JP2840148B2 - Underground wall construction method - Google Patents
Underground wall construction methodInfo
- Publication number
- JP2840148B2 JP2840148B2 JP3347059A JP34705991A JP2840148B2 JP 2840148 B2 JP2840148 B2 JP 2840148B2 JP 3347059 A JP3347059 A JP 3347059A JP 34705991 A JP34705991 A JP 34705991A JP 2840148 B2 JP2840148 B2 JP 2840148B2
- Authority
- JP
- Japan
- Prior art keywords
- unit
- wall
- cutting
- underground wall
- excavation
- 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 - Fee Related
Links
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Description
【0001】[0001]
【産業上の利用分野】本発明は、地下駐車場などの地下
構造物のうち地下壁を作成する施工方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing an underground wall in an underground structure such as an underground parking lot.
【0002】[0002]
【従来の技術】地下壁を作成するに、従来では、山止め
壁で囲まれた地盤を、作成すべき地下壁下端の深さまで
掘削し、その後、地下壁を下部から構築する手段が採用
されていた。2. Description of the Related Art Conventionally, in order to create an underground wall, means for excavating a ground surrounded by a retaining wall to a depth of a lower end of the underground wall to be created and thereafter constructing the underground wall from a lower portion has been adopted. I was
【0003】[0003]
【発明が解決しようとする課題】ところで、地下壁の作
成では、山止めを確実に行う上で、地盤掘削に伴って作
用する側圧(土圧)に抗して山止め壁を支持するための
切梁工事を行うが、上記従来の技術によるときは、作成
すべき地下壁下端の深さまで掘削して地下壁を下部から
作成するから、大深度の地下壁を作成する場合、山止め
壁のうち深さ方向の多数の箇所を腹起し、切梁で支持す
る必要があって、腹起し、切梁の使用数が多大となり、
工事費が高く付くことはもちろん、掘削底部への資材の
搬入を多層の切梁を避けて行わなければならないことに
より、作業性が悪いものであった。本発明の目的は、大
深度の地下壁であっても、安価に、しかも、作業性良く
地下壁を作成することができる施工方法を提供する点に
ある。By the way, in making the underground wall, in order to reliably perform the landstrap, it is necessary to support the landslide wall against the lateral pressure (earth pressure) acting upon the ground excavation. In the case of using the above-mentioned conventional technology, the underground wall is created from the lower part by excavating to the lower end of the underground wall to be created. Of these, many parts in the depth direction need to be provoked, and it is necessary to support them with cutting beams.
Not only the construction cost was high, but also the workability was poor because the material had to be carried into the excavation bottom avoiding the multi-layered girder. An object of the present invention is to provide a construction method capable of producing an underground wall at low cost and with good workability even at a deep underground wall.
【0004】[0004]
【課題を解決するための手段】本発明の第1発明による
地下壁施工方法の特徴は、山止め壁を切梁で支持した状
態でその支持位置よりも上方で先に作成された地下壁の
単位部分の下端に連なる次の単位部分を作成するととも
に、その次の単位部分を作成するに足りる深さまで地盤
を掘削する作成掘削工事と、その作成掘削工事のうち、
掘削終了後で、かつ、前記単位部分の強度発現後に切梁
による支持位置を掘削底部に移行する切梁工事とからな
る単位作成作業を設定回数繰り返して、設定深度の地下
壁を作成する点にある。The feature of the underground wall construction method according to the first invention of the present invention is that, in a state in which a retaining wall is supported by a cut beam, an underground wall formed first above the supporting position is provided. Create the next unit part connected to the lower end of the unit part, and excavate the ground to a depth sufficient to create the next unit part.
After the end of excavation, and after the strength development of the unit portion, the unit creation work consisting of shifting the support position of the girder to the excavation bottom and the girder construction is repeated a set number of times to create an underground wall with the set depth is there.
【0005】本発明の第2発明による地下壁施工方法の
特徴は、山止め壁を切梁で支持した状態でその支持位置
よりも上方で先に作成された地下壁の単位部分の下端に
連なる次の単位部分を作成するとともに、その次の単位
部分を作成するに足りる深さまで地盤を掘削する作成掘
削工事と、その作成掘削工事のうち、掘削が終了し、か
つ、前記単位部分の強度が切梁により支持可能な強度に
達した後に、その単位部分を切梁で支持するとともに、
切梁による山止め壁の支持位置を掘削底部に移行する切
梁工事とからなる単位作成作業を設定回数繰り返して、
設定深度の地下壁を作成する点にある。A feature of the method for constructing an underground wall according to the second invention of the present invention is that, in a state in which a retaining wall is supported by a cut beam, it is connected to the lower end of a unit portion of the underground wall formed earlier than the supporting position. Along with creating the next unit, creating and excavating the ground to a depth sufficient to create the next unit, and of the created and excavated, the excavation is completed, and the strength of the unit is reduced. After reaching the strength that can be supported by the girder, while supporting the unit with the girder,
Repeating the unit creation work consisting of the cutting work to shift the support position of the retaining wall by the cutting beam to the excavation bottom part a set number of times,
The point is to create a basement wall with a set depth.
