JP3156025B2 - Independent open cut method for large scale and large depth - Google Patents
Independent open cut method for large scale and large depthInfo
- Publication number
- JP3156025B2 JP3156025B2 JP32031393A JP32031393A JP3156025B2 JP 3156025 B2 JP3156025 B2 JP 3156025B2 JP 32031393 A JP32031393 A JP 32031393A JP 32031393 A JP32031393 A JP 32031393A JP 3156025 B2 JP3156025 B2 JP 3156025B2
- Authority
- JP
- Japan
- Prior art keywords
- ground
- retaining wall
- excavation
- constructing
- root
- 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.)
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- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Description
【0001】[0001]
【産業上の利用分野】この発明は、大規模で大深度に及
ぶ地下掘削工事を、切梁を一切架設することなく、山留
め壁を自立させて、所謂オープンカットを実施するため
の自立オープンカット工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a self-supporting open cut for carrying out a so-called open cut in a large-scale and deep underground excavation work by making the retaining wall self-supporting without installing any cutting beam. Concerning the construction method.
【0002】[0002]
【従来の技術】従来、大規模な地下掘削工事には、主に
多段切梁掘削工法、構真柱先行逆打ち工法、垂直バット
レス工法などが代表的に実施されている。ちなみに、多
段切梁掘削工法は、図10A,Bに例示したように、山
留め壁1の内周に設置した腹起し2の対面するもの同士
を水平な切梁3で押圧して支持する方法であり、必要に
応じて火打ち梁4及び切梁支柱5が採用される。この多
段切梁掘削工法は、通常の地下工事に多く実施されてい
る。2. Description of the Related Art Conventionally, a large-scale underground excavation work is mainly carried out mainly by a multi-section beam excavation method, a straight-head pre-striking method, a vertical buttress method, and the like. By the way, as shown in FIGS. 10A and 10B, the multi-section girder excavation method is a method in which the facing members of the bulge 2 installed on the inner periphery of the retaining wall 1 are pressed and supported by the horizontal girder 3. The fire beam 4 and the cutting beam support 5 are adopted as necessary. This multi-section beam excavation method is often used in ordinary underground work.
【0003】また、構真柱先行逆打ち工法は、図11に
例示したように、山留め壁の内側の地盤中に予め構真柱
6を先行して施工しておいて、地盤を地下1階分相当掘
削する毎に、その階の柱、梁、床、外周壁等のコンクリ
ート躯体を施工し、前記コンクリートが強度を発現し山
留め壁1を内側から支保する状態になった段階で再び地
盤の掘削を更に地下1階分相当だけ進め、地下コンクリ
ート躯体の打継ぎ施工を下方に向って進める工法である
(特開昭59−21831号、特公平3−37603号
公報など参照)。この構真柱先行逆打ち工法は、大規模
地下工事、及び掘削深度が大きい場合に多く実施されて
いる。[0003] In addition, in the straight-column precedent reverse hitting method, as shown in Fig. 11, a straight-column 6 is preliminarily constructed in the ground inside a retaining wall, and the ground is placed on the first basement floor. Each time excavation is performed, a concrete body such as pillars, beams, floors, and outer peripheral walls of the floor is constructed, and when the concrete has developed strength and is in a state of supporting the retaining wall 1 from the inside, the ground is re-formed. This is a construction method in which excavation is further advanced for one underground floor, and the jointing of the underground concrete skeleton is advanced downward (see JP-A-59-21831, JP-B-3-37603, etc.). This straight-column pre-reverse construction method is often used in large-scale underground construction and when the excavation depth is large.
