JPH05140939A - Sheathing method in large depth excavation - Google Patents
Sheathing method in large depth excavationInfo
- Publication number
- JPH05140939A JPH05140939A JP3303348A JP30334891A JPH05140939A JP H05140939 A JPH05140939 A JP H05140939A JP 3303348 A JP3303348 A JP 3303348A JP 30334891 A JP30334891 A JP 30334891A JP H05140939 A JPH05140939 A JP H05140939A
- Authority
- JP
- Japan
- Prior art keywords
- vertical hole
- reinforcing bar
- view
- showing
- 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.)
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- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【0001】[0001]
【産業上の利用分野】この発明は、大深度掘削に伴う土
留め工法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earth retaining method for deep excavation.
【0002】[0002]
【従来の技術】一般に、土留め(山留め)工は地下構造
物の構築などに際し、掘削した切り取り面の土砂の崩壊
を防ぐ目的で施工されるが、従来、この種の土留め工と
して、土砂を堰き止める仕切りに鋼矢板や横矢板などを
使用する矢板工法が知られ、最も一般的に実施されてい
る。2. Description of the Related Art Generally, earth retaining works are used for the purpose of preventing collapse of the excavated earth and sand when constructing an underground structure. Conventionally, earth retaining works have been used as earth retaining works of this type. A sheet pile construction method using steel sheet piles or horizontal sheet piles for partitioning to block the is known and is most commonly practiced.
【0003】[0003]
【発明が解決しようとする課題】しかし、この矢板工法
は矢板を多くの腹起しや切り梁などからなる支保工で支
持する必要があるため、多くの支保工材を必要とし、ま
た、支保工の組み立てのために多くの人手を要し、工事
が煩雑になりやすいという課題があった。However, this sheet pile construction method requires a large amount of support materials because the sheet piles need to be supported by the support constructions composed of a lot of angulations and beams. There is a problem that a lot of manpower is required for assembling the work and the construction is likely to be complicated.
【0004】また、鋼矢板や横矢板を立て込む親杭の長
さは限られているめ、これに伴い、施工可能な土留め壁
の深さにも自ずと限界があり、大深度の地下構造物の施
工には対応できないという課題があった。さらに、鉛直
土留め壁の施工のみを可能とし、傾斜土留め壁の施工は
略不可能なため、例えば、山岳地帯の道路に面する法面
の覆工などには適用できず、用途も極限られたものであ
った。Further, since the length of the main pile for standing up the steel sheet pile and the horizontal sheet pile is limited, the depth of the earth retaining wall that can be constructed is naturally limited, and the deep underground structure There was a problem that it could not be applied to the construction of objects. Furthermore, since only vertical earth retaining walls can be constructed, and sloped earth retaining walls cannot be constructed, it cannot be applied, for example, to the lining of slopes that face roads in mountainous areas. It was something that was
【0005】この発明はこのような前記従来の課題を解
決するために提案されたもので、大深度土留め壁の施工
を可能とし、また、鉛直土留め壁の施工だけでなく、傾
斜土留め壁の施工も可能にして適用用途も多い大深度掘
削に伴う土留め工法を提供することを目的とするもので
ある。The present invention has been proposed in order to solve the above-mentioned conventional problems, and enables construction of a deep soil retaining wall, and not only construction of a vertical soil retaining wall but also sloped soil retaining wall. It is an object of the present invention to provide a soil retaining method for large-scale excavation that enables wall construction and has many applications.
【0006】[0006]
【課題を解決するための手段】この発明にかかる大深度
土留め工法は、構築しようとする土留め壁を上下方向に
複数のエレメントに分割し、分割した各エレメントを縦
穴の掘削、エレメントの構築、エレメント内側地盤の掘
削、前記エレメントのロックボルトによる固定の順で、
上下土留め壁の端部を重ね合わせつつ、深さ方向に個々
に施工して土留め壁全体を構築することによって前記目
的を達成するものである。According to the deep soil retaining method of the present invention, an earth retaining wall to be constructed is vertically divided into a plurality of elements, and each divided element is excavated with a vertical hole to construct the element. In this order, excavation of the ground inside the element, and fixing with the lock bolt of the element,
The above-mentioned object is achieved by constructing the whole earth retaining wall by constructing the earth retaining walls individually by constructing them in the depth direction while overlapping the ends of the upper and lower earth retaining walls.
【0007】[0007]
【実施例】以下、この発明に係る大深度土留め工法を図
1〜図26に基づいて順をおって説明する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The deep soil retaining method according to the present invention will be described below in order with reference to FIGS.
