JPS6235696Y2 - - Google Patents
Info
- Publication number
- JPS6235696Y2 JPS6235696Y2 JP1980114559U JP11455980U JPS6235696Y2 JP S6235696 Y2 JPS6235696 Y2 JP S6235696Y2 JP 1980114559 U JP1980114559 U JP 1980114559U JP 11455980 U JP11455980 U JP 11455980U JP S6235696 Y2 JPS6235696 Y2 JP S6235696Y2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- concrete
- wall element
- jig
- trench
- 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
Links
- 239000012530 fluid Substances 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 6
- 238000005192 partition Methods 0.000 description 3
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- -1 As shown in FIG. 1b Substances 0.000 description 1
- 238000009530 blood pressure measurement Methods 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000010720 hydraulic oil Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Landscapes
- Underground Or Underwater Handling Of Building Materials (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Description
【考案の詳細な説明】
本考案は連続地中壁を構築する時使用されるコ
ンクリート打込み用治具に関するものである。[Detailed Description of the Invention] The present invention relates to a concrete casting jig used when constructing a continuous underground wall.
従来より連続地中壁を構築する場合、例えば第
１図ａに示すように所定間隔をおいて掘削溝２
０，２１を設け、この掘削溝内の一定長を仕切部
材で区切つてコンクリートを打設して壁エレメン
トＥ，E1を設け、ついで、上記掘削溝の一部に
ラツプさせて両溝内を連結して掘削し、排土し、
そこに第１図ｂのようにコンクリートを打設して
中間の壁エレメントE2を構築して、上記壁エレ
メントＥ，E1と一体化して連続壁を構築するも
のである。この工法では、壁エレメントＥ，E1
の両端の仕切部材は壁体の補助鉄筋によつて一体
に組付けられているため、その両端外方の余掘孔
内には溝孔端部円形部に対するコンクリート打設
のための支圧用としての従来のようなインターロ
ツキングパイプの設置や溝孔のラツプ部掘削のた
めの引抜きなどが不要となつている。そしてこの
工法ではこの壁エレメントＥ，E1を構築するた
めの掘削溝の深さが浅い場合は、この両壁エレメ
ントの剛性、その天端部の地表での支持、下端部
の接地、その他地盤の摩擦抵抗などによつて、壁
エレメントＥ，E1自体安定していて、中央の壁
エレメントE2の構築時のコンクリート打設によ
るコンクリート流体圧力によつては、外側に移動
したり傾いたりすることはない。 Conventionally, when constructing a continuous underground wall, for example, as shown in Figure 1a, excavated trenches 2 are
0 and 21, a certain length within this excavated groove is divided by a partition member, and concrete is poured to provide wall elements E and E1 . Connect, excavate, remove soil,
As shown in FIG. 1b, concrete is poured there to construct an intermediate wall element E2 , which is then integrated with the wall elements E and E1 to construct a continuous wall. In this construction method, wall elements E, E 1
Since the partition members at both ends of the groove are integrally assembled by auxiliary reinforcing bars of the wall, the over-drilled hole on the outside of both ends is used as a bearing pressure for concrete pouring against the circular part of the end of the groove. There is no need to install interlocking pipes or pull out the grooves to excavate the laps, as required in the past. In this construction method, if the depth of the excavation trench for constructing wall elements E and E 1 is shallow, the rigidity of both wall elements, the support of the top end on the ground surface, the grounding of the bottom end, and other ground Wall elements E and E1 are themselves stable due to frictional resistance, etc., but may move outward or tilt depending on the concrete fluid pressure caused by concrete pouring during construction of central wall element E2 . Never.
しかしながら、掘削溝の深さが深くなると、そ
れと比例して壁エレメントＥ，E1は相対的に細
長のものとなるために、壁エレメントE2のコン
クリート打設時に、その流体圧力を支えきれなく
なり、壁エレメントＥ，E1は精度をおとし、第
１図ｂの左右両端方向に移動したり、時には倒れ
たりする事故が発生するようになる。しかもこの
段階では前記のようなインターロツキングパイプ
の挿入は到底実際的になり得ない。 However, as the depth of the excavation groove increases, the wall elements E and E1 become relatively elongated in proportion to this, making it impossible to support the fluid pressure when concrete is poured into the wall element E2 . , the wall elements E and E1 deteriorate in accuracy, causing accidents such as them moving toward both the left and right ends in FIG. 1b, and sometimes falling over. Moreover, at this stage, insertion of the interlocking pipe as described above is not practical at all.