【0004】更に、垂直バットレス工法は、図12に例
示したように、山留め壁1の内面に、平面的に見て放射
方向の垂直なバットレス(控え壁)7を一体的に設けて
土圧、地下水圧に抵抗させる工法である。この垂直バッ
トレス工法は、大規模な地下工事を自立山留め工法で行
なうための工法として実施されている。山留め壁の内側
に梁状のソイルストラッドを設けて山留め壁を補剛する
ソイルストラッド型山留め掘削工法(特公昭63−65
768号、特開昭60−226917号公報)も同様に
実施されている。Further, in the vertical buttress method, as shown in FIG. 12, a buttress (buttress wall) 7 is provided integrally on the inner surface of the retaining wall 1 in a plan view and in a radial direction when viewed from the top, so that the earth pressure is reduced. This is a method of resisting groundwater pressure. This vertical buttress method is implemented as a method for performing a large-scale underground construction by a self-standing mountain retaining method. A soil stradding type mountain retaining excavation method in which a beam-shaped soil stradd is provided inside the retaining wall to stiffen the retaining wall (Japanese Patent Publication No. 63-65)
768, JP-A-60-226917) are also implemented.
【0005】[0005]
【本発明が解決しようとする課題】 上述した多段切梁掘削工法は、掘削深度が大きくな
ることに比例して切梁3が密に架設されることとなり、
適切な安全性の確保、あるいは施工性の確保が困難とな
る。また、対面の山留め壁1,1に作用する土圧及び地
下水圧の合力が相互に釣合うことを仮定して山留め架搆
の安定性、安全性を確保してため、各段階の根切り毎に
平面的にその段階の切梁を全て架設してから次段の根切
り工程に進む必要がある。従って、大規模地下工事では
切梁の架設期間中は地盤の掘削を開始できず、工程の消
化が中断する等々、施工性の向上に問題がある。 構真柱先行逆打ち工法は、掘削深度が大きい地下工
事に多く実施されるが、大規模高層建物の多くは直接基
礎であり、直接基礎の場合は逆打ち躯体を支持する構真
柱及び構真台柱が仮設のみの使用となり不経済である。
また、この場合にも、平面的に各段の逆打ち躯体を施工
し、そのコンクリートが強度を発現した後でなければ、
次段の根切りを開始できず、やはり施工性の向上に問題
がある。 上述した垂直バットレス工法は、根切り深度が大き
くなると、垂直方向のバットレス7だけでは構造的に土
圧及び地下水圧の外力に抵抗することが困難で、結局は
切梁の架設が必要となり、自立オープンカット工法の実
現を期待できない。 従って、本発明の目的は、大規
模、大深度の地下掘削工事を、切梁を一切架設すること
なく、自立する地下外壁構造に基いて短工期で効率的な
オープンカットの施工が可能な工法を提供することにあ
る。[Problems to be Solved by the Invention] In the above-described multi-stage cutting beam excavation method, the cutting beams 3 are densely erected in proportion to an increase in excavation depth.
It is difficult to secure appropriate safety or workability. In addition, assuming that the resultant forces of earth pressure and groundwater pressure acting on the facing mountain retaining walls 1 and 1 balance each other, the stability and safety of the mountain retaining frame are ensured, so that each excavation is performed at each stage. It is necessary to lay all the cutting beams at that stage in a plane before proceeding to the next root cutting process. Therefore, in large-scale underground construction, excavation of the ground cannot be started during the erection period of the cutting beam, and there is a problem in improvement of workability such as interruption of the process. The tall-column pre-backing method is often used for underground construction where the excavation depth is large, but many large-scale high-rise buildings are directly foundations. The pillars are used only for temporary construction, which is uneconomical.
Also, in this case, unless the concrete has developed strength, the reverse striking frame of each step is constructed in a plane.
The next stage of root cutting cannot be started, and there is still a problem in improving workability. In the vertical buttress method described above, if the root cutting depth is large, it is structurally difficult to resist the external force of earth pressure and groundwater pressure only with the vertical buttress 7, and eventually it is necessary to erection of the cutting beam, The realization of the open cut method cannot be expected. Accordingly, an object of the present invention is to provide a construction method capable of performing an efficient open-cut construction in a short period of time on a large-scale, large-scale underground excavation work based on a self-supporting underground outer wall structure without any cutting beams. Is to provide.
