JPS5854122A - Construction method for underground continuous wall below buried object and excavator thereof - Google Patents
Construction method for underground continuous wall below buried object and excavator thereofInfo
- Publication number
- JPS5854122A JPS5854122A JP15293081A JP15293081A JPS5854122A JP S5854122 A JPS5854122 A JP S5854122A JP 15293081 A JP15293081 A JP 15293081A JP 15293081 A JP15293081 A JP 15293081A JP S5854122 A JPS5854122 A JP S5854122A
- Authority
- JP
- Japan
- Prior art keywords
- excavator
- underground continuous
- buried object
- continuous wall
- concrete
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【発明の詳細な説明】
この発＄１は、埋設物下における地下連続壁築造法及び
その掘削機に関する。DETAILED DESCRIPTION OF THE INVENTION This $1 project relates to a method of constructing an underground continuous wall under a buried object and an excavator therefor.
一般に地下連続壁築造法は地下構造物の壁体として広く
使用されている。これは強匪が通常のコンクリート壁と
同じであり、遮水性に優れている等のためである。In general, the underground continuous wall construction method is widely used for walls of underground structures. This is because it has the same strength as a normal concrete wall and has excellent water-blocking properties.
即ち、仮設の土留壁と永久構造物を兼ねた工法が地下連
続壁工法といえる屯のである。In other words, the construction method that combines a temporary earth retaining wall with a permanent structure can be called the underground continuous wall construction method.
しかしながら、地下構造物の築造位置に水道管、ガス管
、下水管或いは電力、通信ケーブル用管等の地下埋設物
がある場合にＦｉ、−すれらの埋設物を地下連続壁築造
位置に支障にならない位置まで切廻わして移設する必要
があった。However, if there are underground objects such as water pipes, gas pipes, sewage pipes, or electric power or communication cable pipes at the location where the underground structure is being constructed, these objects may interfere with the construction of the underground continuous wall. It was necessary to cut and relocate it to a position where it could not be installed.
ない場合もあり、土留工法としての地下連続壁工法Ｉ／
′ｉ埋設物がある場合には不適当とされて他の工法が用
いられる等の難点が、あった。In some cases, there is no underground continuous wall construction method as an earth retaining method.
If there are buried objects, other construction methods are considered inappropriate and other methods are used.
この発明は上述した事情に鑑みてなされたもので切廻し
不可能な地下埋設物があっても、埋設物下を特殊な掘削
機と掘削工法により地下連続壁工法が適用できるようＫ
した埋設物下における地下連続壁築造法及びその掘削機
を提供するものである・
以下この発明による実施例を添付した図面にもとづいて
置体的に説明する。図においてＷＪ１図は、通常の地下
連続壁築造法の順序を示す概略説明図であり、上記工法
を１ｔイクルとｌ−て連続的に築造される。すなわち地
下連続壁用掘削機ＩＫより埋設物のない位置を例えば巾
６０〜１０ｏ国の巾と４〜７ｍの長き程度で所定の深さ
に掘削し、掘削機１を引抜いた掘削孔２Ｋにロッキング
パイプ３ヶ建込む。上記ロッキングパイプ３の間に鉄筋
篭４を挿入し、つぎにコンクリート５を打設して固化援
にロッキングパイプ３を引き抜く。次にその隣りを引続
き同じ様に施工し連続して土留壁のるが多軸ビット式Ｆ
ｉ第２図に示すように１モータードリル１０の下面に掘
削ビット１１を複数個設け、ワイヤーロープ１２、ラン
ニングブロック１３を介して図示しない装置に！ｌ吊さ
れ、リバースホース１４等が設けられた構造である。従
って地下に埋設物のない位置は上述した工法により掘削
、鉄筋篭挿入、コンクリート打設までが一貫作業される
。This invention was made in view of the above-mentioned circumstances, and even if there is an underground object that cannot be cut, it is possible to apply the underground continuous wall construction method by using a special excavator and excavation method under the object.