【0006】そして、実施するにあたっては、伸縮並び
に固定自在な切梁と、その切梁の両端それぞれに固定連
結した腹起しとからなり、切梁を伸長固定して腹起しを
山止め壁に押し当てる支持状態と切梁を短縮して掘削底
部に下降可能なように腹起しを山止め壁から離間させた
支持解除状態とに切替え自在な1つの切梁装置を転用し
て、前記各単位作成作業における山止め壁の支持を行っ
たり、伸縮並びに固定自在な切梁と、その切梁の両端そ
れぞれに固定連結した腹起しとからなり、切梁を伸長固
定して腹起しを地下壁に押し当てる支持状態と切梁を短
縮して下降可能なように腹起しを地下壁から離間させた
支持解除状態とに切替え自在な1つの切梁装置を転用し
て、前記各単位作成作業における単位部分の支持を行っ
たりすることが好ましい。[0006] In implementing the method, it is composed of a cutting beam which can be extended and contracted and fixed, and a bulge fixedly connected to both ends of the tracing beam. A single cutting beam device that can be switched between a supporting state in which the supporting member is pressed against the supporting member and a support releasing state in which the bulge is separated from the retaining wall so that the cutting beam can be lowered to the bottom of the excavation so as to be lowered. In each unit creation work, it is composed of a cut beam that can support and expand and contract and a ridge that is fixed and connected to both ends of the cut beam, and the cut beam is stretched and fixed and raised. The diversion of one cutting beam device that can be switched between a supporting state in which the supporting member is pressed against the underground wall and a supporting released state in which the cutting beam is shortened and lowered so as to be able to descend is separated from the underground wall, It is preferable to support the unit part in the unit creation work. Arbitrariness.
【0007】[0007]
【作用】第1発明によれば、地下壁を単位部分に分け
て、単位作成作業を上方から順に行うことにより、単位
部分を下方に順に継ぎ足して地下壁を作成するのであっ
て、山止め壁の掘削底部より上方に位置する部分のう
ち、単位部分の作成で既に内側に強度発現した地下壁部
分が存在している部分はその既に作成された地下壁部分
で土圧に抗して支持することができ、土圧に抗して別途
支持する必要性がある支持対象は、掘削底部と上方の既
成地下壁部分の下端とのあいだにわたる部分で済むか
ら、単位部分の深さを適宜、選定することにより、掘削
により形成された単位部分作成空間の上下方向の1箇所
等少ない箇所で山止め壁を支持できる。これによって、
山止め壁を支持するための腹起し、切梁の使用数が非常
に少なくて済み、掘削底部への資材の搬入を行い易い。
第2発明によれば、第1発明と同様に、山止め壁を支持
するための腹起し、切梁の使用数が非常に少なくて済
み、掘削底部への資材の搬入を行い易く、しかも、単位
部分作成空間の上下両端で山止め壁を支持できるので、
より支持を確実、安全に行えるのみならず、作成した単
位部分の強度がその単位部分自体では土圧に抗して支持
できなくても切梁があれば支持できる強度(以下支圧強
度と称する。)になったならば、切梁でその単位部分を
支持することにより、下方の切梁による山止め壁の支持
を解除するこができるから、単位部分の作成掘削工事に
おいて掘削が終了し、かつ、作成した単位部分の強度が
支圧強度に達した時点で、作成した単位部分を切梁で支
持させるとともに、山止め壁の切梁による支持位置を掘
削底部に移行させることにより、次の単位部分の作成を
開始できる。つまり、作成中の単位部分の強度発現を待
たずに次の単位部分の作成を開始できる。特に、前述の
ように伸縮自在な切梁を備えた1つの切梁装置を転用し
て、山止め壁や単位部分の支持を行う場合には、切梁装
置を短縮させて次の支持位置にまで下降させたのち伸長
させることにより、山止め壁や単位部分の支持を行える
ので、各単位作成作業のそれぞれで切梁、腹起しの組み
立て、解体が不要で、切梁工事を作業性良く行える。According to the first aspect of the present invention, the underground wall is divided into unit portions, and the unit making operation is performed sequentially from the top, so that the unit portions are successively added downward to form the underground wall. Of the parts located above the excavation bottom part, the part where the underground wall part that has already developed strength inside by the creation of the unit part exists is supported by the already created underground wall part against earth pressure The only support that needs to be separately supported against the earth pressure is the part between the bottom of the excavation and the lower end of the existing underground wall part, so the depth of the unit part should be selected appropriately. By doing so, it is possible to support the retaining wall at a small number of places, such as one place in the vertical direction, in the unit part creation space formed by excavation. by this,
The number of bulges and cutting beams used to support the retaining wall is very small, and the material can be easily carried into the excavated bottom.
According to the second invention, similarly to the first invention, the number of ridges and cutting beams used to support the retaining wall is very small, and the material can be easily carried into the excavated bottom portion. , Since the upper and lower ends of the unit part creation space can support the retaining wall,
Not only can the support be made more reliably and safely, but the strength of the created unit can be supported by the cut beam even if the unit cannot support itself against the earth pressure (hereinafter referred to as bearing strength). )), By supporting the unit with a girder, the support of the retaining wall by the lower girder can be released. And, when the strength of the created unit reaches the bearing strength, the created unit is supported by the cut beam, and the support position by the cut beam of the retaining wall is shifted to the bottom of the excavation, so that the next You can start creating unit parts. That is, the creation of the next unit can be started without waiting for the intensity of the unit being created. In particular, when a single girder device having a telescopic girder as described above is diverted to support a retaining wall or a unit portion, the girder device is shortened to the next support position. By extending and then lowering it, it is possible to support the retaining wall and the unit part, so it is not necessary to assemble and disassemble the girder and bulge in each unit creation work, and the work for cutting the girder is easy I can do it.
