JPH05179666A - Work for underground wall - Google Patents
Work for underground wallInfo
- Publication number
- JPH05179666A JPH05179666A JP3347059A JP34705991A JPH05179666A JP H05179666 A JPH05179666 A JP H05179666A JP 3347059 A JP3347059 A JP 3347059A JP 34705991 A JP34705991 A JP 34705991A JP H05179666 A JPH05179666 A JP H05179666A
- Authority
- JP
- Japan
- Prior art keywords
- wall
- unit
- excavation
- underground wall
- support
- 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.)
- Granted
Links
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
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 construction method for forming an underground wall of 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, a method of excavating a ground surrounded by a cliff wall to a depth of a lower end of a basement wall to be created, and then constructing the basement wall from a lower part has been used to create the basement wall. Was there.
【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 the preparation of the underground wall, in order to reliably carry out the mountain stop, in order to support the mountain stop wall against the lateral pressure (earth pressure) acting with the ground excavation. When using the above-mentioned conventional technique, we will cut the beams and excavate to the depth of the lower end of the underground wall to create the underground wall from the bottom, so when creating a deep underground wall, Of these, many points in the depth direction need to be agitated and supported by a sill, which causes a large number of stilts to be used.
In addition to the high construction cost, the workability was poor because the material had to be carried into the bottom of the excavation while avoiding the multi-layered beams. An object of the present invention is to provide a construction method capable of producing an underground wall at a low cost and with good workability even if the underground wall has a large depth.
【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 method of constructing an underground wall according to the first aspect of the present invention is that an underground wall is formed above a supporting position of the earth retaining wall in a state of being supported by a crossbeam. Of the created excavation work that creates the next unit part connected to the lower end of the unit part and excavates the ground to a depth sufficient to create the next unit part, and the created excavation work,
After the completion of excavation, and after the strength of the unit part has developed, the unit creation work consisting of the cutting beam construction that shifts the support position by the cutting beam to the excavation bottom is repeated a set number of times to create the underground wall of 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 aspect of the present invention is that a mountain retaining wall is supported by a crossbeam and is connected to a lower end of a unit portion of the underground wall which is formed above the supporting position. Creating the next unit part and creating excavation work to excavate the ground to a depth sufficient to create the next unit part, and of the excavation work, the excavation is completed and the strength of the unit part is After reaching the strength that can be supported by the beam, while supporting the unit part with the beam,
Repeat the unit creation work consisting of the beam work to move the support position of the mountain stop wall by the beam to the excavation bottom, set times,
The point is to create an underground 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 carrying out the invention, it is composed of a severing beam that can be expanded and contracted and fixed, and a bulge fixedly connected to both ends of the sill beam. One cutting beam device that can be switched between a supporting state in which it is pressed against the support and a supporting release state in which the abdomen is separated from the cliff wall so that the cutting beam can be shortened and descended to the bottom of the excavation is diverted. It supports the mountain retaining wall in each unit creation work, and consists of a severing beam that can be expanded and contracted and fixed, and an abdomen that is fixedly connected to both ends of the sill beam. One cutting beam device that can be switched between a supporting state in which the abutment is pressed against the basement wall and a supporting state in which the abdomen is separated from the basement wall so that the cutting beam can be shortened and descended can be diverted. 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 parts, and the unit creation work is performed in order from above, whereby the unit parts are added downward in order to create the underground wall. Of the parts located above the excavated bottom part, the part where the underground wall part that has already developed strength in the creation of the unit part exists already is supported by the already created underground wall part against earth pressure. It is possible to support it separately against earth pressure and it is necessary to support it separately, since it is only the part that extends between the excavation bottom and the lower end of the existing underground wall part above, so the depth of the unit part is appropriately selected. By doing so, the mountain retaining wall can be supported at a small number of places such as one in the vertical direction of the unit portion creation space formed by excavation. by this,
It is easy to carry materials to the bottom of the excavation because the number of angulations used to support the cliff wall and the number of cutting beams is very small.
