JPH049920B2 - - Google Patents

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Publication number
JPH049920B2
JPH049920B2 JP29818686A JP29818686A JPH049920B2 JP H049920 B2 JPH049920 B2 JP H049920B2 JP 29818686 A JP29818686 A JP 29818686A JP 29818686 A JP29818686 A JP 29818686A JP H049920 B2 JPH049920 B2 JP H049920B2
Authority
JP
Japan
Prior art keywords
pipe
abutment
press
pipes
fitting
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.)
Expired
Application number
JP29818686A
Other languages
Japanese (ja)
Other versions
JPS63151798A (en
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed filed Critical
Priority to JP29818686A priority Critical patent/JPS63151798A/en
Publication of JPS63151798A publication Critical patent/JPS63151798A/en
Publication of JPH049920B2 publication Critical patent/JPH049920B2/ja
Granted legal-status Critical Current

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  • Excavating Of Shafts Or Tunnels (AREA)

Description

【発明の詳細な説明】 (産業上の利用分野) 本発明は鉄道線路下や道路下を横断する地下道
の構築方法に関するものである。
DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a method for constructing an underground passage that crosses under railway tracks or under roads.

(従来の技術とその問題点) 従来から、例えば踏切事故や道路交通渋滞の対
策として、鉄道と道路とを立体交差にすべき要望
が高く、そのために第13,14図に示すような
施工が行われている。
(Conventional technology and its problems) There has been a strong desire to create grade-separated intersections between railways and roads, for example, as a countermeasure against railroad crossing accidents and road traffic congestion, and for this reason, the construction shown in Figures 13 and 14 has been carried out. It is being done.

この施工方法は、軌道Aを挟んだ計画地下構造
物の両側に立坑B,B′を掘削し、軌道A下の適
宜深さの地盤内に、軌道Aに対して略直角方向に
多数本の鋼管パイプCを互いに密接状態で並列さ
せて水平に圧入することによりパイプルーフ防護
工を施工したのち、一方の立坑から他方の立坑に
向かつて側部の土留と鋼管パイプとを支持する支
保工Dを架設しながらトンネルを掘削する方法で
ある。
This construction method involves excavating vertical shafts B and B' on both sides of the planned underground structure with track A in between, and creating a large number of vertical shafts in the ground at an appropriate depth under track A in a direction approximately perpendicular to track A. After constructing the pipe roof protection work by horizontally press-fitting steel pipes C in close parallel to each other, shoring D is installed to support the earth retaining and steel pipes on the side from one shaft to the other. This is a method of excavating a tunnel while constructing a tunnel.

しかしながら、この方法によれば、鋼管パイプ
Cを地中に埋設し、それによつて軌道A及び土被
り分Eを支持してその下部に地下道を構築するも
のであるから、土被り分Eと鋼管パイプCの直径
分に加えて地下道天端とパイプルーフ間に地下道
天端を作る際の作業空間が必要となり、これ等の
分だけ地下道を深く構築しなければならない。
However, according to this method, the steel pipe C is buried underground, thereby supporting the track A and the overburden portion E, and constructing an underground passage below it. In addition to the diameter of pipe C, a work space is required between the underpass top and the pipe roof when constructing the underpass top, and the underpass must be built deeper by this amount.

従つて、該地下道への進入スロープFは急勾配
になるかスロープ部が長くなり、又、鋼管パイプ
Cは撤去できないために建設費が高くなる欠点が
あつた。
Therefore, the slope F for entering the underground passage becomes steep or the slope portion becomes long, and since the steel pipe C cannot be removed, the construction cost increases.

このような欠点をなくするために、本願出願人
等は、特公昭61−45034号公報に記載されている
ような地下道築造法を開発した。
In order to eliminate such drawbacks, the applicants of the present application have developed an underground passage construction method as described in Japanese Patent Publication No. 61-45034.

この工法は、第15図乃至第17図に示すよう
に、上面にフリクシヨンカツト部材aを配設した
複数本の断面矩形状パイプbを計画地下道の上床
位置に並列状態になるように圧入して上床幅に略
等しい幅のパイプ帯cを形成し、次いで、このパ
イプ帯cの両側端下方部に橋台d,dを該パイプ
帯cの長さ方向に築造し、これ等の橋台d,dの
上面にパイプ帯cの両側端面に沿つて受座eを設
けたのちパイプ帯cの後端面に既製の上床部材f
を当接し、この状態でジヤツキ等の手段により上
床部材を押圧して前記フリクシヨンカツト部材a
を残置したまま両側受座e,eをガイドとしてパ
イプ帯cと上床部材の下部地盤を掘削するもので
ある。
As shown in Figures 15 to 17, this construction method involves press-fitting a plurality of rectangular cross-sectional pipes b with friction cut members a arranged on their upper surfaces so that they are parallel to each other at the upper floor position of the planned underground tunnel. to form a pipe band c having a width approximately equal to the width of the upper floor, and then abutments d, d are built in the length direction of the pipe band c at the lower parts of both ends of this pipe band c, and these abutments d, After providing seats e along both end surfaces of the pipe band c on the upper surface of d, a ready-made upper floor member f is installed on the rear end surface of the pipe band c.
are brought into contact with each other, and in this state, the upper floor member is pressed by means such as a jack to remove the friction cut member a.
The pipe band c and the ground below the upper floor member are excavated using the seats e and e on both sides as guides while leaving the pipe band c in place.