【0006】[0006]
【課題を解決するための手段】上述した従来技術の課題
を解決するための手段として、請求項1記載の発明に係
る大規模・大深度対応の自立オープンカット工法は、地
盤の掘削域の外周に山留め壁として、垂直リブをもつ地
下連続壁を閉鎖形状に構築する段階と、1次掘削した1
階のスラブレベル位置に、前記山留め壁の内面全周にわ
たる平面形状が閉鎖輪状の第1段目水平リブを、掘削底
地盤を型枠代用としてコンクリート打設することによ
り、山留め壁と一体的構造で構築する段階と、前記第1
段目水平リブのコンクリートが強度を発現した後に、地
盤の根切り工事を進め、地下1階のスラブレベル位置
に、前記山留め壁の内面全周にわたる平面形状が閉鎖輪
状の第2段目水平リブを、根切り底地盤を型枠代用とし
てコンクリート打設することにより、山留め壁と一体的
構造で構築する段階と、以下同様に地盤の掘削と各階の
スラブレベル位置に水平リブを構築する段階とを所定の
根切り深さまで必要段数繰り返すことを特徴とする。As a means for solving the above-mentioned problems of the prior art, a large-scale and large-scale self-supporting open-cut method according to the first aspect of the present invention is applied to an outer periphery of a ground excavation area. Building a continuous underground continuous wall having vertical ribs as a retaining wall in a closed shape;
The slab level position floor, the earth retaining wall inner surface planar shape Ru I <br/> other the entire circumference of the first-stage horizontal rib of the closure ring, drilling bottom
By placing concrete on the ground as a substitute for formwork
Ri, the method comprising: constructing in earth retaining walls integral structure, wherein the first
After the stage horizontal ribs of concrete expressed the strength, and the earth
Promoting root cutting work of the board, slab level position of the first floor underground
The planar shape over the entire inner surface of the retaining wall is a closed ring.
The second stage horizontal rib Jo, and mold substitute Excavation bottom ground
And concrete casting to construct a structure integrated with the retaining wall .
The step of constructing a horizontal rib at a slab level position is repeated by a required number of steps up to a predetermined root cutting depth.
【0007】請求項2記載の発明は、請求項1に記載し
た大規模・大深度対応の自立オープンカット工法におい
て、地盤の根切り工事は、水平リブの型枠代用とする周
辺部地盤と、前記地盤に対する影響度が低い中央部の地
盤とを工区分けし、中央部の地盤を先行して掘削するこ
とを特徴とする。[0007] The invention according to claim 2 is described in claim 1.
Independent open cut method for large scale and large depth
The root excavation work for the ground is to be replaced with the horizontal rib formwork.
The side ground, and the central ground with a low degree of influence on the ground
And excavate the ground in the center in advance.
And features .
【0008】[0008]
【作用】図1のように平面形状が単純な矩形状に構築さ
れた山留め壁(地下連続壁)1の場合は、その対面する
辺の山留め壁1に負荷された土圧・地下水圧等の外力F
は、各々水平リブ12の断面中を圧縮力応力fとして伝
達され、もって合力の釣合い状態を保ち山留め壁は安定
に支持される。従って、外力Fの大きさに対応するよう
に水平リブ12の強度及び断面積を確保することによ
り、自立する地下外壁構造が得られる。In the case of a mountain retaining wall (underground continuous wall) 1 constructed in a simple rectangular shape as shown in FIG. 1, the earth pressure, groundwater pressure, etc. applied to the mountain retaining wall 1 on the opposite side. External force F
Is transmitted as a compressive force stress f in the cross section of the horizontal ribs 12, so that the resultant force is balanced and the retaining wall is stably supported. Therefore, by securing the strength and the cross-sectional area of the horizontal rib 12 so as to correspond to the magnitude of the external force F, a self-standing underground outer wall structure can be obtained.