【0008】(1) まず、地盤中に縦穴1を一定幅の溝状
に掘削する(図1参照)。縦穴1は地下構造物の形状に
よっても異なるが、所定の深さを保持しつつ横方向に連
続して掘削し、円形状乃至矩形状の環状に連続させる
(図11,12 参照)。また、縦穴1は、内側にやや傾斜さ
せて掘削することにより、後述するエレメント14が略同
一垂直面内に構築されるようにする(図10参照) 。(1) First, the vertical hole 1 is excavated in the ground in the shape of a groove having a constant width (see FIG. 1). Although the vertical hole 1 varies depending on the shape of the underground structure, the vertical hole 1 is continuously excavated in the horizontal direction while maintaining a predetermined depth, and is continuous in a circular or rectangular annular shape (see FIGS. 11 and 12). Further, the vertical hole 1 is constructed by excavating the vertical hole 1 slightly inward so that the elements 14 described later are constructed in substantially the same vertical plane (see FIG. 10).
【0009】尚、縦穴1の掘削には図14及び15に図示す
るようなチェンソウ掘削機の他、ディスクカッター、油
圧ショベル、あるいはクラムシェル等、縦穴1を溝状に
連続して掘削できる掘削機を使用するものとする。For excavating the vertical hole 1, a chain saw excavator as shown in FIGS. 14 and 15, as well as a disc cutter, a hydraulic excavator, a clam shell or the like, which can continuously excavate the vertical hole 1 in a groove shape. Shall be used.
【0010】(2) つづいて、縦穴1の中に補強筋2を挿
入し、縦穴1の中央部に固定する(図2参照)。補強筋
2としては、例えば、格子鉄筋やラス金網などの剛性の
大きいもの、あるいは金網等の剛性の比較的小さいもの
を使用する。(2) Subsequently, the reinforcing bar 2 is inserted into the vertical hole 1 and fixed to the central portion of the vertical hole 1 (see FIG. 2). As the reinforcing bar 2, for example, one having a large rigidity such as a lattice reinforcing bar or a lath wire net, or one having a relatively small rigidity such as a wire net is used.
【0011】補強筋2として剛性の高いもの、例えば、
格子鉄筋を使用するときは、となり合う格子鉄筋の縁端
部をラップさせるか(図16,17 参照)、若しくは縁端部
に互いに係合し合うT形鋼等からなる雄継手3と鋼管等
からなる雌継手4を設けることなど、既に地中連続壁工
事における鉄筋のジョイント方法により格子鉄筋どうし
を連続させ( 図18,19)、いずれの場合にも格子鉄筋に
は、後述するコンクリートのかぶり厚を充分に確保でき
るようにスペーサー5を取り付ける( 図22参照) 。The reinforcing bar 2 has a high rigidity, for example,
When using lattice reinforcing bars, either the edges of adjacent lattice reinforcing bars should be wrapped (see Figures 16 and 17), or the male joint 3 and steel pipe made of T-shaped steel etc. that engage with each other at the edges should be used. The lattice joints are already connected by the method of jointing the reinforcing rods in the underground continuous wall construction, such as by providing the female joint 4 (Figs. 18 and 19). In either case, the lattice reinforcing bars are covered with concrete as described later. Attach the spacer 5 so that the thickness is sufficiently secured (see Fig. 22).
【0012】また、補強筋2として剛性の比較的小さい
もの、例えば、金網を使用するときは、縦穴1の中にH
形鋼などからなる支柱6を所定間隔おきに建て付け、こ
の支柱6に緊結するなどして支持させる(図20参照)。When a reinforcing bar 2 having a relatively small rigidity, for example, a wire net is used, H is placed in the vertical hole 1.
The struts 6 made of shaped steel or the like are built at predetermined intervals and tightly connected to the struts 6 to support them (see FIG. 20).
【0013】補強筋2の内側には、これと一緒にアスフ
ァルトルーフィング等の離型材7を挿入する( 図22参
照) 。この離型材7は、後で打設されるコンクリートと
その内側の土との付着を無くし、地盤の掘削作業をし易
くするためのものである。A mold release material 7 such as asphalt roofing is inserted inside the reinforcing bar 2 together with the reinforcing bar 2 (see FIG. 22). This release material 7 is for eliminating the adhesion between the concrete to be placed later and the soil inside it, and for facilitating the excavation work of the ground.