【0008】[0008]
【発明の効果】従って、本発明の第1発明によれば、大
深度の地下壁であっても、山止め壁を支持するための腹
起し、切梁といった資材の使用数が少なくて低コストで
実施でき、しかも、作業性良く掘削底部への資材搬入を
行えて全体の作業性を向上できるようになった。本発明
の第2発明によれば、加えて、安全性能を非常に高いも
のにできるのみならず、より一層作業性を向上して工期
を短縮することができる。そして、請求項3や4記載の
ようにすれば、より一層作業性を優れたものにできる。Therefore, according to the first aspect of the present invention, even in the case of a deep underground wall, the number of materials such as bulges and cut beams for supporting the retaining wall is small and low. The work can be carried out at low cost, and the work can be carried into the bottom of the excavation with good workability, so that the workability as a whole can be improved. According to the second aspect of the present invention, in addition to the extremely high safety performance, the workability can be further improved and the construction period can be shortened. According to the third and fourth aspects, the workability can be further improved.
【0009】[0009]
〔実施例1〕図4〜図14に示すように、地下駐車場な
ど、大深度の地下構造物のコンクリート(普通コンクリ
ートや高強度コンクリートなど)製の地下壁1のうち地
下2階以降の部分を作成する方法であって、その手順に
従って説明する。 (1)図4に示すように、地下構造物の構築予定箇所の
周囲に山止め壁2を作成する。山止め壁2は、ソイルパ
イル柱列壁や地下連続壁であり、図では、ソイルコンク
リート2Aに芯材2Bを挿入したソイルパイル柱列壁を
示してある。 (2)図4に示すように、地下1階分を掘削して、腹起
し3、切梁4で山止め壁2の上部を支持する。 (3)図5に示すように、山止め壁2で囲まれた地盤を
設定深さにまで掘削した後、地下壁1の上部部分1A及
び地下1階の基礎5を一連の状態に作成する。その作成
は、型枠Mの工事、配筋工事、コンクリート打設工事か
らなる。 (4)図6に示すように、前記上部部分1Aがそれ自体
では土圧に抵抗できないが切梁があれば支持できる強度
(以下支圧強度と称する。)に上部部分1Aの強度が達
した後に、切梁工事を行って上部部分1A及び山止め壁
2の上部部分1A近くを支持した状態で前記上部部分1
Aの下端に連なる単位部分Uを作成するに足りる単位深
さにまで掘削する。山止め壁2の支持は第1の切梁装置
A1を用いて行い、上部部分1Aの支持は第2の切梁装
置A2を用いて行う。第1の切梁装置A1及び第2の切
梁装置A2の詳細は後述する。 (5)図7に示すように、第1の切梁装置A1を下降さ
せて掘削底部近くで山止め壁2を支持する。 (6)図7、図8に示すように、前記上部部分1Aの下
端に連なる単位部分Uの作成を行うとともに、その作成
する単位部分Uの下端に連なる単位部分Uを作成するに
足りる深さまで地盤を掘削する。この単位部分Uの作成
も、型枠Mの工事、配筋工事、コンクリート打設工事か
らなる。 (7)図9に示すように、前記の掘削が終了し、かつ、
作成中の単位部分Uの強度が支圧強度に達したならば、
第2の切梁装置A2を下降させて作成中の単位部分Uの
下端部を支持したのち、第1の切梁装置A1を下降させ
て山止め壁2のうち掘削底部近くを支持する。つまり、
第1の切梁装置A1による山止め壁2の支持位置を掘削
底部に移行する。 (8)図10に示すように、先に作成した単位部分Uの
下端に連なる単位部分Uを作成するとともに、図11に
示すように、地盤を掘削する。 (9)図12に示すように、前記の掘削が終了し、か
つ、作成中の単位部分Uの強度が支圧強度に達したなら
ば、第2の切梁装置A2を下降させて作成中の単位部分
Uの下端部を支持したのち、第1の切梁装置A1を撤去
し、その後、その掘削底部に捨てコンクリート8を打設
するとともに、その上に、山止め壁2を支持するコンク
リート製の耐圧板9を作成する。この耐圧板9の作成
は、配筋工事、コンクリート打設工事からなる。 (10)図13に示すように、単位部分Uの下端に連な
る下部部分1Bを作成する。 (11)図14に示すように、作成した単位部分Uが強
度発現したならば、第2の切梁装置A2を撤去する。 なお、地下壁2のうち、上部部分1Aよりも上方の地下
1階部分1Cは、上部部分1Aが強度発現したのちの適
当な時期に行う。前記第1の切梁装置A1は、図1、図
2に示すように、伸縮並びに固定自在な複数の第1の切
梁6Aを間隔を隔てて平行に配置し、それら切梁6A群
の上に、同様に伸縮並びに固定自在な複数の第2の切梁
6Bを第1の切梁6Aに対して直交する姿勢で間隔を隔
てて載置固定し、前記第1の切梁6Aの一端部同士及び
他端部同士をそれぞれ連結する状態に一対の第1の腹起
し6Cを設け、前記第2の切梁6Bの一端部同士及び他
端部同士をそれぞれ連結する状態に一対の第2の腹起し
6Dを設けて構成されている。つまり、切梁6A,6B
を伸長固定して腹起し6C,6Dを地下壁2に押し当て
る支持状態と切梁6A,6Bを短縮して下降可能なよう
に腹起し6C,6Dを地下壁2から離間させた支持解除
状態とに切り替え自在に構成されている。前記第1の切
梁6A及び第2の切梁6Bは、ともに、H型鋼材利用の
切梁材6aと、その長手方向の両端にその長手方向に伸
縮するように装着したジャッキ6bからなり、ジャッキ
6bの伸縮で伸縮するものである。そして、この第1の
切梁装置A1は、図示するように、山止め壁2のソイル
コンクリート2Aではなくそのソイルコンクリート2A
のうち内側の削りで露呈した芯材2Bに腹起し6C,6
Dを当て付けるようになっており、芯材2Bが下降時の
ガイドとなっている。図では、支持解除状態において腹
起し6C,6Dが芯材2Bから大きく離間したように示
してあるが、実際には、支持解除状態において腹起し6
C,6Dが芯材2Bに接触するかどうかの状態にあり、
摺動して下降するものである。もちろん、図示するよう
に、大きく隔てて位置して芯材2Bをガイドとしなくて
下降するものであっても良い。前記第2の切梁装置A2
も、図1、図3に示すように、第1の切梁装置A1と同
様に、第1の切梁6A、第2の切梁6B、第1の腹起し
6C、第2の腹起し6Dとからなる。つまり、切梁6
A,6Bを伸長固定して腹起し6C,6Dを上部部分1
Aや単位部分Uに押し当てる支持状態と切梁6A,6B
を短縮して下降可能なように腹起し6C,6Dをそれら
から離間させた支持解除状態とに切り替え自在に構成さ
れている。そして、第1の切梁装置A1とは切梁の長さ
が相違するだけである。そして、両切梁装置A1,A2
は、つり下げワイヤWを昇降させることで昇降し、つり
下げワイヤWの昇降は、図示しないが、ウィンチやワイ
ヤの緊張に一般的に用いられるセンターホールジャッキ
などの昇降装置を用いて行う。上記実施例では、上部部
分1Aと2つの単位部分Uと下部部分1Bとからなる地
下壁1の作成を示したが、深度がより大きい地下壁1を
作成対象とする場合には、図15に示すように、前記
(5)〜(7)の工程、つまり、(5)(6)の作成掘
