JP3066672B2 - Groundwater condensing method for underground diaphragm wall - Google Patents
Groundwater condensing method for underground diaphragm wallInfo
- Publication number
- JP3066672B2 JP3066672B2 JP4050039A JP5003992A JP3066672B2 JP 3066672 B2 JP3066672 B2 JP 3066672B2 JP 4050039 A JP4050039 A JP 4050039A JP 5003992 A JP5003992 A JP 5003992A JP 3066672 B2 JP3066672 B2 JP 3066672B2
- Authority
- JP
- Japan
- Prior art keywords
- groundwater
- excavation hole
- continuous wall
- underground continuous
- crushed stone
- 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
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Description
【０００１】[0001]
【産業上の利用分野】この発明は、埋殺し山留め壁によ
る連続した地下構造物や、建物の基礎となる地中連続壁
において、地下水遮断による水位上昇または低下や、水
の腐れ等の公害を防止することができる地中連続壁の地
下水復水化工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a continuous underground structure formed by buried mountain retaining walls and an underground continuous wall serving as a foundation of a building. The present invention relates to a groundwater condensing method for underground diaphragm walls that can be prevented.
【０００２】[0002]
【従来の技術】地中連続壁は周知のとおり土留め壁、止
水壁や構造物の基礎あるいは地下構造物などを構成する
ものである。地中連続壁は、例えば、以下のようにして
構築される。すなわち、地盤中に、連続壁の部分を構成
する先行エレメントを、互いにほぼ一つのエレメントの
長さ分を隔てた状態に形成する。これら先行エレメント
は、この先行エレメント を形成するための掘削孔を穿
孔した後、その掘削孔内に鉄筋籠を建て込み、そこにコ
ンクリートを打設することにより築造する。先行エレメ
ント が築造されたならば、それら先行エレメント 間を
掘削して後行エレメント 用の掘削孔を穿孔する。しか
る後、この後行エレメント用掘削孔 に鉄筋籠を建て込
み、コンクリートを打設して後行エレメント を形成
し、前記先行エレメント と後行エレメントとを接続す
ることにより地中に連続した壁体、すなわち地中連続壁
を形成する。2. Description of the Related Art As is well known, underground continuous walls constitute earth retaining walls, water blocking walls, foundations of structures or underground structures. The underground continuous wall is constructed, for example, as follows. That is, the preceding elements constituting the continuous wall portion are formed in the ground so as to be separated from each other by substantially one element length. These precedent elements are constructed by drilling a borehole to form this precedent element, then laying a steel cage in the borehole and casting concrete there. Once the preceding elements have been built, drill between them and drill holes for the following elements. Thereafter, a reinforcing bar is erected in the drilling hole for the subsequent element, concrete is cast to form a subsequent element, and the preceding element and the subsequent element are connected to form a continuous wall in the ground. That is, an underground continuous wall is formed.
【０００３】[0003]
【発明が解決しようとする課題】ところで、上記のよう
にして構築された地中連続壁では、地下鉄、道路、共同
溝等の基礎等のように延長が長いものの場合、地下水が
地中連続壁で遮断されてしまい、上流側では地下水位上
昇、地盤軟弱化、下流側では地下水位低下、圧密沈下、
井戸枯れ、水の腐れ等の公害を引き起こすことになる。
この発明は上記事情に鑑みてなされたものであり、地下
水を通水して上記のような公害を防止することができる
地中連続壁の地下水復水化工法を提供することを目的と
している。In the underground continuous wall constructed as described above, if the extension is long, such as the foundation of a subway, a road, a common ditch, or the like, the groundwater flows through the underground continuous wall. The groundwater level rises and the ground softens on the upstream side, the groundwater level drops on the downstream side, consolidation settlement,
It causes pollution such as well withering and water decay.
The present invention has been made in view of the above circumstances, and it is an object of the present invention to provide a method of condensing groundwater into a ground wall, which can prevent the above-mentioned pollution by passing groundwater.