【0014】(3) つづいて、縦穴1の中にコンクリート
8を打設し、充分な強度を発現するまで養生する( 図2
参照)。(3) Subsequently, concrete 8 is placed in the vertical hole 1 and cured until sufficient strength is exhibited (Fig. 2
reference).
【0015】コンクリート8を縦穴1全体に一度に打設
するときは、コンクリートポンプ9によって分離しない
ように注意しながら連続的に打設する( 図23参照) 。When the concrete 8 is poured all over the vertical hole 1 at a time, it is poured continuously while being careful not to separate it by the concrete pump 9 (see FIG. 23).
【0016】また、複数部分に区画して打設するとき
は、補強筋2をチューブ状のパッカー10と反力受け11と
によって両側より縦穴1の中央に固定するとともに、縦
穴1を複数部分に区画し、各区画ごとにコンクリート8
を打設する( 図24,25,26参照) 。When partitioning into a plurality of parts and placing them, the reinforcing bar 2 is fixed to the center of the vertical hole 1 from both sides by the tubular packer 10 and the reaction force receiver 11, and the vertical hole 1 is divided into a plurality of parts. Compartment, 8 concrete for each compartment
(See Figures 24, 25 and 26).
【0017】尚、パッカー10および反力受け11は補強筋
2に予めセットしておき、補強筋2と一緒に縦穴1の中
に立て込むものとし、また、パッカー10はその中にコン
クリート8を充填することにより膨張させる(図25,26
参照) 。The packer 10 and the reaction force receiver 11 are set in advance on the reinforcing bar 2 and set up in the vertical hole 1 together with the reinforcing bar 2, and the packer 10 is filled with concrete 8 therein. To expand (Figs. 25, 26
See).
【0018】縦穴1を区画する方法として、補強筋2の
連結部に縦穴1の横幅と略同径のロッキングパイプ12を
立て込む方法もある(図21参照)。As a method for partitioning the vertical hole 1, there is also a method in which a locking pipe 12 having a diameter substantially the same as the lateral width of the vertical hole 1 is set up at the connecting portion of the reinforcing bar 2 (see FIG. 21).
【0019】係る場合、縦穴1の中に補強筋2を固定す
るには、ロッキングパイプ12の側部に連結筋13を突設
し、この連結筋13に補強鉄筋2の端部を緊結又はラップ
する。In this case, in order to fix the reinforcing bar 2 in the vertical hole 1, a connecting bar 13 is provided on the side of the locking pipe 12, and the end of the reinforcing bar 2 is tightly bound or wrapped with the connecting bar 13. To do.
【0020】尚、コンクリート8としてファイバーコン
クリートを使用する場合は、補強筋2を省略することが
できる。When fiber concrete is used as the concrete 8, the reinforcing bar 2 can be omitted.
【0021】(4) つづいて、コンクリート8が充分な強
度を発現したら、コンクリート8の内側、すなわち、コ
ンクリート壁体14(以下、単に「エレメント14」とい
う) の内側を掘削する(図3参照)。掘削には従来一般
に使用されている掘削機を使用する。(4) Subsequently, when the concrete 8 exhibits sufficient strength, the inside of the concrete 8, that is, the inside of the concrete wall 14 (hereinafter simply referred to as "element 14") is excavated (see FIG. 3). .. A conventionally used excavator is used for excavation.
【0022】(5) つづいて、エレメント14が背後の土圧
に耐えうる程度まで掘削できたら 掘削を一時中止し、
エレメント14の表側よりその裏側の周辺地盤中に複数本
のロックボルト15を施工して、エレメント14の上端部を
周辺の地盤中に強固に固定する(図4参照)。そして、
再び、地盤の掘削を開始し、エレメント14の下端部もロ
ックボルト15によって固定する。(5) Subsequently, when the element 14 can be excavated to the extent that it can withstand the earth pressure behind it, the excavation is temporarily stopped,
A plurality of lock bolts 15 are installed in the surrounding ground from the front side of the element 14 to the back side thereof to firmly fix the upper end of the element 14 to the surrounding ground (see FIG. 4). And
Again, excavation of the ground is started, and the lower end of the element 14 is also fixed by the lock bolt 15.
【0023】(6) ロックボルト15の施工が完了したら、
今施工したばかりのエレメント14の内面に沿って再び縦
穴1を掘削する。縦穴1の掘削は(1) の場合と全く同様
の方法で行う( 図14,15 参照) 。(6) When the construction of the lock bolt 15 is completed,
The vertical hole 1 is excavated again along the inner surface of the element 14 just installed. The excavation of the vertical hole 1 is performed in exactly the same way as in (1) (see Figures 14 and 15).