削工事と(7)の切梁工事とからなる単位作成作業を繰
り返すことにより、単位部分Uを3つ以上としてそれに
対応するのである。 〔実施例2〕上記実施例1では、上下2つの切梁装置A
1,A2を用いたが、第1の切梁装置A1のみを有する
切梁装置Aを用いて実施しても良い。つまり、図16、
図17に示すように、1つの切梁装置Aで山止め壁2を
支持した状態でその支持位置よりも上方で先に作成され
た地下壁1の単位部分Uの下端に連なる次の単位部分U
を作成するとともに、その次の単位部分Uを作成するに
足りる深さまで地盤を掘削する作成掘削工事と、図18
に示すように、その作成掘削工事のうち、掘削終了後
で、かつ、前記単位部分Uの強度発現後に切梁装置Aに
よる支持位置を掘削底部に移行する切梁工事とからなる
単位作成作業を設定回数繰り返して、設定深度の地下壁
1を作成する。また、上記実施例では、切梁工事を行う
に、一体に昇降できる切梁装置A1,A2を用いたが、
各工事においてそれぞれ腹起し、切梁を組み立てて行っ
ても良い。 〔別実施例〕切梁装置Aとしては、図19に示すよう
に、面積が大きな構造物の地下壁1を対象とする場合に
は、切梁6A,6Bの数を多くして大きな切梁装置Aと
する。なお、図では、第1の切梁6Aを上記実施例と同
様に2本としてあるが、もちろん、それ以上としても良
い。また、切梁装置Aは、柱に支持させても良い。柱は
仮設物であっても、本設物であっても良い。更に、上記
実施例では、型枠Mとして、コンクリートが固まったな
らば脱型する普通一般のものを示したが、型枠Bとして
は、図20に示すように、単位部分Uのうち内面形成部
M1が打設コンクリートと結合して単位部分Uの一部と
なるものであっても良い。その内面形成部M1の例とし
ては、オムニア版を挙げることができる。オムニア版M
1は、図20に示すように、平行な姿勢で並置する複数
の第1鉄筋T1と同様に平行な姿勢で並置する第2鉄筋
T2とを、それらの長手方向に間隔を隔てて位置する複
数のトラス筋T3で連結し、第1鉄筋T1とトラス筋T
3の第1鉄筋T1側とをコンクリート版CAに埋め込み
固定したプレキャストコンクリート版であり、前記トラ
ス筋T3は、第1鉄筋T1にそれに対して直交する姿勢
で結合する一対の下弦材t1と一つの上弦材T2とを設
け、各下弦材t1と上弦材t2とを複数の斜材t3で結
合したものである。そして、このオムニア版M1は、上
弦材t2を水平に位置させる姿勢で、かつ、上弦材t2
を山止め壁2側に突出させてコンクリート版CAと山止
め壁2との間にコンクリート打設用の空間を形成する状
態でセットされ、固定される。そのセットの手段は、単
位部分Uの厚さが小の場合には、図20の(イ)に示す
ように、第2鉄筋T2や上弦材t2を山止め壁2の芯材
2Bに溶接などで固定し、単位部分Uの厚さが大の場合
には、図20の(ロ)に示すように、連結材TAを介し
て芯材2Bに固定する手段である。なお、オムニア版M
1は、上弦材t2を鉛直に位置させる姿勢で設けても良
い。このように、オムニア版M1とする場合には、コン
クリート版CAから突出するトラス筋部分及び第2鉄筋
T2が打設コンクリートに埋め込まれて打設コンクリー
トとの結合材として作用するから、そのような突出部分
がない普通のプレキャスト版に比較して丈夫なものにで
きる。もちろん、結合材のない普通のプレキャスト版を
型枠Mの内面形成部M1として用いても良い。なお、M
2は、型枠Mの底部型枠である。また、図示するよう
に、コンクリート版CAに第2鉄筋T2や上弦材t2,
連結材TAを溶接などする際の作業用の孔Hを形成して
おくことが好ましいが、なくても良い。[Example 1] As shown in FIGS. 4 to 14, a portion of an underground wall 1 made of concrete (ordinary concrete, high-strength concrete, etc.) of an underground structure having a large depth such as an underground parking lot and the like from the second basement floor onwards The method will be described according to the procedure. (1) As shown in FIG. 4, the retaining wall 2 is created around the planned location of the underground structure. The retaining wall 2 is a soil pile column wall or an underground continuous wall, and the figure shows a soil pile column wall in which a core material 2B is inserted into a soil concrete 2A. (2) As shown in FIG. 4, the underground floor is excavated, and the upper part of the retaining wall 2 is supported by the bulge 3 and the cutting beam 4. (3) As shown in FIG. 5, after excavating the ground surrounded by the retaining wall 2 to a set depth, the upper part 1A of the underground wall 1 and the foundation 5 of the first basement are formed in a series of states. . The creation includes the construction of the formwork M, the reinforcement arrangement work, and the concrete placing work. (4) As shown in FIG. 6, the strength of the upper portion 1A has reached a strength (hereinafter referred to as bearing strength) that the upper portion 1A itself cannot withstand earth pressure but can support if there is a cut beam. Later, the upper part 1A is supported in the vicinity of the upper part 1A and the upper part 1A of the retaining wall 2 by performing a cutting work.