そこで本考案の目的は上記のような事故の発生
を防止し、安全に連続地中壁を構築するためのコ
ンクリート打込み用治具を提案するものである。 Therefore, the purpose of the present invention is to propose a jig for concrete pouring that can prevent the above-mentioned accidents from occurring and safely construct continuous underground walls.
そして本考案の特徴は、上記壁エレメントと掘
削溝孔端部との間に吊持ち手段により上下動自在
に吊持されている所要長の支持部材によつて液圧
シリンダを保持し、この液圧シリンダによつて１
組の押え板を拡縮するところにあつて、これは先
行する壁エレメントの構築後の余掘孔内に設置
し、吊支状態で後続するコンクリート打設に対し
て支圧部材となるものである。 A feature of the present invention is that the hydraulic cylinder is held by a supporting member of a required length that is suspended between the wall element and the end of the excavated trench by means of a hanging means so as to be able to move up and down. 1 by pressure cylinder
When expanding or contracting a set of retaining plates, this is installed in an over-drilled hole after the construction of the preceding wall element, and serves as a bearing member for the subsequent concrete pouring in a suspended state. .
図面に基いて本考案の実施例を説明すると、第
２図において本考案にかかる治具Ａは、中央部に
支持部材たる厚板状の支持板１を垂直方向に設け
てあり、この支持板の上下両端部には油圧シリン
ダ２，２ａの筒状が水平で直角方向に向けて貫通
固着している。そして油圧シリンダ２，２ａのそ
れぞれのラム３，３ａの先端は、押え板４の内壁
面に突設しているブラケツト５，５ａに軸を回転
中心として連結してある。この押え板４の外形
は、第３図示のように例えば壁エレメントＥ用の
掘削溝２０の端部に対応するように円弧状に形成
してある。また油圧シリンダ２，２ａの後端は、
壁エレメントＥの端部に対応する２つの押え板
６，６ａに軸７，７ａを介して連結しており、こ
の両押え板は連結板８によつて連結され、補強さ
れている。また油圧シリンダ２，２ａに近接した
高さで、シリンダ２，２ａをそれぞれ挾んだ両側
（第３図）位置には、支持板１を貫通したスリー
ブ９，９ａを介して水平のガイド棒Ｇ，Gaがそ
れぞれ２個設けてあり、このガイド棒の一端（第
２図左端）は押え板４の内壁面に固着してあり、
その他端は連結板８を貫通している。したがつて
シリンダ２，２ａのラム３，３ａの伸縮により、
押え板４と６，６ａとはガイド棒Ｇ，Gaに案内
されて接離する。そして支持板１の上端には吊り
輪１０がボルト１１及びナツト１２によつて連結
してあり、治具Ａの全体は支持板を支持している
吊持ち手段であるクレーンによるワイヤを介して
上記壁エレメントと掘削溝孔端部との間に上下動
自在に吊り下げられている。なお、押え板４，
６，６ａの長さは、壁エレメントE2のコンクリ
ートの打設速度を勘案し、打設コンクリートの流
体測圧の影響を受ける打設深さによつて決定され
る。 An embodiment of the present invention will be explained based on the drawings. In Fig. 2, a jig A according to the present invention has a thick plate-shaped support plate 1 serving as a support member provided in the center in a vertical direction. Cylindrical hydraulic cylinders 2, 2a are horizontally penetrated and fixed to the upper and lower ends of the cylinder in a perpendicular direction. The tips of the rams 3, 3a of the hydraulic cylinders 2, 2a are connected to brackets 5, 5a protruding from the inner wall surface of the presser plate 4, with the shafts as the center of rotation. The outer shape of the presser plate 4 is formed into an arc shape, for example, so as to correspond to the end of the excavated groove 20 for the wall element E, as shown in the third figure. In addition, the rear ends of the hydraulic cylinders 2, 2a are
It is connected via shafts 7, 7a to two holding plates 6, 6a corresponding to the ends of the wall element E, and these holding plates are connected and reinforced by a connecting plate 8. Further, at a height close to the hydraulic cylinders 2, 2a, and at positions on both sides (FIG. 3) sandwiching the cylinders 2, 2a, horizontal guide rods G are connected via sleeves 9, 9a penetrating the support plate 1. , Ga are provided, and one end of this guide rod (the left end in FIG. 2) is fixed to the inner wall surface of the holding plate 4.
