JPS59179993A - Method of constructing shaft - Google Patents

Abstract

(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

【発明の詳細な説明】 ａ〉産業上の利用分野 本発明は、深礎くい用、ｉｌｌ進工事用、トンネル工事
用、マンホール１ｆｌ築用、その他Ｔ小用として、周面
かライフ−プレートやスチールセグメントあるいはコン
クリートセグメント等による土留柵て覆にｄれた立坑の
構築方法に関づるものである。[Detailed Description of the Invention] a> Industrial Fields of Application The present invention is applicable to deep foundation piles, illumination construction, tunnel construction, manhole 1fl construction, and other T-small applications such as life plates or This relates to a method of constructing a vertical shaft covered with an earth retaining fence using steel segments or concrete segments.

ｂ）従来技術 第１図に示すとおりこの秤の立坑１を掘削する場合、所
定深さ掘りト（′）る１ｕに円弧状のライナーブル−ト
等による分λ１］された土留材２をリング状に組立てて
相継きされ覆工が行なわれる。b) Prior art When excavating the vertical shaft 1 of this scale as shown in Fig. 1, the earth retaining material 2 which has been cut by an arc-shaped liner brute etc. They are assembled in different shapes, passed on to each other, and then lined.

この掘削に際し、地山が自立りる土砂の場合は良いが、
透水性の大きい砂層やレキ層等では周辺の地山か崩壊し
Ｃ土砂の流入を防止づ−るために掘削に先立ら共成注入
等により地盤改良３を行うのが通常である。しかし地盤
改良をしても特に砂層のような場合には未改良部分が生
じやづく、ここから湧水に伴う流砂現象を起こしたり、
分割床掘りをしようとしても地山か崩壊して土留壁の組
立作業が出来なくなる欠点があった。When excavating, it is fine if the ground is self-supporting, but
In order to prevent the surrounding ground from collapsing and the inflow of C soil in highly permeable sand layers, reki layers, etc., ground improvement 3 is usually performed by co-consolidation injection etc. prior to excavation. However, even if the ground is improved, unimproved areas are likely to occur, especially in the case of sandy layers, which can cause quicksand phenomena associated with spring water.
Even if an attempt was made to excavate a divided bed, the ground would collapse, making it impossible to assemble the retaining wall.

又無理をして作業を進めたりｈ々置しておくと崩壊か上
部にも及び地盤洗上にＶかり危険を伴うものである。Also, if you force yourself to work on it or leave it for too long, it may collapse or reach the top, causing damage to the ground and causing danger.

従ってこれらを防止するためには、一旦埋戻しで再度薬
液の注入をおこなったり、場合によっては掘削床面にコ
ンクリ−１へ打設しなければならない等作業能率を著し
く低下させる欠点かあった。Therefore, in order to prevent these problems, it is necessary to backfill and re-inject the chemical solution, or in some cases, it is necessary to pour concrete 1 on the excavated floor surface, which has the disadvantage of significantly reducing work efficiency.

＜Ｃ＞発明の目的 そこで本発明では、基本的には薬液注入による地盤改良
を行うことなく地山の崩壊を防廿することかでき、又著
しく崩壊しやづ−い土質のために薬液注入を必要とする
場合で′あっても注入間を少くすることが可能であり、
更には注入動床か不充分であっても土砂のｊ！ｉｊ戻し
や再注入等を必要としない新規な立坑の構築方法を提供
するものＣある。<C> Purpose of the Invention Therefore, in the present invention, it is basically possible to prevent the collapse of the ground without performing ground improvement by injection of chemical liquid, and for soil that is extremely susceptible to collapse, injection of chemical liquid is basically possible. It is possible to reduce the interval between injections even if
Furthermore, even if the injected moving bed is insufficient, there is no need for sediment! There is a method that provides a new method for constructing a shaft that does not require return or re-injection.

（ｄ）発明の構成 本発明の立坑の４ｂ１第１築℃は、土留壁の最下段位置
に分割シール１〜掘進（幾を膜性させ、該掘進機の円弧
状のプレー１〜で掘削部の側面を覆って地山の崩壊を防
止［−ながら掘削を行い、順次土留材を組立て根細；さ
りるものである。(d) Structure of the Invention In the 4b1 first construction of the shaft of the present invention, the lowermost position of the earth retaining wall is provided with a divided seal 1 to excavation (a membrane), and the arc-shaped play 1 of the excavation machine is used to form the excavation part. This involves covering the sides of the ground to prevent the collapse of the ground.

（０）実施例 本発明の実施例を第２図に示す斜視図ｄ３よひ第３図に
示す工程図を６とに説明づ−る。(0) Embodiment An embodiment of the present invention will be explained with reference to the perspective view d3 shown in FIG. 2 and the process diagram d3 shown in FIG. 3.