Excavation is performed to a unit depth sufficient to create a unit portion U connected to the lower end of A. The retaining wall 2 is supported using a first beam device A1, and the upper portion 1A is supported using a second beam device A2. The details of the first cutting device A1 and the second cutting device A2 will be described later. (5) As shown in FIG. 7, the first cutting device A1 is lowered to support the retaining wall 2 near the bottom of the excavation. (6) As shown in FIGS. 7 and 8, a unit portion U connected to the lower end of the upper portion 1A is created, and the unit portion U is connected to the lower end of the created unit portion U to a depth sufficient to create the unit portion U. Excavate the ground. The creation of the unit portion U also includes the construction of the formwork M, the reinforcing arrangement work, and the concrete placing work. (7) As shown in FIG. 9, the excavation is completed, and
If the strength of the unit part U under construction reaches the bearing strength,
After lowering the second cutting device A2 to support the lower end of the unit portion U being formed, the first cutting device A1 is lowered to support the excavation wall 2 near the excavated bottom. That is,
The support position of the retaining wall 2 by the first cutting device A1 is shifted to the excavated bottom. (8) As shown in FIG. 10, a unit part U is formed to be continuous with the lower end of the previously created unit part U, and the ground is excavated as shown in FIG. (9) As shown in FIG. 12, when the excavation is completed and the strength of the unit portion U being formed reaches the bearing strength, the second cutting beam device A2 is lowered to be formed. After supporting the lower end of the unit part U, the first cutting beam device A1 is removed, and then the concrete 8 is poured into the excavated bottom, and the concrete supporting the retaining wall 2 is placed thereon. A pressure plate 9 made of a metal. The preparation of the pressure plate 9 includes a reinforcing work and a concrete placing work. (10) As shown in FIG. 13, a lower portion 1B connected to the lower end of the unit portion U is created. (11) As shown in FIG. 14, when the created unit portion U develops strength, the second cutting device A2 is removed. In the underground wall 2, the basement first floor portion 1C above the upper portion 1A is performed at an appropriate time after the upper portion 1A has developed strength. As shown in FIG. 1 and FIG. 2, the first cutting device A1 includes a plurality of first cutting beams 6A that can be expanded and contracted and fixed, and is arranged in parallel with a space therebetween. Similarly, a plurality of second cut beams 6B, which are also expandable and contractible and can be fixed, are mounted and fixed at an interval in a posture orthogonal to the first cut beam 6A, and one end of the first cut beam 6A is fixed. A pair of first prongs 6C are provided in a state in which the first and second ends are connected to each other, and a pair of second prongs are provided in a state in which the one ends of the second cutting beams 6B and the other ends are connected. Is provided. That is, the cutting beams 6A, 6B
Is extended and fixed to protrude and supports 6C and 6D against the underground wall 2 and supports where the cut beams 6A and 6B are shortened and prone to be lowered so that the 6C and 6D can be lowered. It is configured to be switchable between the release state and the release state. The first beam 6A and the second beam 6B are each composed of a beam 6a made of H-shaped steel and jacks 6b attached to both ends in the longitudinal direction so as to expand and contract in the longitudinal direction. It expands and contracts by expansion and contraction of the jack 6b. As shown in the figure, the first cutting beam device A1 is not the soil concrete 2A of the retaining wall 2, but the soil concrete 2A.