【0009】図2に示したように異形状に構築され、対
面する辺の山留め壁との間で合力の釣合いを得がたい現
場の場合は、例えば対角方向の外力Fを直角2方向の分
応力f′として伝達する中間部支持水平リブ12a,1
2bの働きで合力の釣合い状態を保ち、山留め壁の安定
性が保たれる。水平リブ12は、地下構造の各階スラブ
レベルの位置に施工され、最終的には各階の本設スラブ
の一部として活用され、仮設材料の節減が図られる。As shown in FIG. 2, in a site where it is difficult to obtain a balance of the resultant force with the mountain retaining wall on the opposite side as shown in FIG. intermediate support horizontal ribs 12a, 1 transmitting as f '
By the operation of 2b, the balance of the resultant force is maintained, and the stability of the retaining wall is maintained. The horizontal ribs 12 are installed at the slab level of each floor of the underground structure, and are ultimately used as a part of the main slab of each floor, thereby saving temporary materials.
【0010】水平リブ12の構築は、例えば根切り底1
2を型枠代用として施工すると、型枠工事が大幅に省略
される。この場合、所謂オープンカットの特長を活かす
ため、平面的に見て水平リブ12の型枠代用部分の地盤
と、前記地盤部分に対する影響度が低い中央部分の地盤
とを工区分けし、中央部分の地盤を先行して掘削する手
順により、水平リブ12の施工と並行して(又は前後し
て)速やかに根切りを進めることが可能であり、工期の
短縮を図れる。The construction of the horizontal rib 12 is performed, for example, by using the root bottom 1.
When 2 is used as a substitute for the formwork, the formwork work is largely omitted. In this case, in order to take advantage of the so-called open cut feature, the ground of the form substitute portion of the horizontal rib 12 and the ground of the central portion having a low degree of influence on the ground portion are divided into two parts in plan view. By excavating the ground in advance, the root cutting can be promptly performed in parallel with (or before or after) the construction of the horizontal ribs 12, and the construction period can be shortened.
【0011】かくして、自立オープンカット工法の実施
が実現することにより、平面的な施工の自由度が高く、
掘削時の土砂の搬出や地下躯体の施工材料の搬入作業が
容易で、効率的に地下工事を進めることができる。[0011] Thus, the realization of the self-sustained open cut method allows a high degree of freedom in planar construction.
It is easy to carry out earth and sand during excavation and carry in construction materials for the underground skeleton, so that underground construction can be performed efficiently.
【0012】[0012]
【実施例】次に、本発明の図示した実施例を説明する。
まず図1は、本発明のごく一般的な実施例として、平面
形状が単純な矩形で、対面する二辺の山留め壁の合力の
釣合いを前提とする自立オープンカット工法の実施例を
示している。図中1が掘削地盤の外周を取り囲むように
閉鎖形状に構築された山留め壁であり、12は前記山留
め壁1の内面の全周に閉鎖輪状に施工された水平リブで
ある。BRIEF DESCRIPTION OF THE DRAWINGS FIG.
First, FIG. 1 shows, as a very general embodiment of the present invention, an embodiment of a self-supporting open-cut method that assumes a simple rectangular planar shape and a balance of resultant forces of two facing mountain retaining walls. . In the figure, reference numeral 1 denotes a retaining wall constructed in a closed shape so as to surround the outer periphery of the excavated ground, and reference numeral 12 denotes a horizontal rib constructed in a closed loop shape on the entire periphery of the inner surface of the retaining wall 1.
