JPH0645932B2 - Construction method of splicing underground continuous wall - Google Patents
Construction method of splicing underground continuous wallInfo
- Publication number
- JPH0645932B2 JPH0645932B2 JP62118165A JP11816587A JPH0645932B2 JP H0645932 B2 JPH0645932 B2 JP H0645932B2 JP 62118165 A JP62118165 A JP 62118165A JP 11816587 A JP11816587 A JP 11816587A JP H0645932 B2 JPH0645932 B2 JP H0645932B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- upper half
- underground
- trailing
- 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.)
- Expired - Lifetime
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Description
【発明の詳細な説明】 《産業上の利用分野》 本発明は地下連続壁の打継ぎ構築方法に関するもので、
より具体的には先ず横方向に所定の間隔を置いて複数の
先行地下壁を構築した後、この先行地下壁間に後行地下
壁を構築して地下連続壁を打継ぎ構築する方法に関する
ものである。DETAILED DESCRIPTION OF THE INVENTION << Industrial Application Field >> The present invention relates to a splicing construction method for an underground continuous wall,
More specifically, it relates to a method of first constructing a plurality of preceding underground walls at predetermined intervals in the lateral direction, and then constructing a trailing underground wall between the preceding underground walls to jointly construct an underground continuous wall. Is.
《従来の技術》 この種の地下連続壁の打継ぎ構築方法としては、特開昭
５２−５９０８号公報に示されるものが公知となってい
る。この公知の方法では横方向に所定の間隔を置いてベ
ントナイト泥水を充填しながら地盤を所定の深さまで掘
削し、次いでこのベントナイト泥水と掘削されたスライ
ムとが混合されて生成されたスラリーを掘削されたトレ
ンチ内にそのまま存置させた状態でセメントミルクもし
くはモルタルを注入してスラリーと攪拌混合させ、これ
により弾力性のある先行地下壁を形成し、その後行地下
壁間の間隔よりも若干大きな横幅を有し、しかもカッタ
ーの回転軸が垂直なロングウオールドリルによって先行
地下壁の打継ぎ面を削り取り、ここに再びセメントミル
クもしくはモルタルを注入してスラリーと混合させて先
行地下壁と連続した後行地下壁を形成し、全体として地
殻変動等があっても亀裂を生じない弾力性のある遮水壁
を施工している。<Prior Art> As a method for constructing a splice of an underground continuous wall of this type, a method disclosed in JP-A-52-5908 is known. In this known method, the ground is excavated to a predetermined depth while filling bentonite muddy water at predetermined intervals in the lateral direction, and then the slurry produced by mixing the bentonite muddy water and the drilled slime is drilled. The cement milk or mortar is poured into the trench as it is and mixed with the slurry by stirring to form an elastic preceding basement wall, with a width slightly larger than the space between the following basement walls. In addition, a long wall drill with a vertical axis of rotation of the cutter is used to scrape off the joint surface of the preceding basement wall, and cement milk or mortar is injected again into this to mix it with the slurry, and the trailing basement is continuous with the preceding basement wall. The wall is formed and an elastic impermeable wall that does not crack even if there is crustal deformation is constructed as a whole.
《発明が解決しようとする問題点》 しかしながら、上記公知の方法では、地下連続壁がスラ
リーとセメントミルクもしくはモルタルを注入すること
によって得られたものであるから、構造的強度は低く、
遮水壁として用いることはできるけれど、構造的支持力
を要する地下連続壁として使用することはできない。<< Problems to be Solved by the Invention >> However, in the above-mentioned known method, since the underground continuous wall is obtained by injecting slurry and cement milk or mortar, structural strength is low,
Although it can be used as an impermeable wall, it cannot be used as an underground continuous wall that requires structural bearing capacity.
また、上記公知の方法で用いられるカッターとしてのロ
ングウオールドリルの回転軸は垂直であるから、このカ
ッターを用いて先行地下壁の打継ぎ面を削り取ったもの
では、切削面が平面円弧状となるため打継ぎ面に付着し
たスライムがその内部にまで浸透している場合に、切削
面におけるスライムの浸透状態が不均一なものとなり、
また円弧状切削面の中心部では不必要に深く切削される
ことになり、切削抵抗も大きく不経済なものとなってい
た。Further, since the rotation axis of the long wall drill as a cutter used in the above-mentioned known method is vertical, the cutting surface is a plane arc shape when the joining surface of the preceding underground wall is scraped off using this cutter. Therefore, when the slime adhering to the joining surface has penetrated to the inside, the penetration state of the slime on the cutting surface becomes uneven,
Further, the center portion of the arcuate cutting surface is unnecessarily deeply cut, resulting in large cutting resistance and uneconomical.