The present invention provides a method for constructing an underground continuous wall under a buried structure and an excavator therefor.Examples of the present invention will be explained below based on the attached drawings. In the figure, WJ1 diagram is a schematic explanatory diagram showing the order of a normal underground continuous wall construction method, and the above construction method is continuously constructed every 1t cycle. In other words, the underground continuous wall excavator IK excavates a location with no buried objects to a predetermined depth with a width of 60 to 10 meters and a length of 4 to 7 meters, and the excavator 1 is locked in the excavation hole 2K from which it is pulled out. Construct 3 pipes. A reinforcing bar cage 4 is inserted between the locking pipes 3, concrete 5 is poured, and the locking pipe 3 is pulled out to aid solidification. Next, the next door is constructed in the same way, and the retaining wall is constructed using the multi-axis bit type F.
i As shown in FIG. 2, a plurality of drilling bits 11 are installed on the underside of a motor drill 10, and connected to a device (not shown) via a wire rope 12 and a running block 13! It has a structure in which a reverse hose 14 and the like are provided. Therefore, in locations where there are no underground objects, the above-mentioned construction method is used to complete the entire process from excavation to reinforcing bar cage insertion to concrete pouring.
つぎに、この発明の地下埋設物がある場合の連続Ｍ施工
法について説明する。塘ず、第３図げ）、（ｔ４に示す
如く、埋設物２ｏの近傍−側、例えば右側を通常の工法
にて掘削後、鉄筋篭を挿入し、コンクリート打設２１を
行ない、他側即ち左側を前記埋設物２０から、地下連続
壁用掘削機１の側方に％殊揖削機と反力受けを装着した
幅に余有を有した距離ムの地山を残して、前記と同じ通
常の工法で２１′部分を掘削後、鉄筋篭を挿入し、コン
クリート打設２１′を行なった後、該コンクリート打設
２１′の部分と埋設物２０間の地山２２ｔ−埋設物より
下方に前記地下連続壁用掘削機の高名以上の深さに通常
の工法で掘削する。掘削機の高さ以上の深さＫｍ削する
のは、後述の如＜ＳＳ図のスクレープ部分３１を切削し
た後、第６図に示す如くその下方２３を通常の工法で掘
削する場合、地下連続壁用掘削機が埋設物下面の掘削済
みの個所に余裕を以てはいり、それ以下を掘削できるよ
うＫするためＣある。つぎに＠４図に示す如く埋設物２
０の上面をクラムシェルパケット又はバックホウ等で掘
削する。つぎに第５図ケ）、（ロ）Ｋ示す如く上記掘削
機ｌの側方に特殊掘削機３０と反力受け４０ｂとを装着
し、埋設物２０の下面のスクレープ部分３１を側面より
掘削する。つぎＩ／Ｃ１＃殊掘削機３０と反力受け４０
ｂとを取り外し、纂６図に示す如く通常状態の掘削機１
にて埋設物２０の下方２３を設計法ｆｔで掘削するとと
もに％第７図に示す如く埋設物２００両側が設計深度ま
で掘削され連続壁の掘削部、程は完了する。Next, the continuous M construction method according to the present invention when there is an underground object will be explained. (As shown in t4, after excavating the side near the buried object 2o, for example, the right side, using the normal construction method, reinforcing bar cages are inserted, concrete is poured 21, and the other side, i.e., the right side, is excavated using the normal construction method. The left side is the same as above, with a distance from the buried object 20 to the side of the excavator 1 for underground continuous walls, leaving the ground with an extra width equal to the width of the excavator 1 for underground continuous walls. After excavating the 21' part using the normal construction method, inserting a reinforcing bar cage and placing concrete 21', 22t of ground between the concrete poured part 21' and the buried object 20 - below the buried object. Excavate using the normal method to a depth that is greater than the height of the excavator for underground continuous walls.The excavation is performed to a depth of Km that is greater than the height of the excavator, as described below. After that, as shown in Figure 6, when excavating the lower part 23 using the normal construction method, the excavator for underground continuous walls should be able to enter the excavated area on the underside of the buried structure with a margin and make sure that the area below is excavated. There is. Next, as shown in Figure @4, there is a buried object 2.
Excavate the top surface of 0 using a clamshell packet or backhoe. Next, as shown in FIG. . Next I/C1 # special excavator 30 and reaction force receiver 40
b is removed, and the excavator 1 is in its normal state as shown in Figure 6.
At the same time, the lower part 23 of the buried object 20 is excavated according to the design method ft, and both sides of the buried object 200 are excavated to the design depth as shown in FIG. 7, and the process of excavating the continuous wall is completed.
ここで上記特殊掘削機３０について説明する。Here, the special excavator 30 will be explained.