従来方法と同様に最初の１〜２段目すなわち地表面下０
．５〜１．０ｍの部分の立坑４を掘り下げ、その外周部
分に分割された円弧状の各土留材５．６を各々リング状
に組立て設置して土留壁を形成りる３、この土留手Δは
ライナープレートやスチールセグメントあるいはコンク
リ−１〜セグメンｉ−等か必要に応じて適宜選択使用さ
れる。As with the conventional method, the first and second stages, that is, 0 below the ground surface.
．． A shaft 4 of 5 to 1.0 m is dug, and each arc-shaped earth retaining material 5.6 divided on the outer circumference is assembled and installed in a ring shape to form an earth retaining wall 3. This earth retaining Δ are suitably selected from liner plates, steel segments, concrete 1 to segment i, etc. as required.

前記構築済みの土留壁の最下段に位置には各分割シール
ド掘進機Ｓを設置づる。Each divided shield excavator S is installed at the lowest stage of the constructed earth retaining wall.

この分割シール１掘進機Ｓは、前記土留材５．６よりわ
ずかに大きい半径を備えた円弧状のプレート７と、疎プ
レートの先端に形成された刃先８と、プレート７の内側
で刃先の後側に装着されたジャツギ９とて構成されてい
る。This split seal 1 excavator S has an arc-shaped plate 7 with a radius slightly larger than the earth retaining material 5.6, a cutting edge 8 formed at the tip of the sparse plate, and a rear part of the cutting edge inside the plate 7. It consists of a jatsugi 9 attached to the side.

分割シール１−Ｕ）Ｓは第３図（△）のようにプレー１
−７か土留Ｕ５．６の外周に、ジヤツキ９の（」ント９
ａか２段目の土留材６の上側に各々位置づる態様で股間
される。Split seal 1-U)S is play 1 as shown in Figure 3 (△)
-7 or on the outer periphery of earth retaining U5.6,
They are placed between the legs in such a manner that they are respectively positioned above the earth retaining material 6 of the second stage.

尚プレート７は、隣接する各土留材６．６間に架設され
るよう円周方向の角度をずらして配置されると共に、各
プレー１〜の内周面には摺動可能なシール部材（図示せ
ず）が何着されている。The plates 7 are disposed at different angles in the circumferential direction so as to be installed between the adjacent soil retaining materials 6.6, and a slidable seal member (Fig. (not shown) are worn.

そして第３図（Ｂ）のようにいずれか１つのジヤツキ９
のロツ１〜９ａを伸長させると最下段（この揚台は２段
「；）の−」留々ｚＧを反力受けとして分割シールドＩ
Ｉ；ｉ！進はＳ（Ｊ推進される。Then, as shown in Figure 3 (B), any one jack 9
When the ROTS 1 to 9a are extended, the split shield I is created using the lowermost stage (this platform is the second stage ";)" zG as a reaction force receiver.
I;i! Susumu is promoted by S (J.

この結果刃先εうは床面側の地山に突入し、土留材５．
６の外周面を摺動しなから１７陪りるプレー１へ７は上
端側力ｊ−ｖｔ（ｋＡ　８１ｔＺ　’４　ｔ　ルＢ様で
掘削部の側面を審う。As a result, the cutting edge ε plunges into the ground on the floor side, causing the earth retaining material 5.
7 slides on the outer circumferential surface of No. 6 and moves to Play 1 where 17 follows. No. 7 examines the side surface of the excavated part with the upper end side force j-vt (kA 81tZ '4 t Le B-like).

上記分＾′リシールｊ−掘進（戊ＳのＪｌｆ進に合わせ
、プレー１〜７の内側の床面土砂は順次掘削され、新た
な土留材を設置する空間か確保されたところで第３図（
Ｃ）のように伸長したジヤツキ９のロソｌ”　９　ａを
短縮♂ぜる。The above portion ^'Reseal J-Excavation (In accordance with the Jlf progress of the S, the floor earth and sand inside plays 1 to 7 were excavated in sequence, and when a space for installing new earth retaining material was secured, Figure 3 (
C) Shorten the lengthened jack 9's ``9a''.

そし′Ｃ第３図＜Ｄ）のよう（こ新たに第３段目の土留
材１０を設置して土留材６と一体に接合づる。Then, as shown in Fig. 3 (D), the third stage of earth retaining material 10 is newly installed and joined together with earth retaining material 6.

以下順次隣接り−る分割シールド掘進機Ｓを前記同様に
作動さぜな／〕臼ら全周に湿って３段目の土留材１０を
接合状態に設置さＵる。この状態で立坑４の中火部床面
の１−砂を掘削排土ザる。又４段目以降も同様にして設
置し、外周を土留壁で覆土された所望深さの立坑４を構
築するものである。Thereafter, the adjacent divided shield excavators S are operated in the same manner as described above.] The third stage of earth retaining material 10 is installed in a joined state by moistening the entire circumference of the mortar. In this state, excavate and remove the sand on the floor of the medium-heated part of the shaft 4. The fourth and subsequent stages are installed in the same manner to construct a shaft 4 of a desired depth whose outer periphery is covered with earth retaining walls.