本発明は上記のような問題点に鑑みてなされたもので、
その目的は、構造的な支持力を有する地下連続壁にする
とともに、先行地下壁の打継ぎ面を均等な厚さ切削する
ことにより、経済的にして良好な打継ぎ部の得られる地
下連続壁の打継ぎ構築方法を提供するにある。The present invention has been made in view of the above problems,
The purpose is to make an underground continuous wall having a structural supporting force, and by cutting the connecting surface of the preceding underground wall to a uniform thickness, an economical continuous underground wall can be obtained. To provide a splice construction method.
《問題点を解決するための手段》 上記の目的を達成するため、本発明は、非硬質地盤に地
下連続壁を構築する方法であって、根伐底より適宜根入
れした地点を基準面とし、該基準面の上部を上半部と
し、下部を下半部とし、該上半部がその下半部より幅広
となるように複数の先行溝を横方向に所定の間隔を置い
て掘削した後、該先行溝にその上半部のみに横鉄筋を有
する鉄筋篭を挿入してからコンクリートを打設して上半
部の厚みが大きい先行地下壁を構築し、次いで前記所定
の間隔より若干大きな横幅を有するとともに回転軸を水
平とした円筒体の表面に複数のカッターを取付けた掘削
機を用いて、前記コンクリートの若令時に前記先行地下
壁に対応して前記上半部がその下半部より幅広となるよ
うに該先行地下壁の間に後行溝を掘削すると同時に先行
地下壁の下半部における打継端部を浅く削り取り、前記
後行溝にその上半部のみに横鉄筋を有する鉄筋篭を挿入
し、該鉄筋篭の横鉄筋と前記先行地下壁の横鉄筋とを相
互に連結し、前記後行溝にコンクリートを打設し、上半
部の厚みが大きい後行地下壁を構築することで前記先行
地下壁と後行地下壁とを上半部が剛接合で下半部が面接
合となるように打継ぐことを特徴とする。<< Means for Solving Problems >> In order to achieve the above object, the present invention is a method for constructing an underground continuous wall in a non-hard ground, with a point appropriately rooted from the root cutting as a reference plane. , The upper part of the reference plane is the upper half part, the lower part is the lower half part, and a plurality of preceding grooves are excavated laterally at predetermined intervals so that the upper half part is wider than the lower half part. After that, after inserting a reinforcing bar cage having horizontal reinforcing bars only in the upper half of the preceding groove, concrete is cast to construct a preceding underground wall with a large thickness of the upper half, and then a little more than the predetermined interval. Using an excavator equipped with a plurality of cutters on the surface of a cylindrical body having a large horizontal width and a horizontal rotation axis, the upper half corresponds to the preceding underground wall when the concrete is young, and the upper half is the lower half. Excavating a trailing ditch between the preceding underground walls so that it is wider than the section At the same time, the connecting end in the lower half of the preceding basement wall is shaved shallowly, and a reinforcing bar cage having transverse reinforcing bars is inserted only in the upper half of the trailing groove, and the transverse reinforcing bar of the reinforcing bar cage and the preceding underground wall are inserted. The horizontal reinforcing bars are interconnected with each other, concrete is placed in the trailing groove, and the leading underground wall and the trailing underground wall are formed in the upper half by constructing a trailing underground wall with a large upper half thickness. It is characterized in that the joint is made so that the part is rigid and the lower half is surface-joint.
《実施例》 以下に本発明の好適な実施例について添附図面を参照に
して説明する。<Example> Hereinafter, a preferred example of the present invention will be described with reference to the accompanying drawings.