しかしながら、この方法においては、橋台d,
dを施工する時に軌道部gを開削しなければなら
ず、そのため、軌道を仮受けしたり、列車を徐行
させたり、夜間作業を行う必要が生じて作業能率
が低下すると共に作業時間が制限され、工期が長
くなるという問題点があつた。
However, in this method, the abutment d,
When constructing d, it is necessary to excavate the track section g, which necessitates temporarily supporting the track, slowing the train, and performing night work, which reduces work efficiency and limits work time. However, there was a problem that the construction period would be long.

本発明はこのような問題点を解消し、地下道を
能率よく築造できる地下道築造方法の提供を目的
とするものである。
It is an object of the present invention to provide an underground passage construction method that solves these problems and enables efficient construction of underground passages.

(問題点を解決するための手段) 上記目的を達成するために、本発明における地
下道の築造方法は、上床版と橋台とからなる地下
道の築造方法において、上床版の幅方向に適宜間
隔を存して計画地下道の橋台部の少なくとも断面
外周に沿つて互いに積層状態で接する複数本のパ
イプを地下道方向に圧入したのち、この積層パイ
プ群の後端面に既製の橋台を当接させて該橋台を
圧入することにより積層パイプ群と橋台とを置換
して橋台を埋接することを特徴とするものであ
り、又、地下道構築における各工程は、上面にフ
リクシヨンカツト部材を配設した複数本の断面矩
形状パイプを計画地下道の上床位置に並列状態に
圧入して上床幅に略等しい幅のパイプ帯を形成す
る工程と、このパイプ帯の下方にパイプ帯の幅方
向に適宜間隔を存して計画地下道橋台の少なくと
も断面外周に沿つて互いに積層状態で接する複数
本のパイプを前記パイプ帯と同一方向に圧入する
工程と、この積層パイプ群の後端面に既製の橋台
を当接させて該橋台を圧入することにより積層パ
イプ群と橋台とを置換する工程と、既製の地下道
上床版の前端をパイプ帯の後端に当接させると共
にその両端部下面を前記橋台の天端に摺接させな
がら前記フリクシヨンカツト部材を残置したまま
該上床版を圧入することにより上床版とパイプ帯
とを置換する工程と、パイプ帯下方部の地盤を掘
削する工程とからなることを特徴とするものであ
る。
(Means for Solving the Problems) In order to achieve the above object, the method for constructing an underground passage according to the present invention includes creating an appropriate interval in the width direction of the upper slab in the method for constructing an underground passage consisting of an upper deck slab and an abutment. Then, a plurality of pipes that are in contact with each other in a stacked state are press-fitted in the direction of the underground passage along at least the outer periphery of the cross section of the abutment part of the planned underground passage, and then a ready-made abutment is brought into contact with the rear end surface of this group of laminated pipes to form the abutment. It is characterized by replacing the laminated pipe group with the abutment and burying the abutment by press-fitting, and each step in constructing an underground passage involves forming a plurality of cross-sections with friction cut members arranged on the upper surface. A process of press-fitting rectangular pipes in parallel to the upper floor position of the planned underground passage to form a pipe band with a width approximately equal to the width of the upper floor, and placing appropriate intervals below this pipe band in the width direction of the pipe band. A step of press-fitting a plurality of pipes in contact with each other in a stacked state along at least the outer periphery of the cross section of the underpass abutment in the same direction as the pipe band, and a ready-made abutment is brought into contact with the rear end surface of the group of laminated pipes to form the abutment. a step of replacing the laminated pipe group with the abutment by press-fitting; and a step of abutting the front end of the ready-made underpass upper deck against the rear end of the pipe strip, and slidingly contacting the lower surfaces of both ends with the top end of the abutment; This method is characterized by comprising a step of replacing the upper deck with the pipe band by press-fitting the upper deck with the friction cut member left in place, and a step of excavating the ground below the pipe band.

(作用) 地盤中における計画地下道上床位置にパイプ帯
を圧入すると共にパイプ帯の下面側に橋台を形成
するものであるから、パイプ帯上方部の地盤を開
削することなく地下道の構築が行え、しかも、計
画地下道橋台の少なくとも断面外周に互いに積層
状態で接する複数本のパイプを地下道方向に圧入
したのち、この積層パイプ群の後端面に既成の橋
台を当接させて該橋台を圧入することにより積層
パイプ群と橋台とを置換していくので、橋台を所
定の位置に正確に施工できると共に橋台圧入時に
は地盤の掘削を行う必要がなく積層パイプに後続
させながら容易に埋設し得るものである。
(Function) Since the pipe belt is press-fitted into the ground at the upper floor of the planned underground passage and an abutment is formed on the lower side of the pipe belt, the underground passage can be constructed without excavating the ground above the pipe belt. , After press-fitting a plurality of pipes in contact with each other in a stacked state at least on the cross-sectional outer circumference of the planned underpass abutment in the direction of the underground passage, a pre-fabricated abutment is brought into contact with the rear end face of this group of laminated pipes and the abutment is press-fitted. Since the pipe group and the abutment are replaced, the abutment can be accurately constructed at a predetermined position, and there is no need to excavate the ground when press-fitting the abutment, and the abutment can be easily buried following the laminated pipe.