According to the second aspect of the invention, as in the first aspect of the invention, the number of angulations for supporting the cliff wall and the number of cutting beams used is very small, and the material can be easily carried into the excavation bottom. Since the mountain stop walls can be supported at the upper and lower ends of the unit part creation space,
Not only can it be supported more reliably and safely, but the strength of the created unit part can be supported if there is a truss even if the unit part itself cannot support it against earth pressure (hereinafter referred to as bearing pressure strength). .), It is possible to release the support of the mountain retaining wall by the lower beam, by supporting the unit portion with the beam, so the excavation is completed in the excavation work for creating the unit portion. And when the strength of the created unit reaches the bearing strength, the created unit is supported by a cut beam, and the support position of the cut-off wall by the cut beam is moved to the excavation bottom. You can start creating unit parts. That is, the production of the next unit portion can be started without waiting for the strength development of the unit portion being produced. In particular, when a single truss device having a retractable truss as described above is diverted to support a mountain stop wall or a unit portion, the truss device is shortened to the next support position. Since it is possible to support the mountain stop wall and the unit part by descending to and then extending, it is not necessary to assemble and disassemble the beam and upset in each unit creation work, and the work efficiency of the beam work is good. You 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。As described above, according to the first aspect of the present invention, even if a deep underground wall is used, the number of materials such as an uprising and a cutting beam for supporting the cliff wall is small and the number of materials is low. It can be carried out at low cost, and moreover, the workability can be improved and the workability of the whole can be improved by bringing the material into the bottom of the excavation. According to the second aspect of the present invention, in addition, not only the safety performance can be made extremely high, but also the workability can be further improved and the construction period can be shortened. And if it is set forth in claims 3 and 4, 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 the underground wall 1 made of concrete (normal concrete, high-strength concrete, or the like) of a deep underground structure such as an underground parking lot, which is located on the second basement floor or later. A method of creating a file will be described according to the procedure. (1) As shown in FIG. 4, a cliff wall 2 is created around the planned construction site of the underground structure. The mountain retaining wall 2 is a soil pile column wall or an underground continuous wall, and in the figure, a soil pile column wall in which the core material 2B is inserted into the soil concrete 2A is shown. (2) As shown in FIG. 4, the basement floor is excavated, and the upper part of the cliff wall 2 is supported by the uprising 3 and the girder 4. (3) As shown in FIG. 5, after excavating the ground surrounded by the cliff wall 2 to a set depth, the upper part 1A of the underground wall 1 and the foundation 5 of the first basement floor are created in a series of states. .. The preparation consists of construction of the form M, reinforcement work, and concrete placing work. (4) As shown in FIG. 6, the strength of the upper portion 1A reaches the strength (hereinafter referred to as bearing strength) that the upper portion 1A cannot resist the earth pressure by itself but can be supported if there is a crossbeam. After that, a beam construction is performed to support the upper portion 1A and the upper portion 1A of the mountain retaining wall 2 in a state of being supported.