【０００４】[0004]
【課題を解決するための手段】上記目的を達成するため
に、この発明の地中連続壁の地下水復水化工法は、地盤
に地中連続壁を構築するための掘削孔を穿孔し、次い
で、この掘削孔に、該掘削孔をその長さ方向に仕切る一
対の仕切り板と、この仕切り板間に配設されて、これら
仕切り板間の掘削孔をその幅方向に仕切る鋼管からなる
矢板とを挿入し、次に、上記仕切り板間の掘削孔に多数
の透水砕石を充填した後、上記一対の仕切り板の外側に
位置する上記掘削孔にコンクリートを打設し、次いで、
地下構築物完了後上記矢板を掘削孔から引き抜くことを
特徴としている。SUMMARY OF THE INVENTION In order to achieve the above object, a method for condensing groundwater in an underground continuous wall according to the present invention comprises: drilling an excavation hole for constructing an underground continuous wall in the ground; A pair of partition plates that partition the borehole in the length direction thereof, and a steel pipe disposed between the partition plates to partition the borehole between the partition plates in the width direction. After inserting a sheet pile and then filling a number of permeable crushed stones in the excavation holes between the partition plates, concrete is poured into the excavation holes located outside the pair of partition plates,
After completion of the underground construction, the sheet pile is pulled out of the excavation hole.
【０００５】[0005]
【０００６】[0006]
【作用】この発明の地中連続壁の地下水復水化工法にあ
っては、地中連続壁を構築するための掘削孔に、砕石を
充填した後、矢板を掘削孔から引き抜くようにしたの
で、砕石が充填された砕石層が地中連続壁の厚さ方向に
おいて通水可能になり、これによって地下水が地中連続
壁で遮断されてしまうことがなく、砕石層を通水する。[Action] In the groundwater recovery hydration method of underground continuous wall according to the present invention, the wellbore for constructing underground continuous walls, after filling the crushed stone. Thus pull the sheet piles from borehole Then, the crushed stone layer filled with crushed stone can flow in the thickness direction of the underground continuous wall, whereby the groundwater is not interrupted by the underground continuous wall, and the crushed stone layer flows through.
【０００７】また、この発明の地中連続壁の地下水復水
化工法にあっては、矢板を通常の鋼鈑より剛性の高い鋼
管によって構成したので、通常の地中連続壁と同程度の
強度・変位を期待でき、特に大規模な地中構造物を構築
する際に有効である。また、鋼管の底部をスリット構造
にすることにより、排水用深井戸として利用でき、本体
構築物を痛めることなく、排水処理が可能になる。In the groundwater condensing method for underground continuous wall according to the present invention, since the sheet pile is formed of a steel pipe having higher rigidity than a normal steel plate, the strength is substantially the same as that of a normal underground continuous wall.・ Displacement can be expected, which is especially effective when constructing large-scale underground structures. In addition, by forming the bottom of the steel pipe in a slit structure, it can be used as a deep well for drainage, and can perform drainage treatment without damaging the main body structure.
【０００８】[0008]
【実施例】以下、この発明の実施例を説明するが、本発
明の実施例の説明に先立ち、図１〜図７を参照して本発
明の基礎となった技術について説明する。まず地盤Ｇ中
に、地中連続壁１の部分を構成する先行エレメント２…
を、互いにほぼ一つのエレメントの長さ分を隔てた状態
に形成する。先行エレメント２の形成は、次のようにし
て行う。すなわち、先行エレメント２を形成するための
掘削孔を、ガット（掘削機の一種）で掘削し、１次スラ
イム処理を施した後、その掘削孔に、前後土木シートを
備えた鉄筋篭４を建て込む。次に、左右端の仕切り鋼鈑
に沿わしてカバープレートを建て込み、両端部の下部に
根固め用の砕石を投入する。次いで、トレミー管を建て
込み、２次スライム処理後、コンクリートを打設する。DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the present invention will be described below.
Prior to the description of the embodiment, the present invention will be described with reference to FIGS.
The technology on which Ming was based will be described. First, in the ground G, a preceding element 2 which forms a part of the underground continuous wall 1 ...
Are formed so as to be separated from each other by substantially one element length. The formation of the preceding element 2 is performed as follows. That is, after excavating the excavation hole for forming the preceding element 2 with a gut (a type of excavator) and performing the primary slime treatment, the rebar cage 4 having the front and rear civil engineering sheets is built in the excavation hole. Put in. Next, cover plates are erected along the partition steel plates at the left and right ends, and crushed stones for consolidation are put into lower portions at both ends. Next, a tremy tube is erected, and after the secondary slime treatment, concrete is poured.
