の一例を以下に説明する。For example, as shown in FIG. 1O and FIG. 11, an example of the construction procedure in the case of construction from underground will be described below.
■地下空間の端部となる部分に地中連続壁７を設ける。■An underground continuous wall 7 is provided at the end of the underground space.
■所定の深さの立坑５を設ける。■A vertical shaft 5 of a predetermined depth is provided.
■構築しようとする地下空間１の天井部分に作業用トン
ネル６を設ける。■A working tunnel 6 is provided in the ceiling of the underground space 1 to be constructed.
■アーチ部材圧入装置１１を用いてアーチ部材２を作業
用トンネル６内から地中Ｇに貫入させる。(2) Using the arch member press-fitting device 11, the arch member 2 is inserted into the underground G from inside the working tunnel 6.
この貫入は、アーチ部材２の先端部分に掘削Ｉａ１２を
取り付けて、地盤を掘削しながら貫入し、掘削土砂はア
ーチ部材２内に設置されている排土管１３を通って排出
される。このとき、アーチ部材２の先端部分には運搬媒
体用水１６を満たしておき、上述したように水をＭ搬媒
体として土砂を排出する。This penetration is carried out by attaching an excavation Ia 12 to the tip of the arch member 2 while excavating the ground, and the excavated soil is discharged through the earth discharge pipe 13 installed in the arch member 2. At this time, the tip portion of the arch member 2 is filled with transport medium water 16, and as described above, the earth and sand are discharged using water as the M transport medium.
また、アーチ部材２の周面にはペースト状の潤滑材１７
を、潤滑材供給管１４を通して地盤との間に注入する。Further, a paste-like lubricant 17 is applied to the circumferential surface of the arch member 2.
is injected between the lubricant and the ground through the lubricant supply pipe 14.
この潤滑材１７は、例えば、ベントナイト、セメント、
凝結遅延剤、水を所定の割合で配合した自硬性のペース
ト状態であってよい。This lubricant 17 is, for example, bentonite, cement,
It may be in the form of a self-hardening paste containing a set retardant and water in a predetermined ratio.
■アーチ部材２を所定の位置に貫入したら、その後、排
土管１３および掘削ａ１２を回収する。(2) After the arch member 2 is penetrated to a predetermined position, the earth removal pipe 13 and the excavation a12 are recovered.
■アーチ部材２の先端部に、根固めモルタルを必要に応
じて打設する。■Place foot hardening mortar on the tip of the arch member 2 as necessary.
■前に貫入したアーチ部材２の側面に設けられている係
合部２０（２１）に、次に圧入するアーチ部材２の側面
に設けられている係合部ｚ１（ｚｏ）を係合させ、上述
した■の作業を繰り返し行う。■ Engaging the engaging portion z1 (zo) provided on the side surface of the arch member 2 to be press-fitted next with the engaging portion 20 (21) provided on the side surface of the arch member 2 that was previously penetrated; Repeat the above-mentioned operation ①.
■全てのアーチ部材２を地中に貫入し、第１０図に示す
ように両側の曲面壁９の設置が終了したら、これらの曲
面壁９によって挟まれている地盤の上部を順番に掘削す
る。このときに、両側の曲面壁９をつなぐようにして頂
版４を設け、曲面壁９が互いに支え合うようにする。(2) After all the arch members 2 have been penetrated into the ground and the curved walls 9 on both sides have been installed as shown in FIG. 10, the upper part of the ground sandwiched between these curved walls 9 is excavated in order. At this time, the top plate 4 is provided so as to connect the curved walls 9 on both sides, so that the curved walls 9 support each other.
■所定の位置まで掘り下げた後に底版３を設けて地下空
間１を完成させる。■After digging to a predetermined location, a bottom slab 3 is installed to complete the underground space 1.
なお、地下空間１の端部は地中連続壁７によって塞がれ
ているので、切羽の崩壊を非常に少なくすることか出来
る。In addition, since the end of the underground space 1 is closed by the underground continuous wall 7, collapse of the face can be greatly reduced.
〈発明の効果〉
本発明は上述したように、長手方向に沿って湾曲してい
る細長い支持部材として形成されているアーチ部材を地
中に順次貫入して横方向に連続させ、上記アーチ部材に
よる曲面壁を上記地中に形成するとともに、上記曲面壁
の内側に区画されている地盤を掘削して地下空間を構築
するようにした。したがって、■掘削による影響が上記
アーチ部材で区画している地中の外部に及ばないように
することが出来、軟弱な地盤であっても周辺の地盤を緩
めたりすることなく大断面積の地下空間を施工すること
が出来る。また、■はとんどの施工を地中で行うのて、
大きな影響を地上に与えることなく１専を行うことが出
来、施工用に広い面積を地上に確保したり、或いは大掛
かりな支保工や復行を行ったりすることなく地下空間を
構築することが出来る。更に、■上記曲面壁の形状をア
ーチ形に構成して変形に対する抵抗力を大きくしている
ので、アーチ部材の断面積をそれほど大きくしなくても
十分な耐強度が得られ、地下空間を構成する部材を節約
出来るとともに、掘削作業を安全に行うようにすること
が出来る。<Effects of the Invention> As described above, the present invention includes arch members formed as elongated support members curved along the longitudinal direction, which are successively penetrated into the ground to be continuous in the lateral direction. A curved wall is formed in the ground, and the ground partitioned inside the curved wall is excavated to construct an underground space. Therefore, ■ it is possible to prevent the impact of excavation from reaching the outside of the underground section divided by the above-mentioned arch members, and even in soft ground, it is possible to conduct underground work in large cross-sectional areas without loosening the surrounding ground. Space can be constructed. In addition, most of the construction work is done underground, so
It is possible to carry out one-time work without having a major impact on the ground, and it is possible to secure a large area above ground for construction, or to construct an underground space without having to perform large-scale shoring or go-arounds. . Furthermore, ■The shape of the curved wall is configured into an arch shape to increase resistance to deformation, so sufficient strength can be obtained without increasing the cross-sectional area of the arch member, making it possible to construct an underground space. This makes it possible to save on the number of materials used for excavation, and to perform excavation work safely.