前記特殊掘削機３Ｕは第８図（（イ）、（支）に示すス
クレーバ型、第８図１）Ｋ示すオーガースクリュー型、
第８図（ハ）に示す縦ビット型等がある。The special excavator 3U is a scraper type shown in FIG. 8 ((A) and (S)), an auger screw type shown in FIG.
There is a vertical bit type shown in FIG. 8(C).
上記スクレーバｍは掘削機１０側方に位置してジェット
ノズル４０１Ｌを集設させた掘削部３σを有し、他端に
反力受け４０’ｂを設けてジヤツキ４００により掘削部
３σを伸縮自在に装着したものであり、またオーガース
クリューＭは掘削機ｌの側方に位置して先端にモータ４
五１により回転駆動されるオーガースクリュー４１亀が
装着された掘削部３σを有し、他ＱｆＡＫは反力受け４
０ｂが装着された構造となっている。さＣ−に縦ビット
型は掬ＰＡ＊ｘの側方に位置して先端にモーター４２１
によ動駆動される縦ピッ）４２ｍが装着された掘削部３
σを有し、他端ＫＦｉ反カ反力受０ｂが装着された構造
忙なっている。The scraper m has an excavation part 3σ located on the side of the excavator 10, in which jet nozzles 401L are arranged, a reaction force receiver 40'b is provided at the other end, and the excavation part 3σ can be expanded and contracted by a jack 400. The auger screw M is located on the side of the excavator L, and the motor 4 is attached to the tip.
QfAK has an excavation part 3σ equipped with an auger screw 41 that is rotationally driven by Qf1, and the other QfAK has a reaction force receiver 4.
0b is attached. The vertical bit type in C- is located on the side of the scoop PA*x and has a motor 421 at the tip.
Excavation section 3 equipped with vertical pit (42m) driven by
σ, and the other end has a structure in which a KFi reaction force receiver 0b is attached.
上記スクレーパ型、オーガースクリュー型、及び縦ビッ
ト型特殊掘削ａ！Ｉはいづれも前記地下連続壁用掘削機
Ｉ Ｋ装着筆れて、反力受けを側方の壁面に当接し、先
端部でスクレープ部分を掘ルノする工法であ塾、掘削が
進むにっれて油圧ジヤツキ等により先端掘削部を伸長す
ることができるようｋなっている。これらの特殊掘−ｊ
機は土質状況により各タイプの使い分けを行う。The above scraper type, auger screw type, and vertical bit type special excavation a! I was equipped with the above-mentioned underground continuous wall excavator IK, and used a construction method in which the reaction force receiver was brought into contact with the side wall surface and the tip was used to dig the scraped part.As the excavation progressed, The excavated portion at the tip can be extended using a hydraulic jack or the like. These special excavations
Each type of machine is used depending on the soil condition.
つぎに１逃したようＫして埋設物２ｏがある場合の掘削
が完了すると、ｔｌＥ９図ｆｌ）、（ｎｋ示す如く１鉄
筋１１ｓｏａ％ｓＯ’ｂ、５００が順次挿入されて第１
θ図（Ｑ％（＃に示す如くコンクリートが打設ちれる。Next, when the excavation is completed when there is a buried object 2o as if 1 was missed, 1 reinforcing bar 11soa%sO'b, 500 is sequentially inserted and the first
θ diagram (Q%) Concrete is poured as shown in #.
この場合、鉄筋１１ｉ５ ｏ ａを予め埋設物２０の下
面にも位置する如く、下降した後に横移動式せて設置し
、鉄筋篭５０ｂ、５００を下降して位置決めし表から設
置し、上記鉄筋篭５ｏ’ｂ、５ｏｏの両側からコンクリ
ートを打設するトレミー管５１を挿入して生コン等を流
し込む。In this case, the reinforcing bars 11i5 o a are lowered and installed in a horizontally movable manner so as to be positioned on the underside of the buried object 20 in advance, and the reinforcing bar baskets 50b and 500 are lowered, positioned, and installed from the front, and the reinforcing bars 11i5 o a A tremie pipe 51 for pouring concrete is inserted from both sides of 5o'b and 5oo, and ready-mixed concrete or the like is poured into it.