又、パイプ帯と地下道上床版との置換時には、
該パイプ帯の上面に配設したフリクシヨンカツト
部材を地盤内に残置した状態で行うので、土被り
土砂が移動することなく、従つて、地表側の軌条
等に悪影響を及ぼすことなく作業が行えると共に
その置換も正確且つ容易に行えるものであり、さ
らに、土被り土砂の高さを小にしても上床版の施
工が可能であるから、アプローチの短い地下道を
得ることができると共にパイプ帯の下面に沿つて
複数列の橋台を圧入することによつて多径間の地
下道を容易に築造することができるものである。
Also, when replacing the pipe belt with the underpass upper slab,
Since the friction cut member installed on the top surface of the pipe belt is left in the ground, the work can be carried out without moving the overburden earth and sand, and therefore without adversely affecting the rails, etc. on the ground side. At the same time, its replacement can be performed accurately and easily.Furthermore, it is possible to construct the upper slab even if the height of the overburden is reduced, so it is possible to obtain an underground passage with a short approach, and the lower surface of the pipe belt By press-fitting multiple rows of abutments along the bridge, multi-span underground passages can be easily constructed.

(実施例) 本発明の実施例を図面について説明すると、ま
ず、第1図に示すように、道路又は軌道1等の両
側にパイプ帯2の圧入作業が可能な浅い発進立坑
11と到達立坑12とを掘削する。次いで、発進
立坑11側から到達立坑12に向かつて断面矩形
状のパイプ3を水平に圧入する。
(Embodiment) An embodiment of the present invention will be described with reference to the drawings. First, as shown in FIG. and excavate. Next, a pipe 3 having a rectangular cross section is horizontally press-fitted from the starting shaft 11 toward the reaching shaft 12.

パイプ3の上面には、帯状鋼板よりなるフリク
シヨンカツト部材4が載置されていると共にその
先端部のみをフリクシヨンカツト部材4の先端に
溶接等によつて固着してある(第9図及び第10
図参照)。
A friction cut member 4 made of a strip-shaped steel plate is placed on the upper surface of the pipe 3, and only its tip is fixed to the tip of the friction cut member 4 by welding or the like (see Fig. 9 and 10th
(see figure).

パイプ3の圧入は、その内部にオーガー(図示
せず)を挿入して地盤を掘削しながら行われ、一
本のパイプ3を圧入して発進立坑11と到達立坑
12間に直状に埋設する。
The pipe 3 is press-fitted by inserting an auger (not shown) into the auger and excavating the ground, and one pipe 3 is press-fitted and buried straight between the starting shaft 11 and the destination shaft 12. .

さらに、既に圧入したパイプ3の両側面に設け
ている係合突条3a,3b(第9図参照)に、圧
入すべきパイプ3の対向側面に突設している係合
突条3a又は3bを係合させながら横方向に順次
パイプ3を埋設して行き、第4図に示すように、
計画地下道の幅員全幅に亘つてパイプ帯2を形成
する。
Furthermore, the engaging protrusions 3a or 3b protrudingly provided on the opposite side of the pipe 3 to be press-fitted are added to the engaging protrusions 3a and 3b (see Fig. 9) provided on both sides of the pipe 3 that has already been press-fitted. The pipes 3 are successively buried in the horizontal direction while engaging the
A pipe belt 2 is formed over the entire width of the planned underground passage.

こうしてパイプ帯2を形成したのち、第2図に
示すように、発進立坑11を既製の橋台6が設置
可能なように深く掘削し、又、同様に到達立坑1
2も深く掘削しておいたのち、パイプ帯2の下面
両側部に、複数本のパイプ5を前記パイプ帯2と
同様にしてパイプ帯2の全長に亘つて同一方向
に、隣接するパイプ5,5を互いに摺接させなが
ら順次圧入してこれらのパイプ5,5により断面
形状が計画地下道の橋台6と同一の積層パイプ帯
群8を形成する。
After forming the pipe band 2 in this way, as shown in FIG.
2 is also deeply excavated, and then a plurality of pipes 5 are placed on both sides of the lower surface of the pipe band 2 in the same direction as in the pipe band 2, so that adjacent pipes 5, 5 are press-fitted one after another while making sliding contact with each other, and these pipes 5, 5 form a stacked pipe band group 8 whose cross-sectional shape is the same as that of the bridge abutment 6 of the planned underground passage.

なお、この積層パイプ群8の地盤に接するパイ
プ5の表面には、前記パイプ帯2の各パイプ3と
同様に、フリクシヨンカツト部材9が配設される
ことが望ましく、この場合は、フリクシヨンカツ
ト部材9の先端部はパイプ5の先端に固定されて
おくものである。
In addition, it is desirable that a friction cut member 9 is disposed on the surface of the pipe 5 in contact with the ground in this stacked pipe group 8, similarly to each pipe 3 of the pipe band 2. In this case, the friction cut member 9 The tip of the cut member 9 is fixed to the tip of the pipe 5.