【0013】図2は平面形状が非対称形状で、山留め壁
1に作用する外力Fを直角2方向の分応力f′,f′で
処理するべく、対面する関係にある二つの水平リブ12
同士を直近方向につなぐ中間部支持水平リブ12aを併
用した自立オープンカット工法の実施例を示している。
図3は地盤の根切り工事の進捗に従い、地下2階のスラ
ブレベル位置に、3段目の水平リブ12を山留め壁1と
一体化施工した段階を示している。水平リブ12の構築
は、例えば根切り底11の地盤を型枠代りに利用するこ
とにより型枠工事の省略と仮設材料の低減、工数の削減
が図れる。ちなみに、根切り底11の地盤を型枠代用と
して施工するに際しては、根切り底を水平に地均しをし
てその上に直接コンクリートを打設する方法も実施可能
であるが、根切り底11の上にプラスチックシート等の
縁切り材又は天井材(打込み材)等を敷設してその上に
コンクリートを打設し、次段の根切り工事をコンクリー
トとの肌分れがきれいな形で進める方法を実施すること
も好ましい。あるいは根切り底の上に支保工を設置し、
リブ用の型枠を支持せしめて施工する旧来の方法を実施
することもできる。また、水平リブ12を山留め壁1と
一体化施工する方法としては、従来、地下外壁を山留め
壁と一体的な合成壁とする方法が公知、周知であるよう
に、山留め壁1の内面側にシャーコネクタを設けて、該
シャーコネクタを水平リブの補強体と連結する方法など
が好適に実施される。FIG. 2 shows two horizontal ribs 12 which are asymmetrical in plan view and face each other in order to treat an external force F acting on the retaining wall 1 with stresses f ', f' in two perpendicular directions.
An embodiment of a self-supporting open-cut method using an intermediate portion supporting horizontal rib 12a for connecting the members in the immediate vicinity is shown.
FIG. 3 shows a stage in which the third horizontal rib 12 is integrated with the retaining wall 1 at a slab level position on the second basement floor in accordance with the progress of the ground excavation work. The horizontal ribs 12 can be constructed, for example, by using the ground of the root bottom 11 instead of the formwork, thereby eliminating formwork work, reducing temporary materials, and reducing man-hours. By the way, when constructing the ground of the root excavation bottom 11 as a substitute for a formwork, a method of leveling the root excavation floor horizontally and placing concrete directly on it is also possible. A method of laying an edge-cutting material such as a plastic sheet or a ceiling material (implanted material) on 11 and placing concrete on it, and then proceeding with the next-stage root-cutting work in a form in which the surface separation with concrete is clean. Is also preferred. Or install a shoring on the root bottom,
It is also possible to carry out a conventional method of supporting and constructing a rib formwork. In addition, as a method of integrally constructing the horizontal ribs 12 with the mountain retaining wall 1, conventionally, a method of forming an underground outer wall into a composite wall integral with the mountain retaining wall is known and well-known. A method in which a shear connector is provided and the shear connector is connected to the reinforcing member of the horizontal rib is preferably implemented.
【0014】次に、図4は、本発明に係る自立オープン
カット工法の更に具体的な施工手順の第1段階として、
外向きに突出する垂直リブ13をもつ山留め壁1を構築
した段階を示している。具体的には連続壁用掘削機で地
盤中に工区毎の単位で地下連続壁用及び垂直リブ用の溝
を一連に掘削する。そして、RC造地下連続壁を構築す
る場合は、図8のように連続壁部と垂直リブ部とが一体
となった鉄筋かご14を建込み、躯体のコンクリート打
設を行なう。前記垂直リブ13の位置は、基本的には通
り芯の位置とされる。山留め壁1の内側に内向きの垂直
リブを設ける場合もある。もっとも、山留め壁1がSR
C造地下連続壁として構築される場合は、通常は図9の
ように垂直リブは併用されず、掘削された直線状の溝の
中に鉄筋かご14とH形鋼等による鉄骨15とを組合せ
た鉄骨鉄筋補強体を建込み、コンクリートを打設する。Next, FIG. 4 shows, as a first step of a more specific construction procedure of the self-supporting open cut method according to the present invention,
This shows a stage in which the retaining wall 1 having a vertical rib 13 projecting outward is constructed. Specifically, a continuous wall excavator excavates a series of trenches for an underground continuous wall and a vertical rib in the ground in units of construction sections. When constructing the RC underground continuous wall, as shown in FIG. 8, a reinforcing cage 14 in which the continuous wall portion and the vertical rib portion are integrated is built, and concrete is poured into the body. The position of the vertical rib 13 is basically the position of the center line. In some cases, an inward vertical rib is provided inside the retaining wall 1. However, the retaining wall 1 is SR
When constructed as a C-structured underground continuous wall, vertical ribs are not usually used together as shown in FIG. 9, and a reinforcing cage 14 and a steel frame 15 made of H-section steel or the like are combined in an excavated linear groove. A steel reinforced reinforcement is built and concrete is poured.