第１図は低温液化ガス貯蔵用地下構造物１を構築するた
めの地下連続壁２の断面図であって、構築部分の非硬質
な地盤３を根伐底４まで掘削するに先だって、周囲に溝
５を掘削し、場所打ちコンクリート壁（地下連続壁２）
を構築する。通常は第２図乃至第４図に示すように、あ
らかじめ地下連続壁を構成する単位壁体のうち、一つお
きに選択された単位壁（先行壁２Ａ）を構築し、次い
で、その間に残りの単位壁体（後行壁２Ｂ）を構築して
一連の地下壁とする。FIG. 1 is a cross-sectional view of an underground continuous wall 2 for constructing an underground structure 1 for storing low temperature liquefied gas, and before the excavation of a non-hard ground 3 of the constructed part to a root cutting bottom 4, Excavation of groove 5 and cast-in-place concrete wall (continuous underground wall 2)
To build. Usually, as shown in FIG. 2 to FIG. 4, among the unit wall bodies that constitute the underground continuous wall in advance, every other selected unit wall (preceding wall 2A) is constructed, and then the rest The unit wall body (rearward wall 2B) is constructed as a series of underground walls.
先ず、先行溝５Ａを第２図のように適宜間隔Ｌをおいて
掘削する。この間隔Ｌは、後に説明する理由から掘削機
６の長手方向掘削巾Ｗより長さを若干（２ｔ）、例えば
２０cm程度短くする。次いで、この先行溝５Ａに鉄筋篭
７Ａを挿入する。First, the preceding groove 5A is excavated at an appropriate interval L as shown in FIG. The distance L is slightly (2t) shorter than the longitudinal excavation width W of the excavator 6 for a reason to be described later, for example, about 20 cm. Next, the reinforcing bar cage 7A is inserted into the preceding groove 5A.
この鉄筋篭の端部には、上半部のみに継手函８が取付け
られている。この継手函８は平面上コの字形に形成した
三方鉄板枠に鉄筋篭７の横鉄筋７ｈを挿通、固着したも
のであって、その自由端に取外し可能に当接される裏当
板９及び底板８ｂによって鉄筋篭端部７ｊを含む接続部
空間を仕切っている。この継手函８はコンクリート打設
後、地下連続壁の上半部を剛接合とする接続用横鉄筋７
ｊを露出させておくため、コンクリートが回りこまない
ように形成したせき板の一種である。The joint box 8 is attached only to the upper half of the end of the rebar cage. This joint box 8 is formed by inserting and fixing the horizontal rebar 7h of the rebar cage 7 into a three-sided iron plate frame formed in a U-shape on a plane, and a backing plate 9 and a backing plate 9 removably abutted to its free end. The bottom plate 8b partitions the connecting portion space including the rebar cage end portion 7j. This joint box 8 is a horizontal transverse reinforcing bar 7 for connection, in which the upper half of the underground continuous wall is rigidly joined after concrete is placed.
This is a kind of weir board formed so that concrete does not go around because j is exposed.
このため、継手函８は、コンクリート打設の際には大き
な側圧がかかる一方、鉄板で形成されているので、単独
では側圧に耐えられない。そこで、通常は、第８図に示
すように、裏当板９に当接して横方向に押圧可能とした
ジャッキ１２ａ及び基板８ａに当接する当板１２ｂを取
付けたパイプ１２ｃからなるロッキング部材１２を継手
函内部に垂直に挿入して、基板８ａにかかる側圧を裏当
板９に伝え、さらにその背後の溝壁で支持して継手函の
変型を防ぐが、第９図に示すように、ロッキング部材を
用いず、鉄筋籠の両側の基板８ａ相互を長い両ネジボル
ト１３で相互に緊結しても良い。さらには、鉄筋籠の横
鉄筋７ｈにネジを設けて、ボルトの代用としたり、横鉄
筋の貫通部と基板とを側圧を支持するに充分な程度に溶
接することによっても可能である。For this reason, the joint box 8 is subjected to a large lateral pressure when pouring concrete, while it is formed of an iron plate and cannot stand the lateral pressure by itself. Therefore, as shown in FIG. 8, usually, as shown in FIG. 8, a locking member 12 consisting of a pipe 12c having a jack 12a that abuts on the backing plate 9 and can be pressed in the lateral direction and a hitting plate 12b that abuts on the base plate 8a is provided. It is inserted vertically inside the joint box to transmit the lateral pressure applied to the substrate 8a to the backing plate 9 and to support the groove wall behind it to prevent deformation of the joint box, but as shown in FIG. Instead of using a member, the boards 8a on both sides of the reinforcing bar cage may be tightly connected to each other with long screw bolts 13. Further, it is also possible to provide a screw on the horizontal reinforcing bar 7h of the reinforcing bar cage to substitute for a bolt, or to weld the penetrating portion of the horizontal reinforcing bar and the substrate to an extent sufficient to support lateral pressure.