【０００９】先行エレメント２…が築造されたならば、
次のようにして後行エレメント５…を構築する。すなわ
ち、上記先行エレメント２，２間をガットで掘削して後
行エレメント用の掘削孔６を穿孔し、１次スライム処理
を施した後、上記先行エレメント２の両端部のカバープ
レートを引き上げる。When the preceding elements 2 are constructed,
The following elements 5 are constructed as follows. That is, after excavating between the preceding elements 2 and 2 with a gut, the excavation hole 6 for the following element is drilled, and after performing the primary slime treatment, the cover plates at both ends of the preceding element 2 are pulled up.
【００１０】次に、上記後行エレメント用の掘削孔６の
中央部に通水部１０を建て込む。この通水部１０は次の
ように構成されている。すなわち図２ないし図５に示す
ように、後行エレメント用の掘削孔６の中央部には該掘
削孔６をその長さ方向に仕切る一対の仕切り板１１，１
１が設けられている。これら仕切り板１１，１１はその
幅が上記掘削孔６より若干短いＨ形鋼からなるものであ
り、そのウェブ１１ａ，１１ａを互いに対向させて配設
されている。上記ウェブ１１ａの裏面側には略コ字状を
なすジベル筋１２…が掘削孔６の深さ方向に所定間隔で
固定されている。Next, a water flow section 10 is erected at the center of the drilling hole 6 for the trailing element. The water passage 10 is configured as follows. That is, as shown in FIGS. 2 to 5, a pair of partition plates 11, 1 for dividing the excavation hole 6 in its longitudinal direction are provided at the center of the excavation hole 6 for the following element.
1 is provided. These partition plates 11, 11 are made of H-section steel, the width of which is slightly shorter than the above-mentioned excavation hole 6, and their webs 11a, 11a are arranged facing each other. On the back side of the web 11a, substantially U-shaped dowels 12 are fixed at predetermined intervals in the depth direction of the excavation hole 6.
【００１１】上記仕切り板１１，１１間の前方側（図２
において下方側）には、腹起こし１３…がその両端部を
仕切り板１１，１１の一方のフランジ１１ｂ，１１ｂに
固定されて水平に設けられている。腹起こし１３は断面
コ字状の溝形鋼からなるものであり、掘削孔の深さ方向
に所定間隔で互いに平行に設けられている。また、仕切
り板１１，１１間の後方側（図２において上方側）に
は、断面Ｌ字状の支持梁１４…がその両端部を仕切り板
１１，１１の他方のフランジ１１ｃ，１１ｃに固定され
て設けられている。これら支持梁１４…は、図５に示す
ように、最上方に位置するものが水平に設けられ、それ
から下方に位置するものは、互いに逆方向に傾斜し、か
つ互いに連接して設けられている。The front side between the partition plates 11, 11 (FIG. 2)
Are provided horizontally with their both ends fixed to one of the flanges 11b, 11b of the partition plates 11, 11, respectively. The prow 13 is made of a channel steel having a U-shaped cross section, and is provided in parallel with each other at predetermined intervals in the depth direction of the excavation hole. On the rear side (upper side in FIG. 2) between the partition plates 11, 11, support beams 14 having an L-shaped cross section are fixed at both ends to the other flanges 11c, 11c of the partition plates 11, 11, respectively. It is provided. As shown in FIG. 5, the support beams 14 are horizontally provided at the uppermost position, and are inclined in opposite directions and connected to each other at the lower position. .
【００１２】さらに、上記仕切り板１１，１１間の中央
部には、これら仕切り板１１，１１間の掘削孔６をその
幅方向に仕切る鋼矢板（矢板）１５が挿入されている。
この鋼矢板１５は、上記掘削孔の深さ方向に長尺なもの
であり、２枚の断面略コ字状をなす鋼鈑１５ａ，１５ｂ
によって構成されている。これら鋼鈑１５ａ，１５ｂ
は、それぞれ断面略コ字状をなす溝形鋼からなり、それ
ぞれの開口部を掘削孔６の幅方向に互いに逆に向けて配
設され、互いに隣接する耳部が掘削孔６の深さ方向に摺
動自在に連結されている。また、鋼鈑１５ａ，１５ｂの
他方の耳部はそれぞれ上記仕切り板１１，１１に掘削孔
６の深さ方向に摺動自在に連結されている。Further, a steel sheet pile (sheet pile) 15 for partitioning the excavation hole 6 between the partition plates 11 and 11 in the width direction thereof is inserted into a central portion between the partition plates 11 and 11.
The steel sheet pile 15 is elongated in the depth direction of the excavation hole, and has two steel sheets 15a and 15b having a substantially U-shaped cross section.