以上眸細に説明したように、この発明によれば地下に埋
設物がある場合の地下連続壁築造法は、従来の地下連続
壁用掘削機と、上記多軸ビット式やバクソト式等の地下
連ｋＪＡ壁用掘ｌｌ！Ｑ−に装着される特殊掘削機によ
り、容易に掘削できるものであり％埋設物を切廻したり
、或いは特殊な工法による必要がなく、地下連続壁の築
造がなされるものである。従ってｍ暑物の切廻しかでき
ない場合における地下連続壁工法として新規であり、工
期短縮、工事費の削減等が可能である等の効果’＋１ｌ
ｔ−る。As explained in detail above, according to the present invention, when there is something buried underground, the method for constructing an underground continuous wall is to use the conventional underground continuous wall excavator and the above-mentioned multi-spindle bit type, Baxoto type, etc. Ren kJA wall hole! It can be easily excavated using a special excavator attached to the Q-, and there is no need to cut around buried objects or use special construction methods, and the underground continuous wall can be constructed. Therefore, it is a new underground continuous wall construction method in cases where only the cutting of hot materials is possible, and it has the effect of shortening the construction period, reducing construction costs, etc.
t-ru.
第１図は通常の地下連続壁工法の順序を示す概略説明図
、＠２図は通常の地下連続壁用掘削機の概略説明図、］
３図け）、（ロ）ないし１１Ｃ７図はこの発明による地
下連続壁築造法の工程ｍ序を示す掘削時・０説明図、早
８図（」、（イ）、（ロ）、（−→ａ このＱ［ｌ）Ｊ
による特殊掘削機の実施例を示す側面図、ｆｘｒ、９鳴
何）（→な−ＬＩＩＩＯ図σ）、（ロ）けこの発明によ
る地下連続壁工法の工程順序を示すコンクリート打設時
の説明図である。
１・・・・・・地下連続壁用掘削機
〜
１０・・・・・・モータードリル１１・・・・・・掘削
ビ・ソト１２・・・・・・ワイヤーロープ １３・・・
・・・ランニングブロック１４・・・・・・リバースホ
ース ２０−・・・・・埋設物３０・・−・・岑矧爵騰
３σ・・・・・・ｍｓｏ部４０ａ・・・・・・
ジェットノズル ４０ｂ″・・・・・・反力受ケ４０ｏ
・・・・・・ジヤツキ ４１ａ・・・・・・オーガー
スクリュー４２ａ・・・・・・縦ピッ） ５０ａ
、 ５０ｔｘ ５００・・・・・・鉄筋篭５１・・・・
・・トレミー管
−Ｑ４翠０−Ｑ開面り一一一二）
イ１五ケ
２１ぬ
βθ
骨ｆ（イ）
δ目 （２）
（イ）
プψ（唱 （υ〕
骨／θ（ハ
手続補正書（方式）
昭和ｓ７年Ｊ月１日
昭和ｓ６年 特許 願第ｘｓｓ＊ｓｏ号／
事件との関係 特許出願人
代表者荒木義之（外３名）
４、代理人
６ 補正により増加する発明の数
（１）明細書の第６頁第１６行目に１′第８図（イ）、
−１とある記載を「１ＪＥ８図（イ）、（−）Ｊと補正
する。
（２）同第１７行目Ｋ［第８図（口口とある記載Ｖ「第
８図（ハ）」と補正する。
（３）同１！１８行目に「＠８−（ハ）」とある記載！
「肌８囚に）」と補正する。
（４） ＄１＋１ｆｌｌ書＋７）＠９頁８＋！７行目
にｒｉ＠ ８囚（イ）、０う。
（ロ）、（ハ）」とある記載を［＠８肉Ｈ）、（ロ）、
（ハ）、に）」と補正する。
（５） 図面の第８凶を別紙の通り補正する。
以上
２−
、８６ ９′Figure 1 is a schematic explanatory diagram showing the order of the normal underground continuous wall construction method, @Figure 2 is a schematic explanatory diagram of a normal underground continuous wall excavator,]
Figure 3), (B) to 11C7 are explanatory diagrams showing the process sequence of the underground continuous wall construction method according to the present invention during excavation, and Figure 8 ('', (B), (B), (-→ a This Q[l)J
A side view showing an example of a special excavator by Keko, fxr, 9 Nairuka) (→na-LIIIO diagram σ), (b) An explanatory diagram at the time of concrete pouring showing the process sequence of the underground continuous wall construction method invented by Keko. It is. 1... Excavator for underground continuous wall ~ 10... Motor drill 11... Excavation machine 12... Wire rope 13...
...Running block 14...Reverse hose 20-...Buried object 30...Cun-bai-kuteng 3σ...mso part 40a...