そして、上記のような構成の継手函８は、地下連続壁の
上半部のみの継手を剛接合とするため、鉄筋籠の上半部
のみに設けられる。ここで、上半部とは、地下構造物本
体部分の掘削（根伐り）の底面（掘削敷または根伐底
４）より適宜根入れした地点（土留壁部底面）を基準面
として、その上部をいう。根入れの深さは、地下連続壁
を土留壁として利用した場合の設計段階において決定さ
れる。The joint box 8 having the above-described configuration is provided only in the upper half of the reinforcing cage because the joint of only the upper half of the underground continuous wall is rigidly joined. Here, the upper half part is the upper part of the bottom of the excavation (root cutting) of the underground structure body (the bottom of the excavated floor or the root 4) as the reference plane. Say. The depth of rooting is decided at the design stage when the underground continuous wall is used as a retaining wall.
次に、先行壁２Ａ部の溝５Ａに、トレミー管１４を通し
てコンクリートを打設し（第５図）さらに該コンクリー
トの若令時に後行壁２Ｂ部の掘削を行なう（第３図およ
び第６図）が、これに先だって、既に設けられている隣
接先行壁の継手函の外側裏当板９ａを取外す。これは、
前記した通り、先行壁の溝の間隔Ｌが、掘削機の長手方
向掘削巾Ｗより小さいからである。この外側裏当板９ａ
を取外すことによって、掘削機が継手函に触れないよう
にするために、外側裏当板９ａの厚さをｔ＝（Ｗ−Ｌ）
／２とする。Next, concrete is placed in the groove 5A of the preceding wall 2A through the tremie pipe 14 (Fig. 5), and the trailing wall 2B is excavated when the concrete is young (Figs. 3 and 6). ) Prior to this, the outer backing plate 9a of the joint box of the adjacent preceding wall that has already been provided is removed. this is,
This is because the interval L between the grooves in the leading wall is smaller than the longitudinal excavation width W of the excavator, as described above. This outer backing plate 9a
By removing the excavator from touching the joint box, the thickness of the outer backing plate 9a is t = (W−L).
/ 2.
ところで、本発明に用いる掘削機６は、回転軸６ａが水
平（すなわち、回転面が垂直）である回転円筒面６ｂに
複数のカッター６ｃを取付けた型の掘削機とする。これ
を使用して、前記の溝を掘削すると、上半部において
は、外側裏当板９ａが抜き取られて、その厚さ分ｔだけ
余裕ができるので、前述のとおり支障は生ぜず、かつ、
下半部においては、前記の厚さ分だけ（前記例によれば
１０cm）、両側の先行壁の接合端面１０を削る（第３
図）。これは、コンクリートが若令であり、端面が相互
の掘削時の反撥を押さえることにより可能となる。この
場合、非硬質な地盤３とコンクリートの接合端面１０と
を同時に掘削するので、掘削抵抗の相違により掘削機に
上向きの反力が作用するが、この反力には掘削機の自重
で対抗できるので、反力により掘削精度が低下すること
が防止される。こうして、先行壁の接合端面を僅かな幅
だけ削り取りスライムの付着しないコンクリートの地肌
を露出させる。By the way, the excavator 6 used in the present invention is an excavator of a type in which a plurality of cutters 6c are attached to a rotating cylindrical surface 6b whose rotating shaft 6a is horizontal (that is, a rotating surface is vertical). When this is used to excavate the groove, the outer backing plate 9a is pulled out in the upper half portion, and a margin corresponding to the thickness t can be provided. Therefore, as described above, no trouble occurs, and
In the lower half part, the joining end faces 10 of the preceding walls on both sides are ground by the above-mentioned thickness (10 cm in the above example) (third part).
Figure). This is possible because concrete is young and the end faces suppress mutual repulsion during excavation. In this case, since the non-hard ground 3 and the joint end surface 10 of concrete are excavated at the same time, an upward reaction force acts on the excavator due to the difference in excavation resistance, but this reaction force can be countered by the own weight of the excavator. Therefore, it is possible to prevent the excavation accuracy from decreasing due to the reaction force. In this way, the joint end surface of the preceding wall is scraped off by a slight width to expose the bare surface of concrete to which slime does not adhere.