パイプ群8の積層状態は、第4図に示すように
左右に隣接するパイプ5,5も互いに摺接させて
土砂を完全に拝した状態にしてもよく、又、第5
図に示すように、計画橋台6の外周にのみ沿わせ
て内部に土砂が存在するように圧入してもよい。
The stacked state of the pipe group 8 may be as shown in FIG.
As shown in the figure, earth and sand may be press-fitted only along the outer periphery of the planned abutment 6 so that it exists inside.

こうしてパイプ体2の両側下部に橋台6の断面
形状と同一の積層パイプ群8を施工したのち、発
進立坑11に橋台6,6を据付け、これらの橋台
6,6の前面を積層パイプ群8の後端面に夫々当
接させたのち圧入する。
After constructing the laminated pipe group 8 having the same cross-sectional shape as the abutment 6 at the bottom of both sides of the pipe body 2, the abutments 6, 6 are installed in the starting shaft 11, and the front surfaces of these abutments 6, 6 are connected to the laminated pipe group 8. After abutting each on the rear end surface, press fit.

この時、橋台6の上面に接するパイプ帯2が橋
台6の推進と共に前進移動しないようにその後端
を立坑反力受止部にアンカーしておき、さらにパ
イプ群8のフリクシヨンカツト部材9の先端とパ
イプ5の先端との固定を解くと共に該フリクシヨ
ンカツト部材9の後端を立坑反力受止部にアンカ
ーしておく。
At this time, the rear end of the pipe band 2 in contact with the upper surface of the abutment 6 is anchored to the shaft reaction force receiving part so that it does not move forward with the propulsion of the abutment 6, and the tip of the friction cut member 9 of the pipe group 8 is At the same time, the rear end of the friction cut member 9 is anchored to the shaft reaction force receiving part.

橋台6の圧入は、発進立坑11側から図に示す
ようにジヤツキ13によつて押圧することにより
行つてもよく、又、到達立坑12側からパイプ群
8のパイプ5内を挿通した適宜の牽引部材(図示
せず)によつて牽引することにより行つてもよ
い。
The abutment 6 may be pressed in from the starting shaft 11 side with a jack 13 as shown in the figure, or by an appropriate pulling force inserted through the pipes 5 of the pipe group 8 from the arrival shaft 12 side. This may also be done by traction by a member (not shown).

橋台6は定寸法の長さのものが使用され、先行
する橋台6の後端に次の橋台6を後続させ、その
上面をパイプ帯2の下面に摺接させながら、該パ
イプ帯2と押進められるパイプ群8並びに残存す
るフリクシヨンカツト部材9をガイドとして到達
立坑12に向かつて順次圧入される。
The abutment 6 is of a fixed length, and the next abutment 6 follows the rear end of the preceding abutment 6, and the upper surface of the abutment 6 is slid against the lower surface of the pipe band 2 while being pressed against the pipe band 2. Using the advanced pipe group 8 and the remaining friction cut member 9 as guides, the pipes are sequentially press-fitted toward the reaching vertical shaft 12.

この圧入によつて、到達立坑12側にはパイプ
群8が押出されるが、到達立坑12内に適宜長さ
部分が突出するとその突出後端部をその都度、切
断除去してゆき、最終的にパイプ群8と直列に配
列した複数の橋台6とを置換する。
Through this press-fitting, the pipe group 8 is pushed out toward the arrival shaft 12, but when a suitable length portion protrudes into the arrival shaft 12, the rear end of the projection is cut and removed each time, and the final pipe group 8 is The pipe group 8 and the plurality of bridge abutments 6 arranged in series are replaced.

この場合、第5図に示すように、パイプ群8の
内部に土砂が存在する時は、パイプ群8の押出し
と共にこの土砂も内部に包含された状態で到達立
坑12側に押出されるので、パイプの除去と共に
排除できる。
In this case, as shown in FIG. 5, if there is earth and sand inside the pipe group 8, as the pipe group 8 is pushed out, this earth and sand is also pushed out toward the reaching shaft 12 while being contained inside. It can be eliminated by removing the pipe.

第6図は発進立坑11と到達立坑12間におけ
るパイプ帯2の両側下部に橋台6が埋設された状
態を示す断面図であるが、橋台6の断面形状は、
図に示すように中実でもなくても中空であつても
よく、さらに、箱型、台形型、逆T字型等の所望
の断面形状であつてもよい。
FIG. 6 is a sectional view showing a state in which abutments 6 are buried in the lower parts of both sides of the pipe band 2 between the starting shaft 11 and the arrival shaft 12, and the cross-sectional shape of the abutment 6 is as follows.
As shown in the figure, it may not be solid or may be hollow, and may also have a desired cross-sectional shape such as a box shape, trapezoid shape, or inverted T-shape.