6C, 6 protruding from the core 2B exposed by the inside shaving
D is applied, and the core 2B serves as a guide when descending. In the figure, the bulging parts 6C and 6D are shown to be largely separated from the core material 2B in the unsupported state.
C and 6D are in contact with the core material 2B,
It slides and descends. Of course, as shown in the figure, it may be one that is located at a large distance and descends without using the core material 2B as a guide. The second cutting device A2
Also, as shown in FIGS. 1 and 3, similarly to the first cutting device A1, the first cutting beam 6A, the second cutting beam 6B, the first prong 6C, and the second prong 6C. 6D. That is, the cutting beam 6
A and 6B are extended and fixed to protrude, and 6C and 6D are upper part 1
A and the supporting state pressed against the unit U and the cutting beams 6A and 6B
Is configured to be freely switchable to a support released state in which the protruding parts 6C and 6D are separated from them so that they can be lowered by shortening. The only difference between the first and second cutting devices A1 is the length of the cutting beams. Then, the double beam device A1, A2
The lifting wire W is moved up and down by raising and lowering the hanging wire W. The raising and lowering of the hanging wire W is performed by using a lifting device such as a winch or a center hole jack generally used for tensioning the wire. In the above-described embodiment, the creation of the underground wall 1 including the upper portion 1A, the two unit portions U, and the lower portion 1B has been described. However, when the underground wall 1 having a greater depth is to be created, FIG. As shown in the drawing, the unit portion U is formed by repeating the steps (5) to (7), that is, the unit creation work including the creation excavation work (5) and (6) and the cutting work of (7). It corresponds to three or more. [Second Embodiment] In the first embodiment, the upper and lower two cutting beam devices A are used.
Although A1 and A2 are used, the present invention may be implemented by using a girder device A having only the first girder device A1. That is, FIG.
As shown in FIG. 17, the next unit part connected to the lower end of the unit part U of the basement wall 1 created earlier above the supporting position with the one retaining beam device A supporting the retaining wall 2. U
And excavation work to excavate the ground to a depth sufficient to create the next unit part U, and FIG.
As shown in the figure, in the excavation work, a unit preparation work including a cutting work in which the support position of the cutting device A is shifted to the excavation bottom after excavation and after the strength of the unit portion U is developed. By repeating the set number of times, the underground wall 1 having the set depth is created. Further, in the above-described embodiment, the cutting beam devices A1 and A2 which can be moved up and down integrally are used for the cutting beam construction.
In each construction, the beam may be provoked, and the beam may be assembled. [Another Embodiment] As shown in FIG. 19, when the underground wall 1 of a structure having a large area is used as the cutting beam device A, the number of the cutting beams 6A and 6B is increased to increase the size of the cutting beam. Device A. In the drawing, two first cutting beams 6A are provided in the same manner as in the above embodiment, but it is needless to say that two or more first cutting beams may be provided. Further, the cutting beam device A may be supported by a pillar. The pillars may be temporary or permanent. Further, in the above-described embodiment, the mold M is a general one that is released from the concrete when the concrete is hardened. However, as shown in FIG. The portion M1 may be combined with the cast concrete to become a part of the unit portion U. An omnia plate can be given as an example of the inner surface forming portion M1. Omnia version M
As shown in FIG. 20, a plurality of first reinforcing bars T2 juxtaposed in a parallel posture as well as a plurality of second reinforcing bars T2 juxtaposed in a parallel posture, as shown in FIG. Of the first rebar T1 and the truss T
3 is a precast concrete plate in which the first reinforcing bar T1 side is embedded and fixed in a concrete plate CA, and the truss bar T3 is connected to the first reinforcing bar T1 in a posture orthogonal to the first reinforcing bar T1 and one of the lower chord members t1. An upper chord member T2 is provided, and each lower chord member t1 and upper chord member t2 are connected by a plurality of diagonal members t3. The omnia plate M1 is positioned such that the upper chord material t2 is positioned horizontally, and the upper chord material t2
Is projected toward the retaining wall 2 and is set and fixed in a state of forming a space for placing concrete between the concrete plate CA and the retaining wall 2. When the thickness of the unit portion U is small, as shown in (a) of FIG. 20, the set means includes welding the second reinforcing bar T2 and the upper chord material t2 to the core material 2B of the retaining wall 2. In the case where the thickness of the unit portion U is large, as shown in FIG. 20B, this is a means for fixing to the core 2B via the connecting member TA. The Omnia version M
1 may be provided in a posture in which the upper chord material t2 is positioned vertically. As described above, when the omnia plate M1 is used, the truss bar portion and the second reinforcing bar T2 protruding from the concrete plate CA are embedded in the cast concrete and function as a binder with the cast concrete. It can be made stronger compared to a normal precast version without protrusions. Of course, a normal precast plate without a binder may be used as the inner surface forming portion M1 of the mold M. Note that M
2 is a bottom mold of the mold M. Further, as shown in the figure, the second reinforcing bar T2 and the upper chord t2,
It is preferable to form a hole H for work when welding the connecting material TA or the like, but it is not necessary.