この後、内側裏当板も撤去し、継手函内部と連通させ、
後行壁２Ｂの鉄筋籠７Ｂを挿入する。この鉄筋籠端部
は、先行壁２Ａのものと対応している。すなわち上半部
では、既に形成された先行壁２Ａの継手函内まで延長さ
れて、先行壁の接続用横鉄筋とラップジョイント或いは
他の手段により構造力学的に連結される接続部鉄筋７ｊ
をもつが、下半部にはそれがない。After this, also remove the inner backing plate, to communicate with the inside of the joint box,
Insert the rebar cage 7B of the trailing wall 2B. This rebar cage end corresponds to that of the leading wall 2A. That is, in the upper half portion, the connecting portion reinforcing bar 7j is extended to the already formed joint box of the preceding wall 2A and structurally mechanically connected to the connecting transverse reinforcing bar of the preceding wall by a lap joint or other means.
It has, but it does not exist in the lower half.
さらに、コンクリートを打設して、地下連続壁を完成す
るが、接合部は、上半部では剛接合され、下半部では面
接合されることは以上から明らかである。Furthermore, it is clear from the above that concrete is poured to complete the underground wall, but the joint is rigidly joined in the upper half and surface-joined in the lower half.
地下連続壁２の下半部は、単に止水作用が得られれば足
りるので、前記掘削機によりスライムの付着しないコン
クリートの地肌を露出させたことと併せて、その壁厚が
小さくてもよい。一方、上半部は、確実な土留作用をも
たらすためにその壁厚を大きく設定するとともに剛接合
とすることが望ましい。The lower half portion of the underground continuous wall 2 may have a small wall thickness in addition to exposing the bare surface of concrete to which slime does not adhere by the excavator, because the water blocking effect is sufficient. On the other hand, it is desirable that the upper half portion has a large wall thickness and is rigidly joined in order to bring about a reliable earth retaining action.
ところが、地下連続壁を本発明のように上半部と下半部
とに区分けしないで確実な土留を行おうとした場合に
は、下半部の止水性を確保せんとして全体の壁厚を小さ
く設定すると上半部の土留作用が不十分になる反面、上
半部の土留を確実に行うために全体の壁厚を大きく設定
すると、下半部が必要以上に厚くなってコンクリートの
無駄が多くコストダウンに不利となる。However, if an attempt is made to secure soil retention without dividing the continuous underground wall into upper and lower halves as in the present invention, the overall wall thickness will be reduced by not securing water stoppage in the lower half. If set, the soil retention effect in the upper half will be insufficient, but if the overall wall thickness is set large to ensure the soil retention in the upper half, the lower half will be thicker than necessary and much concrete will be wasted. It is disadvantageous for cost reduction.
これに対し、本発明では、下半部の厚みを上半部より小
さくしたので、厚みの減少分のコンクリート量を減ずる
ことができるとともに、上半部を横鉄筋の連結による剛
接合としたので、構造的支持力を有する地下連続壁を構
築することができるのである。On the other hand, in the present invention, since the thickness of the lower half is smaller than that of the upper half, it is possible to reduce the amount of concrete for the reduction in thickness, and the upper half is rigidly joined by connecting horizontal rebars. It is possible to construct an underground continuous wall with structural support.
さらに、この実施例では、上半部の剛接合を行うための
継手函８に掘削機が触れないように外側裏当て板９ａの
厚さ寸法を設定したので、後行溝の掘削にあたっては、
先行壁の上半部が掘削機により削り取られず、後行壁用
のコンクリート量を減ずることができ、前記下半部のコ
ンクリート量を減ずることができることと相俟ってコン
クリートの節約を図ることができる。Furthermore, in this embodiment, since the thickness dimension of the outer backing plate 9a is set so that the excavator does not touch the joint box 8 for performing the rigid joining of the upper half part, when excavating the trailing groove,
Since the upper half of the preceding wall is not scraped off by the excavator, the amount of concrete for the trailing wall can be reduced, and the amount of concrete in the lower half can be reduced, so that concrete can be saved. it can.
しかも、先行壁の上半部を削り取らないので、掘削機に
よる全体の掘削量を減らすことができ、先行地下壁の下
半部のコンクリートが若令時に打継ぎ端部を浅く削り取
るだけであること、さらに回転軸を水平としたカッター
を用いることと相俟って、掘削効率を著しく向上させる
ことができ、かつ掘削機の容量を小さくすることができ
るとともにその寿命を向上させることができる。Moreover, since the upper half of the preceding wall is not shaved off, the total amount of excavation by the excavator can be reduced, and the concrete of the lower half of the preceding underground wall only shaves off the joint end at a young age. Further, coupled with the use of a cutter having a horizontal rotation axis, excavation efficiency can be significantly improved, the capacity of the excavator can be reduced, and the life of the excavator can be improved.