次に、第3図に示すように、発進立坑11側に
架台15を設置すると共にパイプ帯2の上面に載
置したフリクシヨンカツト部材4の後端を立坑反
力受止部にアンカー16をとつて固定し、さら
に、パイプ帯2の最前端のパイプ3の先端からフ
リクシヨンカツト部材4の固着を切断等によつて
解いたのち、背高がパイプ3と略等しく且つ幅が
パイプ帯2に略等しい既製の上床版7をパイプ帯
2の後端に当接し、架台15上においてジヤツキ
17で押圧するか、或いは到達立坑12側からパ
イプ3の内部に挿入したPC線等を介して牽引す
ることにより圧入する。
Next, as shown in FIG. 3, a pedestal 15 is installed on the starting shaft 11 side, and an anchor 16 is attached to the rear end of the friction cut member 4 placed on the upper surface of the pipe band 2 to the shaft reaction force receiving part. After fixing the friction cut member 4 from the tip of the pipe 3 at the frontmost end of the pipe band 2 by cutting or the like, the pipe band 2 has a height substantially equal to that of the pipe 3 and a width thereof. A ready-made upper floor plate 7 approximately equal to Press fit by doing this.

上床版7は、その両側部下面を橋台6,6の上
面に摺接させながら該上面をガイドとして圧入さ
れ、この上床版7の圧入によつてパイプ帯2の前
端部のパイプ3が到達立坑12側に突出し、該パ
イプ3の突出後端部を切除して撤去する。
The upper deck 7 is press-fitted with its lower surfaces on both sides slidingly in contact with the upper surfaces of the abutments 6, 6, using the upper surfaces as guides, and by press-fitting the upper deck 7, the pipe 3 at the front end of the pipe band 2 reaches the vertical shaft. 12 side, and the protruding rear end of the pipe 3 is cut off and removed.

この際、フリクシヨンカツト部材4は固定され
ているので、上床版7が前進しても該フリクシヨ
ンカツト部材4上の土砂は何等移動しない。
At this time, since the friction cut member 4 is fixed, the earth and sand on the friction cut member 4 will not move at all even if the upper slab 7 moves forward.

こうして上床版7の圧入と、到達立坑12側に
突出するパイプ帯2のパイプ部の切除とを繰り返
し行つてパイプ帯2と上床版7との置換を行う。
In this way, the pipe band 2 and the upper deck 7 are replaced by repeatedly press-fitting the upper deck 7 and cutting out the pipe portion of the pipe band 2 protruding toward the reaching shaft 12 side.

上床版7の施工後、第8図に示すように、上床
版7の下面と隣接する橋台部6,6とで囲まれた
土砂を掘削除去すると共に床材18を敷設、或い
はコンクリートの打設により形成して地下道19
を築造するものである。
After construction of the upper deck 7, as shown in Fig. 8, the earth and sand surrounded by the lower surface of the upper deck 7 and the adjacent abutments 6, 6 is excavated and removed, and the flooring material 18 is laid or concrete is poured. Underpass 19 formed by
It is to build.

なお、上記実施例においては、パイプ帯2を圧
入したのち積層パイプ群8を圧入し、その後、橋
台6及び上床版7を順次圧入、置換するようにし
たが、積層パイプ群8を圧入したのちにパイプ帯
2を圧入してもよく、さらに、積層パイプ群8を
圧入し、橋台6を圧入、置換したのち、パイプ帯
2を圧入形成してもよい。又、地下道19は、パ
イプ帯2を圧入したのち、橋台6の築造前に、そ
のパイプ帯2の下方地盤を掘削しながら形成して
もよく、要するに、前記実施例の各工程は、順序
が逆であつてもよい。
In the above embodiment, after the pipe band 2 is press-fitted, the laminated pipe group 8 is press-fitted, and then the abutment 6 and the upper deck 7 are sequentially press-fitted and replaced. However, after the laminated pipe group 8 is press-fitted, The pipe band 2 may be press-fitted into the pipe band 2. Furthermore, the pipe band 2 may be formed by press-fitting after the laminated pipe group 8 is press-fitted and the abutment 6 is press-fitted and replaced. Further, the underground passage 19 may be formed by press-fitting the pipe band 2 and before constructing the abutment 6 while excavating the ground below the pipe band 2. In short, each process in the above embodiment is performed in the following order. It may be the other way around.

さらに、パイプ帯2を圧入する前に、橋台6を
圧入するときは、積層パイプ群8の最上部パイプ
5の上面に前記パイプ帯2と同様に、フリクシヨ
ンカツト部材9を配設しておくことが望ましい。
Furthermore, when press-fitting the abutment 6 before press-fitting the pipe band 2, a friction cut member 9 is arranged on the upper surface of the uppermost pipe 5 of the stacked pipe group 8 in the same manner as the pipe band 2. This is desirable.