It is constituted by. These steel plates 15a, 15b
Are each formed of a channel steel having a substantially U-shaped cross section, and each opening is disposed so as to be opposite to each other in the width direction of the drilling hole 6. Are slidably connected to each other. The other ears of the steel plates 15a and 15b are slidably connected to the partition plates 11 and 11 in the depth direction of the excavation hole 6, respectively.
【００１３】上記構成の通水部１０は図６に示すよう
に、掘削孔の深さ方向において符号Ｄで示す部分におい
て２分割されている。このような通水部１０を掘削孔に
建て込んだならば、該通水部１０の両側にそれぞれ鉄筋
篭１６，１６を建て込む（図１および図２参照）。その
後、通水部１０が建て込まれた掘削孔６に注入管を用い
て泥水固化材を注入して、根固め部１７を形成し、これ
によって２分割された通水部１０の下側の部分を固定す
る。この泥水固化材は通水部の根固めおよび遮水を行う
ものであり、その注入高さは土層構成によって決定され
る。As shown in FIG. 6, the water passage section 10 having the above structure is divided into two portions at a portion indicated by reference symbol D in the depth direction of the excavation hole. When such a water passage part 10 is built in the excavation hole, reinforcing steel cages 16 and 16 are built on both sides of the water passage part 10 (see FIGS. 1 and 2). After that, the muddy water solidifying material is injected into the excavation hole 6 in which the water passage section 10 is built using an injection pipe to form a root consolidation section 17, whereby the lower part of the water passage section 10 divided into two parts is formed. Secure the part. This muddy water solidifying material is used to consolidate and block water in the water passage portion, and the injection height is determined by the soil layer configuration.
【００１４】次に、上記通水部１０が建て込まれた掘削
孔６に単粒砕石（径：２０〜３０mm）を投入して、根固
め部１７の上に、多数の砕石を構築すべき地中連続壁の
天端まで充填して砕石層２０を形成する。この砕石層２
０は、砕石間の隙間を介して通水可能であり、またコン
クリート側圧に対する支保材としても機能する。Next, a single crushed stone (diameter: 20 to 30 mm) is put into the excavation hole 6 in which the water passage section 10 is built, and a large number of crushed stones are to be constructed on the root compaction section 17. The crushed stone layer 20 is formed by filling up to the top of the underground continuous wall. This crushed stone layer 2
Numeral 0 allows water to flow through the gap between the crushed stones, and also functions as a supporting material against concrete side pressure.
【００１５】次いで、上記鉄筋篭１６，１６にトレミー
管を建て込み、２次スライム処理後、コンクリートを打
設して後行エレメント５を構築する。その後、上記砕石
層２０に、導水管を用いて圧縮空気・清水を送り込み、
砕石の安定液等を洗い流して砕石層２０の透水性を良く
する。Next, a tremy tube is erected in the reinforced cages 16 and 16, and after the secondary slime treatment, concrete is cast to construct the succeeding element 5. Thereafter, compressed air and fresh water are sent into the crushed stone layer 20 using a water pipe,
The stable liquid of the crushed stone is washed away to improve the water permeability of the crushed stone layer 20.
【００１６】そして、埋め戻し完了後、上記矢板１５
（鋼鈑１５ａ，１５ｂ）を、多滑車等によって引き抜
く。この時、若干砕石層２０が低下するが、この低下分
はさらに砕石を投入して補充する。After completion of the backfill, the sheet pile 15
(The steel plates 15a and 15b) are pulled out with a multiple pulley or the like. At this time, the crushed stone layer 20 slightly lowers, and the reduced amount is further supplied by adding crushed stone.
【００１７】上記のように最後に矢板１５を引き抜くこ
とによって、上記砕石層２０は地中連続壁１の厚さ方向
において通水可能になる。したがって、地下水が地中連
続壁１で遮断されてしまうことがなく、砕石層２０を通
水するので、上流側における地下水位上昇、地盤軟弱
化、下流側における地下水位低下、圧密沈下、井戸枯
れ、水の腐れ等の公害を防止することができる。By finally pulling out the sheet pile 15 as described above, the crushed stone layer 20 can pass water in the thickness direction of the underground continuous wall 1. Therefore, the groundwater is not interrupted by the underground continuous wall 1 and flows through the crushed stone layer 20, so that the groundwater level rises on the upstream side, the ground softens, the groundwater level decreases on the downstream side, consolidation settlement, and well wither. , Water pollution and the like can be prevented.