Jet nozzle 40b″・・・Reaction force receiver 40o
...Judge 41a ... Auger screw 42a ... Vertical pitch) 50a
, 50tx 500...Reinforced cage 51...
...Tolemy tube - Q4 Midori 0 - Q opening angle 1112) A15ke21nuβθ Bone f (A) δth (2) (A) Pu ψ (Singing (υ)) Bone/θ (Ha Procedural amendment (method) J/1, 1937, 1939 Patent Application No. (1) 1' on page 6, line 16 of the specification, Figure 8 (a),
-1 is corrected to ``1JE8 Figure (a), (-)J. Correct it. (3) The statement “@8-(c)” on the 18th line of the same page!
I corrected it by saying, ``Skin 8 prisoners.'' (4) $1 + 1 full book + 7) @9 pages 8+! On the 7th line, ri @ 8 prisoners (i), 0 う. (b), (c)” [@8 Meat H), (b),
(c), ni)”. (5) Amend No. 8 of the drawings as shown in the attached sheet. 2-, 86 9'
Claims (1)
埋設物の近傍−１ＩＦｉ地下連続壁用掘削機による通常
の工法で掘削後、鉄筋篭を挿入し、コンクリート打設を
行゛ない、他ｌＩＩは前記埋設物から一定の距離、即ち
地下連続壁用掘削機に％殊掘削機と反力受けとｔ′装着
した幅に余裕をもうけた距離の地山を残して前記と同じ
工法で掘削後、鉄筋篭を挿入し、コンクリート打設を行
なった後、該コンクリート打設部と埋設物間の亀山を前
記梅下連Ｉ！壁用掘削機で埋設物より下方へ地下連続壁
用掘削機の高さ以上の深さに掘削し、かつ上記ｍ役物の
上面地山をクラムシェルパケット又はバックホウ等で掘
削し、つぎに前記地下連続壁用掘削機に％殊掘削機と反
力受けとを装着して埋設物下の地山を側面より掘削し、
りぎに前記特殊掘削機と反力受けとを外してコンクリー
ト打Ｗ＆部間な下方へ設針深匿まで掘削して、下部より
鉄筋篭を挿入し、コンクリート打設を行なうとともに、
埋設物附近は分割した鉄筋篭を挿入してコンクリート打
設を行うことを％徴とする埋設下における連続壁築造法
。 （２３埋設物がある場合の地下連続壁築造法において、
埋設物下の地山を側面より掘削するために地下連続壁用
掘削機の一側に、該掘削機本体 、を挾んで取付けた
ジヤツキ等により伸縮自在である掘削部を有した特殊掘
削機を装着し、他側にはＦ￥ｔｌ記特殊掘削機に対する
反力受けを取付けたことを％微とする埋設物下における
地下連続壁用掘削機。 （３）前記埋設物下における地下連続壁築造法に使用す
る地下連続壁用掘削機に装着する特殊掘−ｊ機に取付け
た切削部はジェットノズル付きスクレーパー、オーガー
スクリュー、又は縦ビット等により構成したことを特徴
とする特許請求の範囲ＳＩＬ （２３項記載の地下連続
壁用掘削機。[Claims] (1) In an underground continuous wall construction method when there are buried objects,
Near buried objects - 1IFi For underground continuous walls After excavation using the normal construction method with an excavator, reinforcing bar cages are inserted and concrete is not poured. After excavating using the same method as above, leaving the ground at a distance with an allowance for the width of the excavator and the reaction force receiver installed on the excavator, reinforcing bar cages were inserted, and concrete was poured. , the Kameyama between the concrete placement part and the buried object is the Umeshita Ren I! Excavate below the buried object with a wall excavator to a depth equal to or higher than the height of the underground continuous wall excavator, and excavate the upper ground of the above-mentioned m-use object with a clamshell packet or backhoe, and then A special excavator and a reaction force receiver are attached to an excavator for underground continuous walls, and the ground beneath the buried object is excavated from the side.
At the same time, remove the special excavator and reaction force receiver, pour concrete and excavate downward until the needle is deep, insert a reinforcing bar cage from the bottom, and place concrete.