【0024】(7) つづいて、(2) の場合と同じ方法で縦
穴1の中に補強鉄筋2を立て込み、その内側に離型材7
を挿入する。(7) Subsequently, the reinforcing bar 2 is set up in the vertical hole 1 in the same manner as in the case of (2), and the release material 7 is placed inside it.
Insert.
【0025】(8) つづいて、(3) の場合と同じ方法で縦
穴1の中にコンクリート8を充填し、充分に養生する。(8) Subsequently, the vertical hole 1 is filled with concrete 8 by the same method as in the case of (3), and is sufficiently cured.
【0026】(9) つづいて、(4) の場合と同じ方法でコ
ンクリート8、すなわち、エレメント14の内側を掘削す
る。(9) Subsequently, the inside of the concrete 8, that is, the element 14 is excavated by the same method as in the case of (4).
【0027】(10) つづいて、(5) の場合と同じ方法で
エレメント14を周辺地盤に固定する。(10) Subsequently, the element 14 is fixed to the surrounding ground by the same method as in (5).
【0028】以下、同様にして、(1) 〜(5) の工程を繰
り返し行って深さ方向に第3,第4のエレメント14を個
々に順次施工することにより、土留め壁全体を施工する
(図6〜図10参照) 。かかる場合、上下エレメント14,1
4 の端部を所定長さ重ね合わせることによって上下エレ
メント14,14 を連続させる。In the same manner, the steps (1) to (5) are repeated in the same manner to sequentially construct the third and fourth elements 14 in the depth direction, thereby constructing the whole earth retaining wall. (See Figures 6-10). In such a case, the upper and lower elements 14,1
The upper and lower elements 14 and 14 are made continuous by overlapping the ends of 4 by a predetermined length.
【0029】尚、エレメント14の施工は、必ずしも現場
打ちコンクリートで行う必要はなく、プレキャストコン
クリートによって施工することもできる。Incidentally, the construction of the element 14 does not necessarily have to be performed by cast-in-place concrete, but may be performed by precast concrete.
【0030】図13は、傾斜土留め壁の施工方法を示した
もので、例えば、山岳地帯の道路などに面する法面覆工
に適用することができる。FIG. 13 shows a construction method of a sloped earth retaining wall, which can be applied to a slope lining facing a road in a mountainous area, for example.
【0031】図27〜図30は、上下エレメント14を個々に
固定するのではなく、同じロックボルト15で一緒に固定
するようにしたもので、ロックボルト施工の短縮化を可
能としたものである。27 to 30 show that the upper and lower elements 14 are not fixed individually but are fixed together by the same lock bolt 15 so that the construction of the lock bolt can be shortened. ..
【0032】[0032]
【発明の効果】この発明は以上説明したように構成され
ているため、以下に記載するような効果を有する。Since the present invention is constructed as described above, it has the following effects.
【0033】 土留め壁は、当初より全長にわたって
施工するのではなく、深さ方向に複数のエレメントに分
割し、分割した各エレメントを深さ方向に、個々に順次
施工して土留め壁全体を施工するため、各エレメントを
構築するための縦穴は比較的浅くてよく、深くする必要
はない。したがって、掘削機は取り扱い容易な小型のも
のでよく、また、縦穴の掘削状況、コンクリートの打ち
込み状況などの各施工状況を確認しながら作業を進める
ことができるため、安全施工および確実な施工が可能で
ある。The earth retaining wall is not constructed over the entire length from the beginning, but is divided into a plurality of elements in the depth direction, and each divided element is sequentially constructed in the depth direction to form the entire earth retaining wall. Due to the construction, the vertical holes for building each element can be relatively shallow and need not be deep. Therefore, the excavator can be a small one that is easy to handle, and since it is possible to proceed with the work while checking each construction status such as the vertical hole drilling status and the concrete driving status, safe construction and reliable construction are possible. Is.
【0034】 また、エレメントを、深さ方向に必要
な数だけ継ぎ足していくことにより、任意深さの土留め
壁を施工することができ、大深度の地下構造物の施工に
も充分対応できる。Further, by adding a required number of elements in the depth direction, it is possible to construct an earth retaining wall of an arbitrary depth, and it is possible to sufficiently cope with the construction of deep underground structures.