Excavation is performed to a unit depth that is sufficient to create a unit portion U connected to the lower end of A. The mountain retaining wall 2 is supported by using the first cutting beam device A1 and the upper portion 1A is supported by using the second cutting beam device A2. Details of the first beam cutting device A1 and the second beam cutting device A2 will be described later. (5) As shown in FIG. 7, the first beam device A1 is lowered to support the cliff wall 2 near the bottom of the excavation. (6) As shown in FIGS. 7 and 8, the unit portion U connected to the lower end of the upper portion 1A is formed, and the unit portion U connected to the lower end of the unit portion U to be formed is deep enough to form the unit portion U. Excavate the ground. The creation of the unit portion U also includes construction of the form M, reinforcement work, and concrete placing work. (7) As shown in FIG. 9, the excavation is completed, and
If the strength of the unit part U being created reaches the bearing strength,
The second truss device A2 is lowered to support the lower end of the unit portion U that is being created, and then the first truss device A1 is lowered to support the mountain retaining wall 2 near the excavation bottom. That is,
The support position of the mountain stop wall 2 by the first cutting beam device A1 is transferred to the excavation bottom. (8) As shown in FIG. 10, the unit portion U that is connected to the lower end of the previously formed unit portion U is formed, and as shown in FIG. 11, the ground is excavated. (9) As shown in FIG. 12, when the excavation is completed and the strength of the unit portion U being prepared reaches the bearing strength, the second beam device A2 is lowered to make it. After supporting the lower end of the unit portion U, the first cutting beam device A1 is removed, and thereafter, the concrete for discarding the waste 8 is placed on the bottom of the excavation, and the concrete for supporting the mountain stop wall 2 is provided thereon. The pressure-resistant plate 9 made of is produced. The production of the pressure plate 9 includes reinforcement work and concrete placing work. (10) As shown in FIG. 13, a lower portion 1B that is continuous with the lower end of the unit portion U is created. (11) As shown in FIG. 14, when the created unit portion U exhibits strength, the second beam member A2 is removed. In the basement wall 2, the basement 1F portion 1C above the upper portion 1A is performed at an appropriate time after the strength of the upper portion 1A develops. As shown in FIG. 1 and FIG. 2, the first cutting beam device A1 has a plurality of first cutting beams 6A that are freely expandable and contractible and are arranged in parallel with each other at intervals. Similarly, a plurality of second cut beams 6B that are similarly expandable and fixable are placed and fixed at intervals in a posture orthogonal to the first cut beams 6A, and one end portion of the first cut beams 6A is fixed. A pair of first uprising members 6C are provided in a state of connecting each other and the other end portions to each other, and a pair of second second beams 6B in a state of connecting the one end portions and the other end portions of the second beam 6B, respectively. 6D is provided. That is, the beams 6A and 6B
Extending and fixing and agitating 6C and 6D against the basement wall 2 and supporting with the beams 6A and 6B being shortened and agitated so that they can descend. It is configured to be switchable to the released state. Each of the first cutting beam 6A and the second cutting beam 6B is composed of a cutting beam material 6a using H-shaped steel material and jacks 6b attached to both ends in the longitudinal direction so as to expand and contract in the longitudinal direction, The jack 6b is expanded and contracted. Then, as shown in the figure, the first beam cutting apparatus A1 is not the soil concrete 2A of the mountain stop wall 2 but the soil concrete 2A thereof.
Of the core material 2B exposed by the inner shaving
The core 2B serves as a guide when descending. In the figure, the angulations 6C and 6D are illustrated as being largely separated from the core material 2B in the support-released state, but in reality, the angulations 6C in the support-released state are 6
C and 6D are in contact with the core material 2B,
It slides and descends. Of course, as shown in the drawing, the cores 2B may be located at a large distance from each other and may be lowered without using the core 2B as a guide. The second cutting beam device A2
Also, as shown in FIGS. 1 and 3, similarly to the first cutting beam device A1, the first cutting beam 6A, the second cutting beam 6B, the first uprising 6C, and the second uprising. And 6D. That is, the girder 6
A and 6B are stretched and fixed, and raised, and 6C and 6D are placed in the upper part 1
Supporting state of pressing against A or unit part U and cutting beams 6A, 6B
Is shortened and raised so that it can be lowered, and can be freely switched to a support release state in which 6C and 6D are separated from them. The only difference is the length of the cross beam from the first cross beam device A1. And, both beam devices A1, A2
Is lifted 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 raising and lowering device such as a winch or a center hole jack which is generally used for tensioning the wire although not shown. In the above 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, by repeating the steps (5) to (7), that is, the unit excavation work of (5) and (6) and the beam work of (7), the unit portion U is It corresponds to three or more. [Embodiment 2] In the above Embodiment 1, two upper and lower beam girder devices A are used.
Although 1 and A2 are used, the beam cutting apparatus A having only the first beam cutting apparatus A1 may be used. That is, in 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 previously created above the supporting position in a state in which the one girder device A supports the mountain stop wall 2. U
18 and the excavation work for excavating the ground to a depth sufficient to create the next unit portion U, and FIG.