このような変断面の地下連続壁に対応する溝を掘削する
方法にふれておく。第１図左図のように、掘削機の掘削
巾を、下半部壁厚と定めて、まず、不透水性硬質地盤３
ａまで掘削し、次に、この掘削された溝内にガイド枠１
１を吊り下げ、このガイド枠に、側面を摺動させながら
掘削機を並行させ、基準面まで掘削すると、ガイド枠の
巾の分だけ、上半部の壁厚が大きくなる。ガイド枠の側
面には、掘削機の摺動を容易にするスライド板１１ａを
取付けるとよい。We will touch on the method of excavating the trench corresponding to the underground continuous wall with such a variable cross section. As shown in the left diagram of Fig. 1, the excavator's excavation width is defined as the lower half wall thickness, and first, the impermeable hard ground 3
excavation up to a, and then, in the excavated groove, the guide frame 1
When 1 is suspended and the excavator is parallel to this guide frame while sliding the side surface, and the excavation is performed up to the reference plane, the wall thickness of the upper half portion increases by the width of the guide frame. A slide plate 11a that facilitates sliding of the excavator may be attached to the side surface of the guide frame.
《効果》 以上のように本発明に係る地下連続壁の打継ぎ構築方法
によれば、コンクリート量を減ずることができながら、
構造的支持力を有する地下連続壁とすることができ、し
かも回転軸を水平とした円筒体の表面に複数のカッター
を取付けた掘削機を用いて先行地下壁のコンクリートが
若令時に後行地下壁部分の非硬質地盤を掘削すると同時
に先行地下壁の下半部における打継ぎ端部を浅く削り取
るので、先行壁の端面を小さな切削抵抗によって均等な
厚さだけ削り取ることができ、従って切削によって露出
された面は均質なスライムの付着のない面となり、ここ
に後行地下壁のコンクリートを緊密に接合させて地下連
続壁を良好に打継構築することができる。<Effect> As described above, according to the method for constructing a joint of an underground continuous wall according to the present invention, while the amount of concrete can be reduced,
It is possible to make a continuous underground wall with structural bearing capacity, and use an excavator with multiple cutters attached to the surface of a cylindrical body with a horizontal axis of rotation to make the concrete of the preceding underground wall fall behind when it is young. Since the non-hard ground of the wall is excavated and at the same time the cutting end of the lower half of the preceding basement wall is shaved off, the end face of the preceding wall can be shaved to a uniform thickness with a small cutting force, and therefore exposed by cutting. The formed surface is a surface without uniform adherence of slime, and concrete of the succeeding underground wall can be closely joined to this surface to successfully construct a continuous underground wall.
第１図は本発明の実施例を示す概略断面図であり、その
左側は溝の掘削状況、右側は実施後の状態を示し、第２
図ないし第４図は、それぞれ本発明に係る地下連続壁の
各施工段階における平面断面図を、上半部と下半部とに
ついて関連づけて表示したものであり、各図の上側図面
は上半部を下側面図は下半部をそれぞれ示し、第５図な
いし第７図は、それぞれ第４図ないし第６図に対応する
正面断面図であり、第８図および第９図は、継手函の平
面断面詳細図であり、第８図はロッキング部材を挿入し
た場合を示し、第９図は基板をボルトで補強した場合を
示す。 １…地下構造物、２…地下連続壁 ２Ａ…先行壁、２Ｂ…後行壁 ５…溝、５Ａ…先行溝 ６…掘削機、６ａ…回転軸 ６ｂ…回転円筒面、６ｃ…カッターFIG. 1 is a schematic cross-sectional view showing an embodiment of the present invention, in which the left side shows a trench excavation state, the right side shows a state after implementation, and FIG.