【0015】かくして山留め壁1の構築が完了し、その
コンクリートの強度が発現された後に、地盤の掘削が開
始され、図3,図5,図6の要領で水平リブ12が段々
と施工される。図5は図1に示した実施例の具体例であ
って、地下1階位置まで水平リブ12が施工され、地盤
の掘削が少し進められた段階を示している。図6は更に
地下2階位置まで水平リブ12が施工され、地盤の掘削
が少し進められた段階を示している。従って、本実施例
の場合、山留め壁1に作用する土圧、地下水圧などの外
力は、垂直リブ13及び水平リブ12により直交方向の
山留め壁へと伝達され、最終的には直交する山留め壁の
水平抵抗により処理される(図1の応力fの流れを参
照)。Thus, after the construction of the retaining wall 1 is completed and the strength of the concrete is developed, excavation of the ground is started, and the horizontal ribs 12 are gradually constructed as shown in FIGS. 3, 5, and 6. . FIG. 5 is a specific example of the embodiment shown in FIG. 1 and shows a stage where the horizontal ribs 12 have been constructed up to the first basement floor and excavation of the ground has proceeded a little. FIG. 6 shows a stage in which the horizontal ribs 12 have been further constructed up to the second basement level and excavation of the ground has proceeded a little. Therefore, in the case of the present embodiment, external forces such as earth pressure and groundwater pressure acting on the retaining wall 1 are transmitted to the retaining wall in the orthogonal direction by the vertical ribs 13 and the horizontal ribs 12, and finally the orthogonal retaining wall. (See the flow of stress f in FIG. 1).
【0016】また、図7は図2に示した実施例の具体例
であって、水平リブ12のみならず、中間部支持水平リ
ブ12も一体的に施工された構造を示している。中間部
支持水平リブ12aも、例えば根切り底11を型枠代用
として施工される。中間部支持水平リブ12aは、山留
め壁1に作用する外力を対面方向の山留め壁へと伝達し
て処理する(図2の応力f′の流れを参照)。FIG. 7 is a specific example of the embodiment shown in FIG. 2, and shows a structure in which not only the horizontal ribs 12 but also the intermediate portion supporting horizontal ribs 12 are integrally formed. The intermediate portion supporting horizontal rib 12a is also constructed, for example, by using the root bottom 11 as a mold substitute. The intermediate support horizontal ribs 12a transmit the external force acting on the retaining wall 1 to the facing retaining wall for processing (see the flow of the stress f 'in FIG. 2).