又、パイプ帯2及び積層パイプ群8を形成する
パイプ3,5及び該パイプ3,5に沿わせたフリ
クシヨンカツト部材4,9は短尺のものを使用し
て一本のパイプ3,5の圧入が終われば、その後
端に次のパイプ3,5を接続して圧入し、この作
業を繰り返して発進立坑11と到達立坑12間に
直状に埋設してもよいものであり、この場合、最
前端部のパイプ3,5だけがその先端部にフリク
シヨンカツト部材4,9の先端部を固着してお
き、後続するパイプ3,5にはフリクシヨンカツ
ト部材4,9を長さ方向に摺動可能に装着してお
けばよい。
In addition, the pipes 3 and 5 forming the pipe band 2 and the laminated pipe group 8 and the friction cut members 4 and 9 along the pipes 3 and 5 are short ones, so that one pipe 3 and 5 can be separated. When the press-fitting is completed, the next pipes 3 and 5 may be connected to the rear end and press-fitted, and this operation may be repeated to bury the pipes straight between the starting shaft 11 and the reaching shaft 12. In this case, Only the front end pipes 3 and 5 have the front ends of friction cut members 4 and 9 fixed to their tips, and the following pipes 3 and 5 have friction cut members 4 and 9 attached in the length direction. It is sufficient if it is attached so that it can slide.

同様に、上床版7も長さ方向に複数分割された
短いものを複数枚使用して順次圧入するようにし
てもよい。
Similarly, the upper floor slab 7 may be divided into a plurality of short pieces in the length direction, and may be sequentially press-fitted using a plurality of short pieces.

第11図及び第12図は本発明の別な実施例を
示すもので、橋第6,6の上面に摺動するパイプ
3A,3Aを、予めパイプ帯2の他のパイプ3よ
りも高さが低い小形に形成されたものを使用し、
その上面のフリクシヨンカツト部材4が他のパイ
プ3のフリクシヨンカツト部材4と同一面となる
ように圧入しておいたのち、前記実施例と同様に
該小形パイプ3A,3Aの下面側に積層パイプ群
8,8を圧入配設し、このパイプ群8,8と橋台
6,6とを置換したものである。
11 and 12 show another embodiment of the present invention, in which the pipes 3A, 3A sliding on the upper surface of the bridge No. 6, 6 are set in advance at a height higher than the other pipes 3 of the pipe band 2. Use a small shape with a low
After the friction cut member 4 on the upper surface is press-fitted so that it is flush with the friction cut member 4 of the other pipe 3, it is laminated on the lower surface side of the small pipes 3A, 3A as in the previous embodiment. The pipe groups 8, 8 are press-fitted and the pipe groups 8, 8 are replaced with the bridge abutments 6, 6.

こうしてパイプ帯2の両側全長に沿つて橋台
6,6を施工したのち、該小形パイプ3Aの高さ
と同一厚さの上床版7を、その両側部下面が橋台
6,6の上面に摺接させるようにして前記実施例
と同様に圧入すれば、第12図に示すように該上
床版7の下面と地盤間に空隙20を形成しながら
上床版7を施行することができるものである。
After constructing the abutments 6, 6 along the entire length of both sides of the pipe band 2, the lower surfaces of both sides of the upper deck slab 7 having the same thickness as the height of the small pipe 3A are brought into sliding contact with the upper surfaces of the abutments 6, 6. By press-fitting in the same manner as in the previous embodiment, the upper deck 7 can be installed while forming a gap 20 between the lower surface of the upper deck 7 and the ground, as shown in FIG.

このように上床版7の下面と地盤間に空隙20
を形成しながら上床版7とパイプ帯2とを置換し
ていくと、上床版7の圧入力が軽減されると共に
パイプ帯2に起伏があつて、圧入する上床版断面
内に土砂があつても、起伏部内の土砂を空隙20
部分に押し込むことができるので、土砂をパイプ
帯2と共に前方へ押圧することなく圧入できるも
のである。
In this way, there is a gap 20 between the lower surface of the upper deck 7 and the ground.
When the upper deck 7 and the pipe band 2 are replaced while forming the upper deck 7, the pressing force of the upper deck 7 is reduced, and the pipe band 2 is undulated, and dirt is deposited within the cross section of the upper deck to be press-fitted. Also, the earth and sand in the undulating areas are separated into voids 20
Since it can be pushed into the section, the earth and sand can be press-fitted together with the pipe band 2 without being pushed forward.

なお、以上の実施例において、橋台6,6はパ
イプ帯2の両側に圧入したが、その中間部にも複
数列圧入してもよく、この場合は、各隣接する橋
台の上面間に上床版を圧入することによつて多径
間の地下道を築造することができる。
In the above embodiments, the abutments 6, 6 are press-fitted into both sides of the pipe band 2, but they may also be press-fitted in multiple rows in the middle. By press-fitting, multi-span underground passages can be constructed.

又、上記各実施例において、上床版7は鉄筋コ
ンクリート製或いは鉄骨コンクリート製、又は鉄
骨だけであつてもよく、強度的に充分な板状物で
あればよい。
In each of the embodiments described above, the upper deck 7 may be made of reinforced concrete, steel-framed concrete, or only a steel frame, as long as it is a plate-like material with sufficient strength.

さらに、橋台部6の中空部は土砂で埋めてもよ
いがそのままにして人道等に利用してもよい。
Further, the hollow part of the abutment part 6 may be filled with earth and sand, or may be left as is and used for humanitarian purposes.