Drawing-Drawing 4 show the plane sectional view in each construction stage of each underground continuous wall concerning the present invention, showing in relation with the upper half part and the lower half part, and the upper drawing of each figure is the upper half. 5 to 7 are front cross-sectional views corresponding to FIGS. 4 to 6, respectively, and FIGS. 8 and 9 are joint boxes. 8 is a detailed plan cross-sectional view of FIG. 8, FIG. 8 shows a case where a locking member is inserted, and FIG. 9 shows a case where the substrate is reinforced with bolts. DESCRIPTION OF SYMBOLS 1 ... Underground structure, 2 ... Underground continuous wall 2A ... Leading wall, 2B ... Trailing wall 5 ... Groove 5A ... Leading groove 6 ... Excavator, 6a ... Rotating shaft 6b ... Rotating cylindrical surface, 6c ... Cutter
Claims (1)
あって、根伐底より適宜根入れした地点を基準面とし、
該基準面の上部を上半部とし、下部を下半部とし、該上
半部がその下半部より幅広となるように複数の先行溝を
横方向に所定の間隔を置いて掘削した後、該先行溝にそ
の上半部のみに横鉄筋を有する鉄筋篭を挿入してからコ
ンクリートを打設して上半部の厚みが大きい先行地下壁
を構築し、 次いで前記所定の間隔より若干大きな横幅を有するとと
もに回転軸を水平とした円筒体の表面に複数のカッター
を取付けた掘削機を用いて、前記コンクリートの若令時
に前記先行地下壁に対応して前記上半部がその下半部よ
り幅広となるように該先行地下壁の間に後行溝を掘削す
ると同時に先行地下壁の下半部における打継端部を浅く
削り取り、 前記後行溝にその上半部のみに横鉄筋を有する鉄筋籠を
挿入し、該鉄筋籠の横鉄筋と前記先行地下壁の横鉄筋と
を相互に連結し、前記後行溝にコンクリートを打設し、
上半部の厚みが大きい後行地下壁を構築することで前記
先行地下壁と後行地下壁とを上半部が剛接合で下半部が
面接合となるように打継ぐことを特徴とする地下連続壁
の打継ぎ構築方法。1. A method of constructing an underground continuous wall on non-hard ground, wherein a point appropriately rooted from the root cutting is used as a reference plane,
After excavating a plurality of preceding grooves laterally at predetermined intervals so that the upper part of the reference plane is the upper half and the lower part is the lower half, and the upper half is wider than the lower half. , Inserting a reinforcing bar cage with transverse reinforcing bars only in the upper half of the preceding groove and then placing concrete to construct a preceding underground wall with a large thickness in the upper half, and then slightly larger than the predetermined interval Using an excavator equipped with a plurality of cutters on the surface of a cylindrical body having a horizontal axis with a horizontal rotation axis, the upper half corresponds to the preceding underground wall when the concrete is young, and the upper half is the lower half. A trailing groove is excavated between the preceding underground walls so as to be wider, and at the same time, the connecting end portion in the lower half of the preceding underground wall is shaved off, and a horizontal reinforcing bar is provided only in the upper half of the trailing groove. Insert the rebar cage that has the horizontal rebar of the rebar cage and the side of the preceding underground wall Connects the muscle to each other, and Da設 concrete into the trailing grooves,
By constructing a trailing underground wall with a large thickness in the upper half, the leading underground wall and the trailing underground wall are joined so that the upper half is rigidly joined and the lower half is surface joined. How to construct jointing of underground continuous walls.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62118165A JPH0645932B2 (en) | 1987-05-15 | 1987-05-15 | Construction method of splicing underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62118165A JPH0645932B2 (en) | 1987-05-15 | 1987-05-15 | Construction method of splicing underground continuous wall |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6434880A Division JPS56159419A (en) | 1980-05-15 | 1980-05-15 | Continuous underground wall and construction thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62296008A JPS62296008A (en) | 1987-12-23 |
| JPH0645932B2 true JPH0645932B2 (en) | 1994-06-15 |
Family
ID=14729719
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP62118165A Expired - Lifetime JPH0645932B2 (en) | 1987-05-15 | 1987-05-15 | Construction method of splicing underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0645932B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011220026A (en) * | 2010-04-13 | 2011-11-04 | Technos Kk | Method for constructing earth retaining wall |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES420924A1 (en) * | 1972-12-14 | 1976-04-01 | Hydrosol | Device for drilling in hard rock formation |
| JPS525908A (en) * | 1975-07-01 | 1977-01-18 | Tone Boring Co | Method of executing impervious wall |
-
1987
- 1987-05-15 JP JP62118165A patent/JPH0645932B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPS62296008A (en) | 1987-12-23 |
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