【0017】[0017]
【本発明が奏する効果】本発明に係る自立オープンカッ
ト工法は、下記の効果を奏する。 大規模・大深度地下掘削の自立オープンカット工法
を実現可能となり、効率的な地下構造の施工が可能とな
る。 平面的に見て山留め壁の内周部分にだけ水平リブ1
2が架設され、水平リブのコンクリート強度が発現する
と、直ちに次段の掘削工事を開始できる。とりわけ、地
盤を平面的に工区分けすることにより、地盤の掘削を早
期に進めることが可能となり、工期の短縮を図れる。例
えば従来の方法では、根切りが完了し、支保工(切梁又
は逆打ち床スラブ)が全部完成しないと架搆としての安
全性が成立せず、その間掘削工事を開始できないが、本
発明のオープンカット工法は各部分が完成することによ
り、それぞれの部分で安全性が確保されるため、架搆と
しての安定な状態(支保工が完成する)までの時間を短
くでき、施工中の危険性が減少される。 中央部分がオープンになっているため、掘削時の土
砂の搬出や地下躯体施工の材料の搬入などが容易であ
る。 直接基礎建物では逆打ち工法に比べて、仮設構真柱
を削減できる。[Effects of the present invention] The self-supporting open cut method according to the present invention has the following effects. An independent open cut method for large-scale and deep underground excavation can be realized, and efficient underground construction can be achieved. Horizontal rib 1 only on the inner peripheral part of the retaining wall when viewed in plan
When the concrete strength of the horizontal rib is developed, the next excavation work can be started immediately. In particular, by dividing the ground in a plane, the excavation of the ground can be advanced at an early stage, and the construction period can be shortened. For example, in the conventional method, if the excavation is completed and all the supports (cut beams or back-floor slabs) are not completed, the safety as a frame cannot be established and the excavation work cannot be started during that time. With the open cut method, the safety of each part is ensured by completing each part, so the time until the frame is stable (the support work is completed) can be shortened, and the danger during construction Is reduced. Since the central part is open, it is easy to carry out earth and sand during excavation and carry in materials for construction of underground structures. In a direct foundation building, the number of temporary pillars can be reduced compared to the reverse construction method.
【図1】水平リブによる自立オープンカット工法の実施
例を示した平面図である。FIG. 1 is a plan view showing an embodiment of a self-supporting open cut method using horizontal ribs.
【図2】水平リブと中間部支持水平リブとを併用した実
施例の平面図である。FIG. 2 is a plan view of an embodiment in which a horizontal rib and an intermediate portion supporting horizontal rib are used in combination.
【図3】水平リブの施工状況を示した断面図である。FIG. 3 is a cross-sectional view showing a construction state of a horizontal rib.
【図4】垂直リブをもつ山留め壁の構築状況を示した斜
視図である。FIG. 4 is a perspective view showing a construction state of a mountain retaining wall having a vertical rib.
【図5】2段目まで水平リブが施工された段階を示す斜
視図である。FIG. 5 is a perspective view showing a stage in which horizontal ribs are installed up to the second stage.
【図6】3段目まで水平リブが施工された段階を示す斜
視図である。FIG. 6 is a perspective view showing a stage where horizontal ribs have been installed up to the third stage.
【図7】中間部支持水平リブを併用した水平リブが1段
目まで施工された段階を示す斜視図である。FIG. 7 is a perspective view showing a stage in which a horizontal rib using an intermediate portion supporting horizontal rib is used up to the first stage.
【図8】垂直リブをもつRC造山留め壁の平面図であ
る。FIG. 8 is a plan view of an RC mountain retaining wall having vertical ribs.
【図9】SRC造山留め壁の平面図である。FIG. 9 is a plan view of the SRC mountain retaining wall.
【図10】AとBは多段切梁掘削工法の施工例を示した
垂直断面図と平面図である。FIGS. 10A and 10B are a vertical sectional view and a plan view showing a construction example of a multi-section beam excavation method.
【図11】構真柱先行逆打ち工法の施工例を示した垂直
断面図である。FIG. 11 is a vertical cross-sectional view showing a construction example of a straight-column precedent reverse construction method.
【図12】垂直バットレス工法の施工例を示した斜視図
である。FIG. 12 is a perspective view showing a construction example of a vertical buttress method.