【0010】尚、特許請求の範囲の項に図面との対照を
便利にするために符号を記すが、該記入により本発明は
添付図面の構成に限定されるものではない。[0010] In the claims, reference numerals are provided for convenience of comparison with the drawings, but the present invention is not limited to the configuration of the attached drawings by the entry.
【図1】実施例1を示す要部の縦断面図FIG. 1 is a longitudinal sectional view of a main part showing a first embodiment.
【図2】実施例1を示す要部の横断平面図FIG. 2 is a cross-sectional plan view of a main part showing the first embodiment;
【図3】実施例1を示す要部の横断平面図FIG. 3 is a cross-sectional plan view of a main part showing the first embodiment;
【図4】実施例1の施工手順を示す縦断面図FIG. 4 is a longitudinal sectional view showing a construction procedure of the first embodiment.
【図5】実施例1の施工手順を示す縦断面図FIG. 5 is a longitudinal sectional view showing a construction procedure of Example 1.
【図6】実施例1の施工手順を示す縦断面図FIG. 6 is a longitudinal sectional view showing a construction procedure of Example 1.
【図7】実施例1の施工手順を示す縦断面図FIG. 7 is a longitudinal sectional view showing a construction procedure of Example 1.
【図8】実施例1の施工手順を示す縦断面図FIG. 8 is a longitudinal sectional view showing a construction procedure of the first embodiment.
【図9】実施例1の施工手順を示す縦断面図FIG. 9 is a longitudinal sectional view showing a construction procedure of Example 1.
【図10】実施例1の施工手順を示す縦断面図FIG. 10 is a longitudinal sectional view showing a construction procedure of Example 1.
【図11】実施例1の施工手順を示す縦断面図FIG. 11 is a longitudinal sectional view showing a construction procedure of the first embodiment.
【図12】実施例1の施工手順を示す縦断面図FIG. 12 is a longitudinal sectional view showing a construction procedure of the first embodiment.
【図13】実施例1の施工手順を示す縦断面図FIG. 13 is a longitudinal sectional view showing a construction procedure of Example 1.
【図14】実施例1の施工手順を示す縦断面図FIG. 14 is a longitudinal sectional view showing a construction procedure of Example 1.
【図15】実施例1の別の実施例を示す縦断面図FIG. 15 is a longitudinal sectional view showing another embodiment of the first embodiment.
【図16】実施例2の施工手順を示す縦断面図FIG. 16 is a longitudinal sectional view showing a construction procedure of the second embodiment.
【図17】実施例2の施工手順を示す縦断面図FIG. 17 is a longitudinal sectional view showing a construction procedure of the second embodiment.
【図18】実施例2の施工手順を示す縦断面図FIG. 18 is a longitudinal sectional view showing a construction procedure of Example 2.
【図19】別の実施例を示す平面図FIG. 19 is a plan view showing another embodiment.
【図20】別の実施例の施工状態を示す縦断面図FIG. 20 is a longitudinal sectional view showing a construction state of another embodiment.
1 地下壁 2 山止め壁 U 単位部分 A1 第1の切梁装置 A2 第2の切梁装置 6A,6B 切梁 6C,6D 腹起し DESCRIPTION OF SYMBOLS 1 Underground wall 2 Retaining wall U Unit part A1 1st girder device A2 2nd girder device 6A, 6B Girder 6C, 6D
───────────────────────────────────────────────────── フロントページの続き (72)発明者 竹馬 辰夫 大阪府大阪市中央区本町四丁目1番13号 株式会社竹中工務店 大阪本店内 (72)発明者 藤永 弘 大阪府大阪市中央区本町四丁目1番13号 株式会社竹中工務店 大阪本店内 (58)調査した分野(Int.Cl.6,DB名) E02D 29/045 E02D 17/04 E21D 13/02──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Tatsuo Takema 4-1-1-13 Honcho, Chuo-ku, Osaka-shi, Osaka Inside Takenaka Corporation, Osaka Main Store (72) Inventor Hiroshi Fujinaga Four-Honcho, Chuo-ku, Osaka-shi, Osaka No. 1-113 Takenaka Corporation Osaka Main Store (58) Field surveyed (Int. Cl. 6 , DB name) E02D 29/045 E02D 17/04 E21D 13/02
Claims (4)
その支持位置よりも上方で先に作成された地下壁(1)
の単位部分(U)の下端に連なる次の単位部分(U)を
作成するとともに、その次の単位部分(U)を作成する
に足りる深さまで地盤を掘削する作成掘削工事と、その
作成掘削工事のうち、掘削終了後で、かつ、前記単位部
分(U)の強度発現後に切梁による支持位置を掘削底部
に移行する切梁工事とからなる単位作成作業を設定回数
繰り返して、設定深度の地下壁(1)を作成する地下壁
施工方法。An underground wall (1) formed above a supporting position with a retaining wall (2) supported by a cut beam.