The other end passes through the connecting plate 8. Therefore, due to the expansion and contraction of the rams 3, 3a of the cylinders 2, 2a,
The presser plates 4, 6, and 6a are guided by guide rods G and Ga to move toward and away from each other. A hanging ring 10 is connected to the upper end of the support plate 1 by bolts 11 and nuts 12, and the entire jig A is connected to the above-mentioned wire via a wire by a crane, which is a lifting means that supports the support plate. It is suspended vertically between the wall element and the end of the excavation hole. In addition, the presser plate 4,
The lengths of 6 and 6a are determined by the casting depth, which is influenced by the fluid pressure measurement of the poured concrete, taking into account the concrete casting speed of the wall element E2 .
そこで本考案の使用状態について説明する。 Therefore, the state of use of the present invention will be explained.
第４図示のように壁エレメントＥ，E1の構築
後、掘削溝孔２０，２１の内のそれぞれの外端部
とこれら壁エレメントＥ，E2の仕切部材の間に
は、クレーン１３によつて治具Ａを吊支して挿入
する。この挿入は治具Ａの油圧シリンダ２，２ａ
を収縮させ、押え板４を溝孔の外端部に向けて吊
りおろし、掘削溝孔底までを「浅さ深さ」と見さ
せるような中間の深さに到達させる。 After constructing the wall elements E, E 1 as shown in FIG. Suspend jig A and insert it. This insertion is done in the hydraulic cylinders 2 and 2a of jig A.
is contracted, and the holding plate 4 is lowered toward the outer end of the trench to reach an intermediate depth that can be seen as "shallow and deep" up to the bottom of the excavated trench.
そこで油圧シリンダ２，２ａに作動油を送るこ
とによりラム３，３ａを伸長し、これによつて押
え板４，６，６ａはガイド棒Ｇ，Gaに案内され
ながらその間隔を拡開する。そのため押え板４は
掘削溝孔２０，２１の端部孔壁に圧接し、押え板
６，６ａは壁エレメントＥ，E1の外端部の仕切
部材に圧接する。勿論、油圧シリンダ２，２ａは
個別に操作されてラム３，３ａの伸長度が異つて
もよく、治具Ａは支圧部材として設置される。こ
の状態において、壁エレメントＥ，E1間の掘削
溝１４内にトレミー管１５を通してE2部分のコ
ンクリートを打設すると、治具Ａは孔底への打設
からこの治具の位置する深さを越えて、地表近く
の打設に至るまで一貫してコンクリートの流動側
圧を土壌の反力で支圧するので、先行の壁Ｅ，
E1の精度の安定がはかられるものである。な
お、より安全のためと、設計深さの大きい地中壁
の構築のためには、壁エレメントE2の部分のコ
ンクリート打設に伴つてコンクリートに硬化期間
を与え、流動側圧の影響のない状態で治具Ａを順
次吊り上げて行くことによつて、より確実な効果
をあげることができる。このようにして所期の連
続地中壁が完成するのである。 Therefore, by sending hydraulic oil to the hydraulic cylinders 2, 2a, the rams 3, 3a are extended, and thereby the holding plates 4, 6, 6a are guided by the guide rods G, Ga and the distance between them is widened. For this purpose, the holding plates 4 are pressed against the end hole walls of the excavated grooves 20, 21, and the holding plates 6, 6a are pressed against the partition members at the outer ends of the wall elements E, E1 . Of course, the hydraulic cylinders 2 and 2a may be operated individually so that the rams 3 and 3a extend at different degrees, and the jig A is installed as a bearing member. In this state, when concrete is poured into the E 2 section through the tremie pipe 15 into the excavated groove 14 between the wall elements E and E 1 , the jig A is placed at the depth from where it is placed at the bottom of the hole. The flow side pressure of the concrete is consistently supported by the reaction force of the soil until it is placed near the ground surface, so that the preceding wall E,
The accuracy of E 1 can be stabilized. For greater safety and for constructing an underground wall with a large design depth, when concrete is poured in wall element E 2 , a hardening period is given to the concrete so that it is not affected by flow side pressure. A more reliable effect can be achieved by lifting the jig A one after another. In this way, the desired continuous underground wall is completed.