1 山留め壁 11 根切り底面 12 水平リブ 12a 中間部支持水平リブ DESCRIPTION OF SYMBOLS 1 Mountain retaining wall 11 Root bottom 12 Horizontal rib 12a Intermediate part supporting horizontal rib
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 昭60−226918(JP,A) 特開 平3−275816(JP,A) (58)調査した分野(Int.Cl.7,DB名) E02D 29/045 - 29/055 ────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-60-226918 (JP, A) JP-A-3-275816 (JP, A) (58) Fields investigated (Int. Cl. 7 , DB name) E02D 29/045-29/055
Claims (2)
直リブをもつ地下連続壁を閉鎖形状に構築する段階と、 1次掘削した1 階のスラブレベル位置に、前記山留め壁
の内面全周にわたる平面形状が閉鎖輪状の第1段目水平
リブを、掘削底地盤を型枠代用としてコンクリート打設
することにより、山留め壁と一体的構造で構築する段階
と、 前記第1段目水平リブのコンクリートが強度を発現した
後に、地盤の根切り工事を進め、地下1階のスラブレベ
ル位置に、前記山留め壁の内面全周にわたる平面形状が
閉鎖輪状の第2段目水平リブを、根切り底地盤を型枠代
用としてコンクリート打設することにより、山留め壁と
一体的構造で構築する段階と、 以下同様に地盤の掘削と各階のスラブレベル位置に水平
リブを構築する段階とを所定の根切り深さまで必要段数
繰り返すことを特徴とする、大規模・大深度対応の自立
オープンカット工法。(1) A vertical retaining wall is provided on an outer periphery of an excavation area of the ground.
A method of constructing an underground continuous wall with a straight rib on the closed configuration, the first floor slab level position primary drilling, planar shape that cotton all around the inner surface of the earth retaining wall first stage horizontal rib of the closure ring Concrete in place of excavated ground
By the steps of constructing in earth retaining walls and integral structure, wherein after the first stage horizontal rib concrete expressed strength, promote Excavation work of the ground, the basement slab level
At the center position, the planar shape over the entire inner surface of the retaining wall is
Closed ring-shaped second level horizontal ribs , root cut bottom ground formwork
The steps of constructing an integrated structure with the retaining wall by casting concrete for use as well as excavating the ground and constructing horizontal ribs at the slab level position on each floor in the same manner are repeated until the required root depth is reached. An independent open cut method for large scale and large depths, characterized by repeating.
とする周辺部地盤と、前記地盤に対する影響度が低い中
央部の地盤とを工区分けし、中央部の地盤を先行して掘
削することを特徴とする、請求項1に記載した大規模・
大深度対応の自立オープンカット工法。2. The root excavation work of the ground is performed by using horizontal ribs instead of formwork.
The surrounding ground to be considered, and the influence on the ground is low.
The ground in the center is separated from the ground, and the ground in the center is dug ahead.
The large-scale device according to claim 1 , wherein
Independent open cut method for large depth.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP32031393A JP3156025B2 (en) | 1993-12-20 | 1993-12-20 | Independent open cut method for large scale and large depth |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP32031393A JP3156025B2 (en) | 1993-12-20 | 1993-12-20 | Independent open cut method for large scale and large depth |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH07173847A JPH07173847A (en) | 1995-07-11 |
JP3156025B2 true JP3156025B2 (en) | 2001-04-16 |
Family
ID=18120099
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP32031393A Expired - Fee Related JP3156025B2 (en) | 1993-12-20 | 1993-12-20 | Independent open cut method for large scale and large depth |
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Country | Link |
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JP (1) | JP3156025B2 (en) |
Families Citing this family (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2010001701A (en) * | 2008-06-23 | 2010-01-07 | Shimizu Corp | Method of constructing underground structure |
JP5378079B2 (en) * | 2008-10-02 | 2013-12-25 | 森ビル株式会社 | Underground structure |
JP5457276B2 (en) * | 2010-06-01 | 2014-04-02 | 株式会社竹中工務店 | Underground pillar construction |
JP2015025292A (en) * | 2013-07-26 | 2015-02-05 | 株式会社大林組 | Building construction method and building |
-
1993
- 1993-12-20 JP JP32031393A patent/JP3156025B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
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JPH07173847A (en) | 1995-07-11 |
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