【0035】 さらに、鉛直土留め壁だけでなく、傾
斜土留め壁の施工も可能なため(図13参照) 、例えば、
山岳地帯の道路の法面覆工にも適用でき、用途範囲もき
わめて広い。Further, not only the vertical earth retaining wall but also the inclined earth retaining wall can be constructed (see FIG. 13).
It can also be applied to slope lining of roads in mountainous areas and has a very wide range of applications.
【図1】チェンソウ掘削機による縦穴の掘削方法を示す
地盤の断面図である。FIG. 1 is a cross-sectional view of the ground showing a method of excavating a vertical hole by a Cheng Saw excavator.
【図2】コンクリートの打設方法を示す地盤の断面図で
ある。FIG. 2 is a sectional view of the ground showing a concrete pouring method.
【図3】地盤の掘削方法を示す地盤の断面図である。FIG. 3 is a sectional view of the ground showing a method of excavating the ground.
【図4】ロックボルトの施工方法を示す地盤の断面図で
ある。FIG. 4 is a sectional view of the ground showing a method of constructing a rock bolt.
【図5】縦穴の掘削方法を示す地盤の断面図である。FIG. 5 is a cross-sectional view of the ground showing a method of excavating a vertical hole.
【図6】施工途中のエレメントを示す地盤の断面図であ
る。FIG. 6 is a sectional view of the ground showing an element under construction.
【図7】施工途中のエレメントを示す地盤の断面図であ
る。FIG. 7 is a cross-sectional view of the ground showing an element under construction.
【図8】ロックボルトの施工方法を示す地盤の断面図で
ある。FIG. 8 is a cross-sectional view of the ground showing a method of constructing a lock bolt.
【図9】施工途中のエレメントを示す地盤の断面図であ
る。FIG. 9 is a cross-sectional view of the ground showing an element under construction.
【図10】施工途中のエレメントを示す地盤の断面図で
ある。FIG. 10 is a cross-sectional view of the ground showing an element under construction.
【図11】円形状に施工された施工途中の土留め壁の一
部を示す斜視図である。FIG. 11 is a perspective view showing a part of the earth retaining wall which is circularly constructed and is being constructed.
【図12】施工途中の土留め壁の一部を示す斜視図であ
る。FIG. 12 is a perspective view showing a part of the earth retaining wall during construction.
【図13】施工途中の傾斜土留め壁の一部を示す地盤の
断面図である。FIG. 13 is a sectional view of the ground showing a part of the sloped earth retaining wall during construction.
【図14】チェンソウ掘削機による縦穴の掘削方法を示
す斜視図である。FIG. 14 is a perspective view showing a method of excavating a vertical hole by a Cheng Saw excavator.
【図15】チェンソウ掘削機による縦穴の掘削方法を示
す斜視図である。FIG. 15 is a perspective view showing a method of excavating a vertical hole by using a chainsaw excavator.
【図16】補強筋の配筋方法を示す補強筋の正面図であ
る。FIG. 16 is a front view of a reinforcing bar showing a reinforcing bar arrangement method.
【図17】補強筋の配筋方法を示す補強筋の平面図であ
る。FIG. 17 is a plan view of a reinforcing bar showing a reinforcing bar arrangement method.
【図18】補強筋の配筋方法を示す補強筋の正面図であ
る。FIG. 18 is a front view of a reinforcing bar showing a reinforcing bar arrangement method.
【図19】補強筋の配筋方法を示す補強筋の平面図であ
る。FIG. 19 is a plan view of a reinforcing bar showing a reinforcing bar arrangement method.
【図20】補強筋の配筋方法を示す補強筋の一部斜視図
である。FIG. 20 is a partial perspective view of a reinforcing bar showing a reinforcing bar arrangement method.
【図21】補強筋の配筋方法を示す補強筋の一部斜視図
である。FIG. 21 is a partial perspective view of a reinforcing bar showing a reinforcing bar arrangement method.
【図22】補強筋の配筋方法を示す土留め壁の一部斜視
図である。FIG. 22 is a partial perspective view of an earth retaining wall showing a reinforcing bar arrangement method.
【図23】コンクリートポンプによるコンクリートの打
設方法を示す土留め壁の一部斜視図である。FIG. 23 is a partial perspective view of an earth retaining wall showing a concrete pouring method using a concrete pump.
【図24】分割式コンクリートの打設方法を示す縦穴の
一部平面図である。FIG. 24 is a partial plan view of a vertical hole showing a method for placing split concrete.
【図25】分割式コンクリートの打設方法を示す縦穴の
一部平面図である。FIG. 25 is a partial plan view of a vertical hole showing a method for placing split concrete.