以上の通り本考案によれば掘削溝が深くなつて
も外側に位置する壁エレメントは、その中間に打
設されるコンクリートの流体圧力によつても折れ
曲つたり、移動したり倒れたりすることはなく、
設計通りの連続地中壁が構築できるものである。 As described above, according to the present invention, even if the excavation trench becomes deep, the wall elements located on the outside will not bend, move, or fall due to the fluid pressure of the concrete placed in the middle. Not,
It is possible to construct a continuous underground wall as designed.
治具を、壁エレメントと掘削溝孔端部との間に
上下動自在に吊持して、コンクリートの打設時に
徐々に吊り上げることができるので、孔底へのコ
ンクリートの打設から地表近くの打設に至るまで
一貫して確実にかつ迅速に打設作業ができると共
に壁エレメントの支圧作業が能率的かつ迅速にで
き、さらに治具の取扱いが容易となつて、取扱い
に手間と時間がかからない。 The jig is suspended vertically between the wall element and the end of the excavation hole, and can be lifted gradually during concrete pouring. The pouring work can be done consistently and reliably and quickly, up to the point of pouring, and the bearing pressure work of the wall element can be carried out efficiently and quickly.Furthermore, the handling of the jig is easy, which saves time and effort. It doesn't cost.
壁エレメントの壁面が傾斜している場合等施工
状態に応じて押え板を対応させることができ、確
実に支えることができる。 When the wall surface of the wall element is sloped, the holding plate can be adjusted depending on the construction condition, and it can be supported reliably.
第１図は連続地中壁の構築状態を段階的に示す
平面図、第２図は本考案の実施例を示す断面図、
第３図は第２図−線断面図、第４図は本考案
の作用を示す断面図である。
１……支持部材、２……液圧シリンダ、４，６
……押え板、Ａ……治具、Ｅ，E1，E2……壁エ
レメント、２０，２１……掘削溝孔。
Fig. 1 is a plan view showing the construction of a continuous underground wall step by step, Fig. 2 is a sectional view showing an embodiment of the present invention,
FIG. 3 is a sectional view taken along the line shown in FIG. 2, and FIG. 4 is a sectional view showing the operation of the present invention. 1... Support member, 2... Hydraulic cylinder, 4, 6
... Holding plate, A ... Jig, E, E 1 , E 2 ... Wall element, 20, 21 ... Excavation groove hole.
Claims (1)
ントとこの溝孔端部との間に挿入設置され、後続
壁エレメントの打設コンクリートの流体側圧に対
する支圧部材となるコンクリート打込み用治具に
おいて、 上記壁エレメントと掘削溝孔端部との間に吊持
ち手段により上下動自在に吊持されている所要長
の支持部材と、 この支持部材の上下部に直角方向に固着された
液圧シリンダと、 この液圧シリンダによつて両端部を支持され、
上記支持部材を挾んで相互に移動自在とした１組
の押え板と を具備し、上記押え板はシリンダのラムに軸を
中心として回転可能に連続してあることを特徴と
する連続地中壁のコンクリート打込み用治具。[Scope of claim for utility model registration] A wall element constructed in an excavated trench of a continuous underground wall and installed between the end of this trench and bearing pressure against the fluid side pressure of poured concrete of the succeeding wall element. In the concrete casting jig, which is a member, a support member of a required length is suspended between the wall element and the end of the excavated trench by means of a hanging means so as to be able to move vertically; A hydraulic cylinder is fixed at right angles, and both ends are supported by this hydraulic cylinder.
a pair of holding plates that sandwich the support member and are mutually movable, the holding plate being continuous with the ram of the cylinder so as to be rotatable about an axis. Jig for pouring concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1980114559U JPS6235696Y2 (en) | 1980-08-14 | 1980-08-14 |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1980114559U JPS6235696Y2 (en) | 1980-08-14 | 1980-08-14 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5738834U JPS5738834U (en) | 1982-03-02 |
| JPS6235696Y2 true JPS6235696Y2 (en) | 1987-09-10 |
Family
ID=29475539
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1980114559U Expired JPS6235696Y2 (en) | 1980-08-14 | 1980-08-14 |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6235696Y2 (en) |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5481616A (en) * | 1977-12-12 | 1979-06-29 | Mitsui Constr | Device of constructing underground continuous wall |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS569711Y2 (en) * | 1977-02-10 | 1981-03-04 |
-
1980
- 1980-08-14 JP JP1980114559U patent/JPS6235696Y2/ja not_active Expired
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5481616A (en) * | 1977-12-12 | 1979-06-29 | Mitsui Constr | Device of constructing underground continuous wall |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS5738834U (en) | 1982-03-02 |
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