(発明の効果) 以上のように本発明による地下道築造方法によ
れば、上面にフリクシヨンカツト部材を配設した
複数本の断面矩形状パイプを計画地下道の上床位
置に並列状態に圧入して上床幅に略等しい幅のパ
イプ帯を形成すると共に、このパイプ帯の下方地
盤において、橋台の圧入及び地下道の築造を行う
ので、パイプ帯上方部の地盤を開削することなく
地下道の築造が行えるものであり、この際、予め
パイプ帯の下方にパイプ帯の幅方向に適宜間隔を
存して計画地下道橋台の少なくとも断面外周に沿
つて互いに積層状態で接する複数本のパイプを地
下道方向に圧入しておき、この積層パイプ群の後
端面に既成の橋台を当接させて該橋台を圧入する
ものであるから、橋台はパイプ帯の下面或いは、
先行するパイプ群に案内されて精度よく容易に圧
入することができるものである。
(Effects of the Invention) As described above, according to the underground passage construction method according to the present invention, a plurality of rectangular cross-section pipes each having a friction cut member arranged on the upper surface are press-fitted in parallel to the upper floor position of the planned underground passage. A pipe band with a width approximately equal to the width is formed, and the abutment is press-fitted and the underground passage is constructed in the ground below this pipe band, so the underground passage can be constructed without excavating the ground above the pipe band. At this time, a plurality of pipes are press-fitted in advance in the direction of the underground passage below the pipe belt, with appropriate intervals in the width direction of the pipe belt, and in contact with each other in a stacked state along at least the outer periphery of the cross section of the planned underpass abutment. Since the abutment is press-fitted by abutting the rear end surface of this laminated pipe group, the abutment is placed on the lower surface of the pipe band or
It is guided by the preceding pipe group and can be easily press-fitted with high precision.

さらに、パイプ帯と地下道上床版との置換時に
は、該パイプ帯の上面に配設したフリクシヨンカ
ツト部材を地盤内に残置した状態で行うので、土
被り土砂が移動することなく、従つて、地表側の
軌条等に悪影響を及ぼすことなく作業が行えると
共にその置換も正確且つ容易に行えるものであ
る。
Furthermore, when replacing the pipe belt with the underpass upper deck, the friction cut member placed on the top surface of the pipe belt is left in the ground, so the overburden soil does not move, and therefore the ground The work can be performed without adversely affecting the rails on the front side, and the replacement can be performed accurately and easily.

又、パイプ帯上方部における土被り土砂の高さ
を小にしても上床版の施工が可能であるから、ア
プローチの短い地下道を得ることができると共に
パイプ帯よりも薄い上床版を使用することによつ
て土砂との摩擦を少なくして上床版の架設が容易
に行え、その上、パイプ帯の下面に沿つて複数列
の橋台を圧入することによつて多径間の地下道を
容易に築造することができるものである。
In addition, since it is possible to construct the upper deck even if the height of the overburdening soil in the upper part of the pipe strip is reduced, it is possible to obtain an underground passage with a short approach, and it is possible to use an upper deck that is thinner than the pipe strip. Therefore, the upper deck can be easily erected by reducing friction with the earth and sand, and by press-fitting multiple rows of abutments along the lower surface of the pipe belt, multi-span underground passages can be easily constructed. It is something that can be done.

【図面の簡単な説明】[Brief explanation of drawings]

第1図乃至第12図は本発明の実施例を示すも
ので、第1図乃至第3図は施工順序を示す簡略縦
断側面図、第4図はパイプ帯及びパイプ群を施工
した状態の簡略縦断正面図、第5図はパイプ群の
別な配設状態を示す簡略縦断正面図、第6図は橋
台を施工した状態の簡略縦断正面図、第7図は上
床版を施工した状態の簡略縦断正面図、第8図は
築造した地下道の縦断正面図、第9図はパイプの
縦断正面図、第10図はその縦断側面図、第11
図は上床版架設の別な実施例を示す簡略縦断正面
図、第12図は上床版を架設した状態の簡略縦断
正面図、第13図は従来の地下道施工法を示す縦
断側面図、第14図はその縦断正面図、第15図
乃至第17図は従来の上床版架設法の施行順序を
示す縦断正面図である。 2……パイプ帯、3,5……パイプ、4,9…
…フリクシヨンカツト部材、6……橋台、7……
上床版、8……積層パイプ群、11……発進立
坑、12……到達立坑。
Figures 1 to 12 show examples of the present invention, Figures 1 to 3 are simplified vertical sectional side views showing the construction order, and Figure 4 is a simplified view of the pipe band and pipe group in the constructed state. Figure 5 is a simplified vertical front view showing another arrangement of the pipe group, Figure 6 is a simplified vertical front view with the abutments installed, and Figure 7 is a simplified front view with the upper deck installed. Figure 8 is a vertical front view of the constructed underground passage, Figure 9 is a vertical front view of the pipe, Figure 10 is a vertical side view of the pipe, and Figure 11 is a vertical front view of the pipe.
Figure 12 is a simplified vertical front view showing another embodiment of the construction of the upper deck; Figure 12 is a simplified vertical front view with the upper deck installed; Figure 13 is a vertical side view showing a conventional underground passage construction method; The figure is a longitudinal sectional front view thereof, and FIGS. 15 to 17 are longitudinal sectional front views showing the order of implementation of the conventional upper deck erection method. 2... Pipe band, 3, 5... Pipe, 4, 9...
...Friction cut member, 6... Bridge abutment, 7...
Upper floor slab, 8... Laminated pipe group, 11... Starting shaft, 12... Arrival shaft.