【図26】分割式コンクリートの打設方法を示す縦穴の
一部平面図である。FIG. 26 is a partial plan view of a vertical hole showing a method for placing split concrete.
【図27】チェンソウ掘削機による縦穴の掘削方法を示
す斜視図である。FIG. 27 is a perspective view showing a method of excavating a vertical hole by a Cheng Saw excavator.
【図28】補強筋の配筋方法を示す土留め壁の一部斜視
図である。FIG. 28 is a partial perspective view of an earth retaining wall showing a reinforcing bar arrangement method.
【図29】コンクリートポンプによるコンクリートの打
設方法を示す土留め壁の一部斜視図である。FIG. 29 is a partial perspective view of an earth retaining wall showing a concrete pouring method using a concrete pump.
【図30】ロックボルトの施工方法を示す土留め壁の一
部斜視図である。FIG. 30 is a partial perspective view of an earth retaining wall showing a method of constructing a lock bolt.
1…縦穴、2…補強筋、3…雄継手、4…雌継手、5…
スペーサー、6…支柱、7…離型材、8…コンクリー
ト、9…コンクリートポンプ、10…パッカー、11…反力
受け、12…ロッキングパイプ、13…連結筋、14…コンク
リート壁体(エレメント) 、15…ロックボルト。1 ... Vertical hole, 2 ... Reinforcing bar, 3 ... Male joint, 4 ... Female joint, 5 ...
Spacer, 6 ... Strut, 7 ... Mold release material, 8 ... Concrete, 9 ... Concrete pump, 10 ... Packer, 11 ... Reaction force receiving, 12 ... Rocking pipe, 13 ... Connecting bar, 14 ... Concrete wall (element), 15 … Rock bolt.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 吉川 正 東京都港区元赤坂1丁目2番7号 鹿島建 設株式会社内 ─────────────────────────────────────────────────── ─── Continuation of front page (72) Inventor Tadashi Yoshikawa 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kashima Construction Co., Ltd.
Claims (1)
複数のエレメントに分割し、分割した各エレメントを縦
穴の掘削、エレメントの構築、エレメント内側地盤の掘
削、前記エレメントのロックボルトによる固定の順で、
上下土留め壁の端部を重ね合わせつつ、深さ方向に個々
に施工して土留め壁全体を構築することを特徴とする大
深度掘削に伴う土留め工法。1. An earth retaining wall to be constructed is vertically divided into a plurality of elements, and each of the divided elements is used for excavation of a vertical hole, construction of an element, excavation of an element inner ground, and fixation of the element with a lock bolt. In order,
A soil retaining method for large depth excavation, characterized by constructing the entire soil retaining wall by stacking the ends of the upper and lower soil retaining walls and constructing them individually in the depth direction.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3303348A JP2658692B2 (en) | 1991-11-19 | 1991-11-19 | Earth retaining method for deep excavation |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3303348A JP2658692B2 (en) | 1991-11-19 | 1991-11-19 | Earth retaining method for deep excavation |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH05140939A true JPH05140939A (en) | 1993-06-08 |
JP2658692B2 JP2658692B2 (en) | 1997-09-30 |
Family
ID=17919896
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP3303348A Expired - Lifetime JP2658692B2 (en) | 1991-11-19 | 1991-11-19 | Earth retaining method for deep excavation |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2658692B2 (en) |
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2010133153A (en) * | 2008-12-04 | 2010-06-17 | Ohbayashi Corp | Underground structure, and method of constructing the same |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH03206213A (en) * | 1989-12-29 | 1991-09-09 | Mitsui Constr Co Ltd | Construction method of earth support |
JPH04111808A (en) * | 1990-08-31 | 1992-04-13 | Tokyo Gas Co Ltd | Construction work of sheathing wall for undeground tank |
-
1991
- 1991-11-19 JP JP3303348A patent/JP2658692B2/en not_active Expired - Lifetime
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH03206213A (en) * | 1989-12-29 | 1991-09-09 | Mitsui Constr Co Ltd | Construction method of earth support |
JPH04111808A (en) * | 1990-08-31 | 1992-04-13 | Tokyo Gas Co Ltd | Construction work of sheathing wall for undeground tank |
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2010133153A (en) * | 2008-12-04 | 2010-06-17 | Ohbayashi Corp | Underground structure, and method of constructing the same |
Also Published As
Publication number | Publication date |
---|---|
JP2658692B2 (en) | 1997-09-30 |
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