第１図は、本発明のアーチ部材を用いた地下空間の施工
方法の一実施例を示す施工方法説明図、
第２図は、アーチ部材を地中に圧入する装置の動作説明
図、
第３図は、アーチ部材圧入装置の正面図、第４図は、ア
ーチ部材の先端に取り付ける切削機の正面図、
第５図は、掘削動作の詳細を示す断面図、第６図は、掘
削機の回収状態を示す断面図、第７図は、アーチ部材の
形状の一例を示す説明図、
第８図〜第１１図は、実施例の施工方法を用いて形成し
た地下空間の例を示す断面図て、第８図は、地表から施
工した例を示す断面図、
第９図は、アーチ部材を頂版として使用した例を示す断
面図、
第１０図は、地中から施工する例を示す断面図、
第１１図は、地中から施工した例の側面図である。
ｌ・・・地下空間、 ２・・・アーチ部材。
４・・・頂版、 ５・・・立坑。
６・・・作業用トンネル、 ９・・・曲面壁。
１１・・・アーチ部材圧入装置。
１２・・・掘削機、 Ｇ・・・地中。
特許出願人 株式会社熊谷組
代理人 弁理士 船 橋 國 則寸
吟FIG. 1 is an explanatory diagram of a construction method showing an example of the method of constructing an underground space using the arch member of the present invention; FIG. 2 is an explanatory diagram of the operation of a device for press-fitting the arch member into the ground; The figure is a front view of the arch member press-fit device, Figure 4 is a front view of the cutting machine attached to the tip of the arch member, Figure 5 is a sectional view showing details of the excavation operation, and Figure 6 is the excavator. 7 is an explanatory diagram showing an example of the shape of the arch member; FIGS. 8 to 11 are sectional views showing examples of underground spaces formed using the construction method of the example. Fig. 8 is a sectional view showing an example of construction from the ground surface, Fig. 9 is a sectional view showing an example of using an arch member as a top plate, and Fig. 10 is a sectional view showing an example of construction from underground. Figure 11 is a side view of an example of construction from underground. l... Underground space, 2... Arch member. 4...Top plate, 5...Vertical shaft. 6...Work tunnel, 9...Curved wall. 11... Arch member press-fitting device. 12...Excavator, G...Underground. Patent applicant Kumagai Gumi Co., Ltd. Agent Patent attorney Norisugin Funahashi
Claims (1)
成されているアーチ部材を地中に順次貫入して横方向に
連続させ、上記アーチ部材による曲面壁を上記地中に形
成するとともに、上記曲面壁の内側に区画されている地
盤を掘削して地下空間を構築するようにしたことを特徴
とするアーチ部材を用いた地下空間の施工方法。Arch members formed as elongated support members curved along the longitudinal direction are successively penetrated into the ground and continued in the lateral direction to form a curved wall of the arch members in the ground, and the curved surface A method for constructing an underground space using arch members, characterized in that the underground space is constructed by excavating the ground divided inside the wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2128421A JPH0424398A (en) | 1990-05-18 | 1990-05-18 | Construction of underground space with arched member |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2128421A JPH0424398A (en) | 1990-05-18 | 1990-05-18 | Construction of underground space with arched member |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0424398A true JPH0424398A (en) | 1992-01-28 |
Family
ID=14984350
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2128421A Pending JPH0424398A (en) | 1990-05-18 | 1990-05-18 | Construction of underground space with arched member |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0424398A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007132047A (en) * | 2005-11-09 | 2007-05-31 | Taisei Corp | Construction method for underground structure, caisson, and excavator |
| JP2012117275A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for forming underground space in ground |
| JP2012117276A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2012117281A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Pipe installation apparatus |
| JP2012117274A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for installing pipe in ground |
| JP2012167520A (en) * | 2011-02-16 | 2012-09-06 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2013100659A (en) * | 2011-11-08 | 2013-05-23 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2013100660A (en) * | 2011-11-08 | 2013-05-23 | Kumagai Gumi Co Ltd | Pipe installation device |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03279600A (en) * | 1990-03-29 | 1991-12-10 | Hazama Gumi Ltd | Construction method of large cavity |
-
1990
- 1990-05-18 JP JP2128421A patent/JPH0424398A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03279600A (en) * | 1990-03-29 | 1991-12-10 | Hazama Gumi Ltd | Construction method of large cavity |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007132047A (en) * | 2005-11-09 | 2007-05-31 | Taisei Corp | Construction method for underground structure, caisson, and excavator |
| JP4608415B2 (en) * | 2005-11-09 | 2011-01-12 | 大成建設株式会社 | Box |
| JP2012117275A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for forming underground space in ground |
| JP2012117276A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2012117281A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Pipe installation apparatus |
| JP2012117274A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for installing pipe in ground |
| JP2012167520A (en) * | 2011-02-16 | 2012-09-06 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2013100659A (en) * | 2011-11-08 | 2013-05-23 | Kumagai Gumi Co Ltd | Pipe installation device |
| JP2013100660A (en) * | 2011-11-08 | 2013-05-23 | Kumagai Gumi Co Ltd | Pipe installation device |
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