A continuous wall construction method under buried structures that involves inserting split reinforcing bars and pouring concrete near buried objects. (23 In the underground continuous wall construction method when there are buried objects,
In order to excavate the ground beneath the buried object from the side, a special excavator is installed on one side of the underground continuous wall excavator, which has an excavator part that can be expanded and contracted by means of a jack or the like attached to the excavator body. An excavator for underground continuous walls under buried objects, with a reaction force receiver attached to the other side for the special excavator. (3) The cutting part attached to the special excavator attached to the excavator for underground continuous walls used in the underground continuous wall construction method under the buried object is composed of a scraper with a jet nozzle, an auger screw, or a vertical bit, etc. Claims SIL (The excavator for underground continuous walls according to claim 23).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP15293081A JPS5854122A (en) | 1981-09-29 | 1981-09-29 | Construction method for underground continuous wall below buried object and excavator thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP15293081A JPS5854122A (en) | 1981-09-29 | 1981-09-29 | Construction method for underground continuous wall below buried object and excavator thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS5854122A true JPS5854122A (en) | 1983-03-31 |
Family
ID=15551246
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP15293081A Pending JPS5854122A (en) | 1981-09-29 | 1981-09-29 | Construction method for underground continuous wall below buried object and excavator thereof |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS5854122A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58138822A (en) * | 1982-02-10 | 1983-08-17 | Tekken Kensetsu Co Ltd | Construction work of continuous wall including lower underground wall of buried structure |
| CN102677653A (en) * | 2012-06-05 | 2012-09-19 | 中国建筑第八工程局有限公司 | Variable cross section construction method for underground continuous wall |
| JP2017002577A (en) * | 2015-06-11 | 2017-01-05 | 株式会社大林組 | Chipping device |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS54137815A (en) * | 1978-04-17 | 1979-10-25 | Osaka Bosui Kensetsusha Kk | Method of creating underground wall body connected to sheathing wall body in direction that cross underground alreadyyburied matter in ground under said |
-
1981
- 1981-09-29 JP JP15293081A patent/JPS5854122A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS54137815A (en) * | 1978-04-17 | 1979-10-25 | Osaka Bosui Kensetsusha Kk | Method of creating underground wall body connected to sheathing wall body in direction that cross underground alreadyyburied matter in ground under said |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58138822A (en) * | 1982-02-10 | 1983-08-17 | Tekken Kensetsu Co Ltd | Construction work of continuous wall including lower underground wall of buried structure |
| CN102677653A (en) * | 2012-06-05 | 2012-09-19 | 中国建筑第八工程局有限公司 | Variable cross section construction method for underground continuous wall |
| JP2017002577A (en) * | 2015-06-11 | 2017-01-05 | 株式会社大林組 | Chipping device |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JPH07113214B2 (en) | Excavation device for underground wall and construction method using the device | |
| US5244315A (en) | Excavator for constructing underground continuous wall and underground continuous wall construction method | |
| CN111236387B (en) | Construction method for connecting newly-built sewage pipe with existing sewage pipe | |
| US4496268A (en) | Method and apparatus for constructing reinforced concrete walls in the earth | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| KR20020046904A (en) | A method of construction for the breast wall | |
| CN101749028B (en) | Cross-pulling construction method for soft soil zone with high ground water level | |
| JPS5854122A (en) | Construction method for underground continuous wall below buried object and excavator thereof | |
| JP4295880B2 (en) | Construction method of impermeable walls | |
| CN109779638A (en) | A kind of double-shielded TBM card machine processing method | |
| CN210857242U (en) | Side slope anti-skidding supporting construction | |
| RU2209268C1 (en) | Process of development of foundation pit | |
| CN113187552A (en) | Construction method for plugging ultra-large diameter tunnel under water-rich stratum | |
| CN213476906U (en) | Paste campshed formula supporting construction | |
| CN114607187B (en) | Shaft type underground parking garage construction method of cast-in-situ supporting structure under slurry | |
| CN212865927U (en) | Enlarged footing anchor rope fixing device | |
| JPH0468407B2 (en) | ||
| JPS601451B2 (en) | Water stop mountain stop wall construction method using Benoto pile excavator | |
| JP2791664B2 (en) | Simple underground continuous wall method | |
| JPH0442356Y2 (en) | ||
| KR101711393B1 (en) | A method of construction for retaining wall | |
| CN115030190A (en) | Construction method of foundation pit supporting structure | |
| CN111305241A (en) | Method for treating quicksand in hole digging of manual hole digging pile through light well point dewatering | |
| JP2023171017A (en) | Existing pile extraction method and fluid supply device | |
| SK158794A3 (en) | Process for realization of depth engineering works |