As shown in, the unit construction work of the construction excavation work, which includes the work of shifting the support position by the cross beam device A to the bottom of the excavation work after the end of the excavation and after the strength of the unit portion U has developed. The basement wall 1 having the set depth is created by repeating the set number of times. Further, in the above-described embodiment, the traverse devices A1 and A2 that can integrally move up and down are used to perform the traverse construction.
You may angry each construction and assemble the beams. [Other Embodiments] As the cross beam device A, as shown in FIG. 19, when the underground wall 1 of a structure having a large area is targeted, the number of the cross beams 6A and 6B is increased to make the large cross beam. Device A. In the figure, the number of the first beams 6A is two as in the above embodiment, but of course the number may be more. Further, the truss device A may be supported by a column. The pillar may be a temporary structure or a main structure. Further, in the above-mentioned embodiment, the mold M is an ordinary general one that is removed from the mold when the concrete is hardened. However, as the mold B, as shown in FIG. The part M1 may be a part of the unit part U by combining with the cast concrete. An example of the inner surface forming portion M1 is an Omnia plate. Omnia Edition M
As shown in FIG. 20, a plurality of first rebars T1 are arranged in parallel with each other and second rebars T2 are juxtaposed in parallel with each other in parallel with each other. The truss reinforcement T3 is connected to the first reinforcement T1 and the truss reinforcement T
3 is a precast concrete slab in which the first reinforcing bar T1 side is embedded and fixed in a concrete slab CA, and the truss reinforcing bar T3 is a pair of lower chord members t1 which are connected to the first reinforcing bar T1 in a posture orthogonal to it. 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 omnier plate M1 has a posture in which the upper chord member t2 is horizontally positioned, and the upper chord member t2 is
Is set and fixed in a state in which a space for pouring concrete is formed between the concrete plate CA and the mountain retaining wall 2 by projecting to the mountain retaining wall 2 side. When the thickness of the unit portion U is small, the means for setting is to weld the second reinforcing bar T2 or the upper chord member t2 to the core member 2B of the mountain retaining wall 2 as shown in FIG. When the unit portion U has a large thickness, it is a means for fixing it to the core material 2B via the connecting material TA as shown in FIG. The Omnia version M
1 may be provided in a posture in which the upper chord member t2 is vertically positioned. As described above, in the case of the Omnia plate M1, the truss reinforcement portion protruding from the concrete plate CA and the second reinforcing bar T2 are embedded in the cast concrete and act as a binding material with the cast concrete. It can be made tougher than a normal precast version with no protruding parts. Of course, a normal precast plate without a binder may be used as the inner surface forming portion M1 of the form M. In addition, M
2 is a bottom formwork of the formwork M. Further, as shown in the figure, the concrete slab CA is provided with a second reinforcing bar T2 and an upper chord member t2.
It is preferable to form the hole H for work when the connecting material TA is welded, but it is not necessary to form the hole H.
【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。It should be noted that reference numerals are added to the claims for convenience of comparison with the drawings, but the present invention is not limited to the structures of the accompanying drawings by the entry.
【図１】実施例１を示す要部の縦断面図FIG. 1 is a vertical cross-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 essential parts 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 vertical cross-sectional view showing the 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 vertical sectional view showing a construction procedure of the first embodiment.
【図６】実施例１の施工手順を示す縦断面図FIG. 6 is a vertical sectional view showing the construction procedure of the first embodiment.
【図７】実施例１の施工手順を示す縦断面図FIG. 7 is a vertical sectional view showing the construction procedure of the first embodiment.
【図８】実施例１の施工手順を示す縦断面図FIG. 8 is a vertical cross-sectional view showing the 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 vertical sectional view showing the construction procedure of the first embodiment.
【図１０】実施例１の施工手順を示す縦断面図FIG. 10 is a vertical cross-sectional view showing the construction procedure of the first embodiment.