【００１８】また、地層が複数層から構成されていて
も、上記砕石層２０は地盤の深さ方向に連続しているの
で、問題なく地下水を通水させることができ、さらに、
図７に示すように、地中連続壁１に隣接する地下構造物
等Ｋによって透水層Ｔの地下水の流通が遮断されていて
も、該地下水は砕石層２０を上昇・下降して通水するの
で問題が生じることがないし、砕石層２０の厚さを調節
することによって砕石層２０における上昇・下降の通水
量を調節することができる。Even if the stratum is composed of a plurality of layers, the crushed stone layer 20 is continuous in the depth direction of the ground, so that groundwater can be passed without any problem.
As shown in FIG. 7, even if the underground structure K or the like adjacent to the underground continuous wall 1 blocks the flow of the groundwater in the permeable layer T, the groundwater flows up and down the crushed stone layer 20. Therefore, there is no problem, and the amount of water flowing up and down in the crushed stone layer 20 can be adjusted by adjusting the thickness of the crushed stone layer 20.
【００１９】さらに、通常の地盤に地中連続壁を構築し
た場合において、地下水の通水性を保つには、地下水頭
差が地盤の透水係数によって異なるが、地中連続壁の総
面積に対して５〜１５％の通水部が必要であることが試
算によって確認されている。したがって、上記地中連続
壁１ではその延長１０ｍ当り、砕石層２０の厚さは０.
５〜１.５ｍ程度の薄さでよいので、連壁端部に無理な
応力が作用することがない。また、矢板１５は腹起こし
１３…によって補強されているので、上記地中連続壁１
の長さ方向における変位も、通常の地中連続壁と同程度
に抑さえることができる。Further, in the case where an underground continuous wall is constructed on ordinary ground, in order to maintain the permeability of groundwater, the difference in groundwater head differs depending on the permeability of the ground. It has been confirmed by trial calculation that a water passage of 5 to 15% is required. Therefore, the underground continuous
On the wall 1, the thickness of the crushed stone layer 20 is 0.1 mm per 10 m of the extension.
Since the thickness may be as thin as about 5 to 1.5 m, no unreasonable stress acts on the end of the continuous wall. Further, since the sheet pile 15 is reinforced by the belly bars 13, the underground continuous wall 1 is formed.
Can be suppressed to the same extent as a normal underground continuous wall.
【００２０】加えて、上記地中連続壁１はその一部に砕
石層２０があるだけの簡単な構造であるので、従来のラ
ップジョイント式地中連続壁と同程度の工事費で済み、
また施工も容易である。In addition, since the underground continuous wall 1 has a simple structure in which only the crushed stone layer 20 is provided in a part thereof, the construction cost is substantially the same as that of the conventional lap joint type underground continuous wall.
Construction is also easy.
【００２１】以上でこの発明の基礎となった技術につい
て説明したが、次に図８および図９を参照してこの発明
の実施例を示す。この実施例では矢板を掘削孔の深さ方
向に延在する鋼管２２，２２で構成したものであり、他
の構成は上記の地中連続壁１と同様なので同一符号を付
してその説明を省略する。この実施例では、先行エレメ
ント間を掘削し、この掘削孔６の中央部に仕切り板１
１，１１を建て込み、これら仕切り板１１，１１間に一
対の鋼管２２，２２を互いに平行に建て込む。この際、
鋼管２２，２２どうし、および鋼管２２と仕切り板１１
とを上下方向に摺動自在に連結する。The above is a description of the technology on which the present invention is based.
The invention has been described with reference to FIGS.
The following shows an example. In this embodiment, the sheet pile is
It is composed of steel pipes 22, 22 extending in
Is the same as that of the underground continuous wall 1 described above, and the same reference numerals are given and the description thereof is omitted. In this embodiment, the space between the preceding elements is excavated, and the partition plate 1 is provided at the center of the excavation hole 6.
1 and 11 are erected, and a pair of steel pipes 22 and 22 are erected between the partition plates 11 and 11 in parallel with each other. On this occasion,
The steel pipes 22, 22 and the steel pipe 22 and the partition plate 11
Are slidably connected in the vertical direction.