尚、上記実施例で〔よ分割シールド掘進機Ｓを１台づつ
作動せた分割掘りをするようにしたか、複数台づつ又は
全てを同１］、口ご作動さけるよう（こづることもてき
る。In addition, in the above embodiment, [the divided shield excavation machine S is operated one by one to perform divided digging, or multiple shield excavators S are operated at a time, or all of them are operated at the same time] to avoid mouth operation (it is also possible to Ru.

（ｆ）弁明の効果 本願発明の立坑の構築方法によると、掘削部の外周が分
割シールド掘進（浅の円弧状のプレートで覆われている
ので、地山の崩壊による土砂の流入を防止することかで
きるものである。(f) Effect of explanation According to the shaft construction method of the present invention, the outer periphery of the excavation part is covered with a divided shield excavation (shallow arc-shaped plate, so that the inflow of earth and sand due to collapse of the ground is prevented. It is something that can be done.

従って特別な地質−Ｃないかぎり、従来のような薬液注
入による地盤改良は基本的には不要であり、補助工法と
して薬液注入を行う場合でも注入出がすくなくてすむと
共に、再注入を必要としない。これにより作業能率の向
上と安全作業の確保を計ることかできる効果がある。Therefore, unless there is a special geology-C, ground improvement using conventional chemical injection is basically unnecessary, and even when chemical injection is used as an auxiliary construction method, there is less need for injection and re-injection is not required. . This has the effect of improving work efficiency and ensuring safe work.

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

第１図は従来方法を説明する斜視図、第２図は本発明方
法を説明づ−る斜視図、ａ′！３図は同］二程図である
。 ｉ　Ｔ′Ｊ鴎の説明１ １．４・・・０坑　　　２．５．０１１０・・・土留材
３・地盤改良部　　７・・・プレー１−８・・・刃先　
　　　　９・・シＡ・ツキ９ａ・・・［」ソト　　　Ｓ
・・・分！：ｌ］シール１〜掘進機（Ｄ）　　　　　　
　　　（Ｃ） ８′８ 第３図 −７４，。Fig. 1 is a perspective view illustrating the conventional method, and Fig. 2 is a perspective view illustrating the method of the present invention. Figure 3 is a two-stage diagram. i Description of T'J seagull 1 1.4...0 pit 2.5.0110...Earth retaining material 3/Soil improvement part 7...Play 1-8...Blade edge
9...SiA・Tsuki9a...[''Soto S
...minute! :l] Seal 1 ~ Excavator (D)
(C) 8'8 Figure 3-74.

Claims (1)

【特許請求の範囲】 １、円弧状のプレートの先端側に刃先を形成すると共に
内側にジヤツキを装備した分割シールド掘進機を用意し
、該分割シールド掘進機をずでに構築されている土留壁
の最下段位置に設置させ、前記土留壁の下面を反力受け
としてジヤツキを伸長して分割シール１−掘進機を下降
動さぜ、刃先を地山に突入さＵると共　に、土留壁の外
周面を摺動した前記円弧状のプレートで掘削部のｍ１１
面を覆いなから内側の掘削を行ったのら、前記伸長した
ジヤツキを短縮させ当該掘削部に前記最下段の土留壁と
接合する新たな土留壁を設置させたことを特徴とする立
坑の構築方法。 ２、前記分割シールド掘進機は最下段位置の土留壁外周
に沿って多数が隣接配備され、当該隣接配備された各分
割シール１〜掘進機を順次作動させるようにした請求の
範囲第１項記載の立坑の構築方法。[Scope of Claims] 1. A divided shield excavator having a cutting edge formed on the distal end side of an arc-shaped plate and equipped with a jack on the inside is prepared, and an earth retaining wall is constructed with the divided shield excavator attached. The screw is installed at the lowest position of the earth retaining wall, and the jack is extended using the lower surface of the earth retaining wall as a reaction force receiver, and the split seal 1-excavation machine is moved downward to plunge the cutting edge into the earth, and at the same time, the earth retaining wall m11 of the excavated part with the arc-shaped plate sliding on the outer peripheral surface of
Construction of a vertical shaft characterized in that after excavating the inside without covering the surface, the elongated jack is shortened and a new earth retaining wall is installed in the excavated part to connect with the earth retaining wall at the lowest stage. Method. 2. A large number of the divided shield excavators are arranged adjacently along the outer periphery of the earth retaining wall at the lowest position, and each of the divided shields 1 to the excavators arranged adjacently is operated in sequence. How to build a shaft.