Creation excavation work to create the next unit part (U) connected to the lower end of the unit part (U) and excavate the ground to a depth sufficient to create the next unit part (U). Of these, after the excavation is completed, and after the strength of the unit portion (U) is developed, the unit forming operation including shifting the support position of the cutting beam to the excavation bottom portion is repeated a set number of times, and the underground at the set depth is repeated. An underground wall construction method for creating the wall (1).
その支持位置よりも上方で先に作成された地下壁(1)
の単位部分(U)の下端に連なる次の単位部分(U)を
作成するとともに、その次の単位部分(U)を作成する
に足りる深さまで地盤を掘削する作成掘削工事と、その
作成掘削工事のうち、掘削が終了し、かつ、前記単位部
分(U)の強度が切梁により支持可能な強度に達した後
に、その単位部分(U)を切梁で支持するとともに、切
梁による山止め壁(2)の支持位置を掘削底部に移行す
る切梁工事とからなる単位作成作業を設定回数繰り返し
て、設定深度の地下壁を作成する地下壁施工方法。2. An underground wall (1) formed above a supporting position with a retaining wall (2) supported by a cut beam.
Creation excavation work to create the next unit part (U) connected to the lower end of the unit part (U) and excavate the ground to a depth sufficient to create the next unit part (U). And after the excavation is completed and the strength of the unit portion (U) reaches a strength that can be supported by the cut beam, the unit portion (U) is supported by the cut beam, and An underground wall construction method for creating an underground wall of a set depth by repeating a unit creation operation including a cutting work in which a support position of a wall (2) is shifted to an excavation bottom portion for a set number of times.
その切梁(6A)の両端それぞれに固定連結した腹起し
(6C)とからなり、切梁(6A)を伸長固定して腹起
し(6C)を山止め壁(2)に押し当てる支持状態と切
梁(6A)を短縮して掘削底部に下降可能なように腹起
し(6C)を山止め壁(2)から離間させた支持解除状
態とに切替え自在な1つの切梁装置(A1)を転用し
て、前記各単位作成作業における山止め壁(2)の支持
を行う請求項1又は2記載の地下壁施工方法。3. A cutting beam (6A) that can be expanded and contracted and fixed.
A bulge (6C) fixedly connected to both ends of the cut beam (6A), and the cut beam (6A) is extended and fixed, and the bulge (6C) is pressed against the retaining wall (2). One cutting beam device that can be switched between a state and a cut-off state in which the cutting beam (6A) is shortened so as to be able to descend to the excavation bottom and the support (6C) is separated from the retaining wall (2). The underground wall construction method according to claim 1 or 2, wherein A1) is diverted to support the retaining wall (2) in each unit creation operation.
その切梁(6A)の両端それぞれに固定連結した腹起し
(6C)とからなり、切梁(6A)を伸長固定して腹起
し(6C)を地下壁(1)に押し当てる支持状態と切梁
(6A)を短縮して下降可能なように腹起し(6C)を
地下壁(1)から離間させた支持解除状態とに切替え自
在な1つの切梁装置(A2)を転用して、前記各単位作
成作業における単位部分(U)の支持を行う請求項2記
載の地下壁施工方法。4. A cutting beam (6A) that can be expanded and contracted and fixed,
A bulge (6C) fixedly connected to both ends of the cut beam (6A). The support state in which the cut beam (6A) is extended and fixed and the bulge (6C) is pressed against the underground wall (1). And the cutting beam (6A) is shortened so that it can be lowered, and the one (6C) can be switched to the support release state in which the (6C) is separated from the underground wall (1). The underground wall construction method according to claim 2, wherein the unit portion (U) is supported in each of the unit creation operations.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3347059A JP2840148B2 (en) | 1991-12-27 | 1991-12-27 | Underground wall construction method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3347059A JP2840148B2 (en) | 1991-12-27 | 1991-12-27 | Underground wall construction method |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH05179666A JPH05179666A (en) | 1993-07-20 |
JP2840148B2 true JP2840148B2 (en) | 1998-12-24 |
Family
ID=18387642
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP3347059A Expired - Fee Related JP2840148B2 (en) | 1991-12-27 | 1991-12-27 | Underground wall construction method |
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Country | Link |
---|---|
JP (1) | JP2840148B2 (en) |
Families Citing this family (2)
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---|---|---|---|---|
JP2017089319A (en) * | 2015-11-16 | 2017-05-25 | 鹿島建設株式会社 | Vertical shaft construction method |
CN113389204B (en) * | 2021-06-29 | 2023-03-17 | 上海隧道工程有限公司 | Construction method of deep foundation pit sliding type rapid pre-support system |
-
1991
- 1991-12-27 JP JP3347059A patent/JP2840148B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
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JPH05179666A (en) | 1993-07-20 |
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