【００２２】次いで、上記鋼管２２，２２が建て込まれ
た掘削孔に単粒砕石（径：２０〜３０mm）を投入して砕
石層２０を形成する。この砕石層２０は、砕石間の隙間
を介して通水可能であり、またコンクリート側圧に対す
る支保材としても機能する。Next, a single crushed stone (diameter: 20 to 30 mm) is introduced into the excavation hole in which the steel pipes 22 and 22 are erected to form the crushed stone layer 20. The crushed stone layer 20 is capable of passing water through gaps between crushed stones, and also functions as a support material against concrete side pressure.
【００２３】次いで、２次スライム処理後、上記仕切り
板１１，１１の外側の掘削孔にコンクリートを打設して
後行エレメント５を構築し、最後に、上記矢板鋼管２
２，２２を掘削孔から引き抜く。Next, after the secondary slime treatment, concrete is poured into the excavation holes outside the partition plates 11 and 11 to construct the following element 5, and finally, the sheet pile steel pipe 2
Withdraw 2,22 from the borehole.
【００２４】上記のように矢板として、鋼管２２，２２
を用いれば、上記の地中連続壁１が奏する効果に加えて
次のような効果を得ることができる。すなわち、鋼管２
２は矢板１５より剛性が高いので、通常の地中連続壁と
同程度の強度・変位を期待でき、特に大規模な地中構造
物を構築する際に有効である。また、鋼管２２にストレ
ナー加工を施せば、図９に示すように該鋼管２２から地
下水を揚水して地下水面や地下水位を低下させ、湧水の
防止、水圧の減少などを図ることができる、すなわちデ
ィープウエル工法を実施することもできる。As described above, the steel pipes 22, 22 are used as sheet piles.
Is used, the following effects can be obtained in addition to the effects of the underground continuous wall 1 described above . That is, the steel pipe 2
2 is higher in rigidity than the sheet pile 15, so that it can be expected to have the same strength and displacement as ordinary underground continuous walls, and is particularly effective when constructing a large-scale underground structure. Further, if the steel pipe 22 is subjected to the strainer processing, as shown in FIG. 9, the groundwater is pumped from the steel pipe 22 to lower the groundwater level and the groundwater level, thereby preventing spring water and reducing water pressure. That is, the deep well method can be performed.
【００２５】[0025]
【発明の効果】以上説明したように、この発明の地中連
続壁の地下水復水化工法によれば、地中連続壁を構築す
るための掘削孔に、該掘削孔をその長さ方向に仕切る一
対の仕切り板と、これら仕切り板間の掘削孔をその幅方
向に仕切る矢板とを挿入し、次に、仕切り板間の掘削孔
に多数の砕石を充填した後、上記一対の仕切り板の外側
に位置する上記掘削孔にコンクリートを打設し、次い
で、上記矢板を掘削孔から引き抜くようにしたので、砕
石が充填された砕石層が地中連続壁の厚さ方向において
通水可能になる。したがって、地下水が地中連続壁で遮
断されてしまうことがなく、砕石層を通水するので、上
流側における地下水位上昇、地盤軟弱化、下流側におけ
る地下水位低下、圧密沈下、井戸枯れ、水の腐れ等の公
害を防止することができる。As described above, according to the groundwater condensing method of the underground continuous wall according to the present invention, the excavation hole for constructing the underground continuous wall is provided with the excavation hole in the length direction thereof. After inserting a pair of partition plates and a sheet pile that partitions the excavation holes between these partition plates in the width direction thereof, and then filling the excavation holes between the partition plates with a large number of crushed stones, Concrete was poured into the excavation hole located on the outside, and then the sheet pile was pulled out from the excavation hole, so that the crushed stone layer filled with crushed stone could flow water in the thickness direction of the underground continuous wall. . Therefore, groundwater is not interrupted by the underground continuous wall, and the crushed stone layer flows through it, so the groundwater level rises on the upstream side, the ground softens, the groundwater level drops on the downstream side, consolidation sinking, well withering, water Pollution such as decay can be prevented.
【００２６】また、この発明の地中連続壁の地下水復水
化工法によれば、矢板として鋼管を用いたことにより、
上述した公害を防止することができるのは勿論のこと、
鋼管が通常の板状の矢板より剛性が高いので、通常の地
中連続壁と同程度の強度・変位を期待でき、特に大規模
な地中構造物を構築する際に有効である。さらに、鋼管
にストレナー加工を施せば、該鋼管から地下水を揚水し
て地下水面や地下水位を低下させ、湧水の防止、水圧の
減少などを図ることができる。According to the groundwater condensing method for the underground continuous wall of the present invention, the steel pipe is used as the sheet pile,
Not only can the above-mentioned pollution be prevented,
Since the steel pipe has higher rigidity than ordinary sheet piles, it can be expected to have the same strength and displacement as ordinary underground continuous walls, and is particularly effective when constructing large-scale underground structures. Further, if the steel pipe is subjected to the strainer processing, groundwater is pumped from the steel pipe to lower the groundwater level and the groundwater level, thereby preventing spring water and reducing water pressure.