Claims (1)

【特許請求の範囲】 1 上床版と橋台とからなる地下道の築造方法に
において、上床版の幅方向に適宜間隔を存して計
画地下道の橋台部の少なくとも断面外周に沿つて
互いに積層状態で接する複数本のパイプを地下道
方向に圧入したのち、この積層パイプ群の後端面
に既製の橋台を当接させて該橋台を圧入すること
により積層パイプ群と橋台とを置換して橋台を埋
接することを特徴とする地下道構築方法。 2 上面にフリクシヨンカツト部材を配設した複
数本の断面矩形状パイプを計画地下道の上床位置
に並列状態に圧入して上床幅に略等しい幅のパイ
プ帯を形成する工程と、このパイプ帯の下方にパ
イプ帯の幅方向に適宜間隔を存して計画地下道橋
台の少なくとも断面外周に沿つて互いに積層状態
で接する複数本のパイプを前記パイプ帯と同一方
向に圧入する工程と、この積層パイプ群の後端面
に既製の橋台を当接させて該橋台を圧入すること
により積層パイプ群と橋台とを置換する工程と、
既製の地下道上床版の前端をパイプ帯の後端に当
接させると共にその両端部下面を前記橋台の天端
に摺接させながら前記フリクシヨンカツト部材を
残置したまま該上床版を圧入することにより上床
版とパイプ帯とを置換する工程と、パイプ帯下方
部の地盤を掘削する工程とからなることを特徴と
する地下道構築方法。 3 積層パイプ群の内、少なくとも最上部のパイ
プの表面にフリクシヨンカツト部材を配設し、該
フリクシヨンカツト部材を残置したまま橋台を積
層パイプ群と置換することを特徴とする特許請求
の範囲第1項又は第2項記載の地下道構築方法。 4 橋台は中実の既製部材であることを特徴とす
る特許請求の範囲第1項、第2項又は第3項記載
の地下道構築方法。
[Scope of Claims] 1. In a method of constructing an underpass consisting of an upper deck and an abutment, the upper deck is in contact with each other in a stacked state along at least the cross-sectional outer periphery of the abutment part of the planned underpass, with an appropriate interval in the width direction of the upper deck. After press-fitting a plurality of pipes in the direction of the underground passage, a ready-made abutment is brought into contact with the rear end face of the laminated pipe group and the abutment is press-fitted, thereby replacing the laminated pipe group and the abutment and burying the abutment. An underground passage construction method characterized by: 2. A step of press-fitting a plurality of rectangular cross-sectional pipes each having a friction cut member on the upper surface in parallel to the upper floor position of the planned underground passage to form a pipe band having a width approximately equal to the upper floor width, and A step of press-fitting a plurality of pipes in a stacked state along at least the cross-sectional outer periphery of the planned underpass abutment at appropriate intervals in the width direction of the pipe strip below in the same direction as the pipe strip; and a group of the stacked pipes. a step of replacing the stacked pipe group and the abutment by abutting a ready-made abutment against the rear end face and press-fitting the abutment;
By bringing the front end of the ready-made underpass upper deck into contact with the rear end of the pipe band, and slidingly contacting the lower surfaces of both ends with the top end of the abutment, press-fitting the upper deck while leaving the friction cut member in place. A method for constructing an underground passage comprising the steps of replacing the upper slab with a pipe band and excavating the ground below the pipe band. 3. Claims characterized in that a friction cut member is disposed on the surface of at least the uppermost pipe of a group of laminated pipes, and the abutment is replaced with the group of laminated pipes while leaving the friction cut member in place. The method for constructing an underground passage according to item 1 or 2. 4. The method for constructing an underground passage according to claim 1, 2, or 3, wherein the abutment is a solid ready-made member.
JP29818686A 1986-12-15 1986-12-15 Method of constructing subway Granted JPS63151798A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP29818686A JPS63151798A (en) 1986-12-15 1986-12-15 Method of constructing subway

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP29818686A JPS63151798A (en) 1986-12-15 1986-12-15 Method of constructing subway

Publications (2)

Publication Number Publication Date
JPS63151798A JPS63151798A (en) 1988-06-24
JPH049920B2 true JPH049920B2 (en) 1992-02-21

Family

ID=17856329

Family Applications (1)

Application Number Title Priority Date Filing Date
JP29818686A Granted JPS63151798A (en) 1986-12-15 1986-12-15 Method of constructing subway

Country Status (1)

Country Link
JP (1) JPS63151798A (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6113778B2 (en) * 2015-04-17 2017-04-12 植村 誠 Construction method for underground structures

Also Published As

Publication number Publication date
JPS63151798A (en) 1988-06-24

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