【図１１】実施例１の施工手順を示す縦断面図FIG. 11 is a vertical cross-sectional view showing the 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 vertical sectional view showing the 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 vertical sectional view showing the construction procedure of the first embodiment.
【図１４】実施例１の施工手順を示す縦断面図FIG. 14 is a vertical sectional view showing the construction procedure of the first embodiment.
【図１５】実施例１の別の実施例を示す縦断面図FIG. 15 is a vertical 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 vertical cross-sectional view showing the 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 vertical sectional view showing the 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 vertical sectional view showing the construction procedure of the second embodiment.
【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 vertical 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 1 Underground wall 2 Mountain stop wall U Unit part A1 1st beam device A2 2nd beam device 6A, 6B Beam 6C, 6D Upset
───────────────────────────────────────────────────── 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 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Tatsuo Takema 4-1-1-13 Honmachi, Chuo-ku, Osaka City, Osaka Prefecture Takenaka Corporation, Osaka Main Store (72) Inventor Hiroshi Fujinaga, 4 Honmachi, Chuo-ku, Osaka-shi, Osaka Chome 1-13 Takenaka Corporation Osaka Main Store
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。1. An underground wall (1) which is created above a supporting position of a mountain retaining wall (2) supported by a crossbeam.
And excavation work to create the next unit part (U) that is connected to the lower end of the unit part (U) of No. 1 and to excavate the ground to a depth sufficient to create the next unit part (U) Of the above, after the completion of excavation and after the strength of the unit portion (U) has developed, the unit construction work consisting of the cutting beam construction in which the support position of the cutting beam is transferred to the excavation bottom is repeated a set number of times, An underground wall construction method to create a 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) which is formed above the supporting position in a state where the mountain retaining wall (2) is supported by a crossbeam.
And excavation work to create the next unit part (U) that is connected to the lower end of the unit part (U) of No. 1 and to excavate the ground to a depth sufficient to create the next unit part (U) Of the above, after excavation is completed and after the strength of the unit portion (U) reaches the strength that can be supported by the cutting beam, the unit portion (U) is supported by the cutting beam and the mountain stopper by the cutting beam is used. An underground wall construction method for creating an underground wall of a set depth by repeating a unit creation work consisting of a beam work for shifting a support position of a wall (2) to an excavation bottom part 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 beam (6A) which can be expanded and contracted and fixed.
A support which consists of an abdomen (6C) fixedly connected to both ends of the beam (6A), and extends and fixes the beam (6A) to press the abdomen (6C) against the mountain retaining wall (2). One cutting beam device that can be switched between the state and the state in which the cutting beam (6A) is shortened so that it can be lowered to the bottom of the excavation (6C) is separated from the support wall (2) and the support is released ( The underground wall construction method according to claim 1 or 2, wherein A1) is diverted to support the cliff wall (2) in each of the unit creation operations.
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 beam (6A) which can be expanded and contracted and fixed.
A support state consisting of an abdomen (6C) fixedly connected to both ends of the beam (6A), and extending and fixing the beam (6A) to press the abdomen (6C) against the underground wall (1). And, one cut beam device (A2) that can be freely switched to a support release state in which the cut beam (6A) is shortened and can be lowered so as to descend can be diverted from the underground wall (1). 3. The method for constructing an underground wall according to claim 2, wherein the unit portion (U) is supported in each unit creation work.
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 true JPH05179666A (en) | 1993-07-20 |
| JP2840148B2 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 |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2840148B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2017089319A (en) * | 2015-11-16 | 2017-05-25 | 鹿島建設株式会社 | Vertical shaft construction method |
| CN113389204A (en) * | 2021-06-29 | 2021-09-14 | 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
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2017089319A (en) * | 2015-11-16 | 2017-05-25 | 鹿島建設株式会社 | Vertical shaft construction method |
| CN113389204A (en) * | 2021-06-29 | 2021-09-14 | 上海隧道工程有限公司 | Construction method of deep foundation pit sliding type rapid pre-support system |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2840148B2 (en) | 1998-12-24 |
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