【図１】この発明の基礎技術である地中連続壁の地下水
復水化工法を説明するためのもので、地中連続壁の水平
断面図である。FIG. 1 is a horizontal sectional view of an underground continuous wall for explaining a method of condensing groundwater in an underground continuous wall which is a basic technique of the present invention.
【図２】図１におけるＸ円部の拡大図である。FIG. 2 is an enlarged view of an X circle portion in FIG.
【図３】図１における通水部の斜視図である。FIG. 3 is a perspective view of a water passage section in FIG. 1;
【図４】図１におけるＢ矢視図である。FIG. 4 is a view as seen from the arrow B in FIG. 1;
【図５】図１におけるＣ矢視図である。FIG. 5 is a view taken in the direction of arrow C in FIG. 1;
【図６】図１におけるＡーＡ線視断面図である。FIG. 6 is a sectional view taken along line AA in FIG. 1;
【図７】この発明の基礎技術である地中連続壁の地下水
復水化工法を説明するためのもので、地中連続壁を含む
地盤の断面図である。FIG. 7 is a cross-sectional view of the ground including the underground continuous wall, for describing a method of condensing groundwater in the underground continuous wall which is a basic technique of the present invention.
【図８】この発明の実施例の地中連続壁の地下水復水化
工法を説明するためのもので、地中連続壁の要部の水平
断面図である。FIG. 8 is a horizontal sectional view of an essential part of the underground continuous wall for explaining the method of condensing groundwater in the underground continuous wall according to the embodiment of the present invention.
【図９】図８におけるＤーＤ線視断面図である。9 is a sectional view taken along line DD in FIG.
Ｇ 地盤 １ 地中連続壁 ６ 掘削孔 １０ 通水部 １１ 仕切り板 １５ 矢板 ２０ 砕石層 ２２ 鋼管 G ground 1 underground continuous wall 6 excavation hole 10 water passage section 11 partition plate 15 sheet pile 20 crushed stone layer 22 steel pipe
Claims (1)
孔を穿孔し、次いで、この掘削孔に、該掘削孔をその長
さ方向に仕切る一対の仕切り板と、この仕切り板間に配
設されて、これら仕切り板間の掘削孔をその幅方向に仕
切る鋼管からなる矢板とを挿入し、次に、上記仕切り板
間の掘削孔に多数の透水砕石を充填した後、上記一対の
仕切り板の外側に位置する上記掘削孔にコンクリートを
打設し、次いで、上記矢板を掘削孔から引き抜くことを
特徴とする地中連続壁の地下水復水化工法。An excavation hole for constructing an underground continuous wall is formed in the ground, and a pair of partition plates for partitioning the excavation hole in a length direction thereof is formed between the excavation hole and the partition plate. Arranged, insert a sheet pile made of steel pipe to partition the excavation hole between these partition plates in the width direction, and then, after filling the excavation hole between the partition plates with a large number of permeable crushed stones, A method of condensing groundwater into a ground wall, wherein concrete is poured into the excavation hole located outside the partition plate, and then the sheet pile is pulled out of the excavation hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4050039A JP3066672B2 (en) | 1992-03-06 | 1992-03-06 | Groundwater condensing method for underground diaphragm wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4050039A JP3066672B2 (en) | 1992-03-06 | 1992-03-06 | Groundwater condensing method for underground diaphragm wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH05247929A JPH05247929A (en) | 1993-09-24 |
| JP3066672B2 true JP3066672B2 (en) | 2000-07-17 |
Family
ID=12847864
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4050039A Expired - Fee Related JP3066672B2 (en) | 1992-03-06 | 1992-03-06 | Groundwater condensing method for underground diaphragm wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3066672B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6374736B2 (en) * | 2014-09-17 | 2018-08-15 | 大成建設株式会社 | Underground structure and construction method of underground structure |
-
1992
- 1992-03-06 JP JP4050039A patent/JP3066672B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH05247929A (en) | 1993-09-24 |
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