JPH0734451A - Structure of underground wall - Google Patents
Structure of underground wallInfo
- Publication number
- JPH0734451A JPH0734451A JP17814893A JP17814893A JPH0734451A JP H0734451 A JPH0734451 A JP H0734451A JP 17814893 A JP17814893 A JP 17814893A JP 17814893 A JP17814893 A JP 17814893A JP H0734451 A JPH0734451 A JP H0734451A
- Authority
- JP
- Japan
- Prior art keywords
- pillar
- wall
- column
- row
- columnar body
- 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.)
- Pending
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
Description
【0001】[0001]
【産業上の利用分野】本発明は、土留め壁や止水壁等の
地中壁の構造に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to the structure of underground walls such as earth retaining walls and water blocking walls.
【0002】[0002]
【従来の技術】従来から土留め壁や止水壁等の地中壁と
しては、図9に示すように地中において同一径の柱体2
0を互いに隣合う柱体20の一部同士が平面視で重複し
あうようにして連続して一列に並設された柱列壁21を
形成し、この柱列壁21を構成する柱体にH型鋼よりな
る芯材26を挿入して地中壁を構成していた。2. Description of the Related Art Conventionally, as an underground wall such as an earth retaining wall or a water blocking wall, as shown in FIG.
0 forms a column row wall 21 continuously arranged in a line so that parts of the column bodies 20 adjacent to each other overlap each other in a plan view. The core material 26 made of H-shaped steel was inserted to form the underground wall.
【0003】ところで、土留め壁や止水壁等の地中壁は
地下掘削時に背面側の土圧や水圧に抵抗できる強度を有
していなければならない。例えば、土留め壁の場合、一
般に切梁、腹起し等の支保工位置を支点とする縦方向の
梁材として検討され、ソイルセメントなどの地中壁の場
合、応力負担材としてH型鋼などの芯材26が挿入され
るのが普通である。そして、梁材はその「はり成」の大
きい程単位量に対する断面抵抗が有利であり、例えば、
芯材26としてH型鋼を用いた場合、ウエッブの長さが
長いものほど単位重量当たりの抵抗は大きくなる。した
がって、地下掘削が大深度となる程、壁厚の大きい地中
壁が要求されることになり、壁厚の大きい地中壁を形成
するとコストが大幅にアップするという問題がある。By the way, the underground wall such as the earth retaining wall and the water blocking wall must have a strength capable of resisting the earth pressure and water pressure on the back side during underground excavation. For example, in the case of earth retaining walls, it is generally considered as a vertical beam material that uses supporting points such as cutting beams and upsets as fulcrums. In the case of underground walls such as soil cement, stress-bearing materials such as H-type steel are used. It is usual that the core material 26 is inserted. And, the larger the "beam formation" of the beam material, the more advantageous the cross-sectional resistance per unit amount.
When H-shaped steel is used as the core material 26, the longer the web length, the larger the resistance per unit weight. Therefore, as the depth of underground excavation becomes deeper, an underground wall having a large wall thickness is required, and there is a problem that forming an underground wall having a large wall thickness significantly increases the cost.
【0004】また、大深度掘削を壁厚の小さい地中壁で
対応しようとすれば、「はり成」の小さい芯材26を密
に使用する必要があり、単位重量当たりの抵抗力が小さ
い材料を多量に使用することになって不経済である。ま
た、大きな強度が必要とされる場合には壁厚の小さい地
中壁では芯材26を密に使用しても必要とする強度を発
現できない場合もある。Further, if deep excavation is to be performed with an underground wall having a small wall thickness, it is necessary to densely use a core material 26 having a small "beam formation", and a material having a small resistance force per unit weight. It is uneconomical to use a large amount of. Further, when a large strength is required, the required strength may not be exhibited even if the core material 26 is densely used in an underground wall having a small wall thickness.
【0005】[0005]
【発明が解決しようとする課題】本発明は上記の従来例
の問題点に鑑みて発明したものであって、その目的とす
るところは、地中壁の長手方向において部分的に壁厚を
厚くして「はり成」の大きい芯材を挿入できると共に他
の部分は壁厚を薄くしてコストを低下させることができ
るようにした地中壁の構造を提供するにある。SUMMARY OF THE INVENTION The present invention has been made in view of the above-mentioned problems of the conventional example, and an object thereof is to partially increase the wall thickness in the longitudinal direction of the underground wall. In addition, a core material having a large "strength" can be inserted, and the other portions are provided with a structure of the underground wall in which the wall thickness can be reduced to reduce the cost.
【0006】[0006]
【課題を解決するための手段】上記の従来例の問題点を
解決して本発明の目的を達成するため、本発明において
は、地中において柱体20を互いに隣合う柱体20の一
部同士が平面視で重複しあうようにして連続して一列に
並設された柱列壁21が構成され、柱列壁21の片面側
にのみ任意の柱体20の中心を通って柱列壁21に直交
する線上に位置し且つ該柱体20と平面視で一部が重複
しあうように拡大用柱体22を形成し、該拡大用柱体2
2とこれに重複する柱体20とで幅広柱体部23を構成
し、幅広柱体部23に柱体20の径よりも水平断面の幅
方向の長さが長い芯材24を挿入して成ることを特徴と
するものである。In order to solve the problems of the above-mentioned conventional examples and to achieve the object of the present invention, in the present invention, the pillars 20 are partly adjacent to each other in the ground. A pillar row wall 21 is continuously arranged in a line so as to overlap each other in a plan view, and the pillar row wall 21 passes through the center of an arbitrary pillar body 20 only on one side of the pillar row wall 21. The expansion columnar body 22 is formed so as to be located on a line orthogonal to 21 and partially overlap with the columnar body 20 in a plan view.
The wide column body portion 23 is configured by 2 and the column body 20 that overlaps with this, and a core material 24 having a horizontal section whose length in the width direction is longer than the diameter of the column body 20 is inserted into the wide column body portion 23. It is characterized by being formed.
【0007】また、柱列壁21を構成する多数の柱体2
0のうち拡大用柱体22と重複しない柱体に該柱体20
の径よりも水平断面の幅方向の長さが短い芯材25を挿
入することも好ましい。また、柱列壁21及び拡大用柱
体22が原地盤の土と固結用液との混合物により構成し
てあることも好ましい。Further, a large number of pillars 2 constituting the pillar row wall 21.
The column body 20 that does not overlap the column body 22 for enlargement
It is also preferable to insert a core member 25 having a width in the horizontal direction shorter than the diameter of the core member. It is also preferable that the column row wall 21 and the columnar body 22 for expansion are made of a mixture of the soil of the original ground and the consolidation liquid.
【0008】[0008]
【作用】しかして、上記のような構成の本発明によれ
ば、柱列壁21の片面側にのみ任意の柱体20の中心を
通って柱列壁21に直交する線上に位置し且つ該柱体2
0と平面視で一部が重複しあうように拡大用柱体22を
形成し、該拡大用柱体22とこれに重複する柱体20と
で幅広柱体部23を構成し、幅広柱体部23に柱体20
の径よりも水平断面の幅方向の長さが長い芯材24を挿
入してあることで、幅広柱体部23に挿入された柱体2
0の径よりも水平断面の幅方向の長さが長い芯材24
(つまり「はり成」の大きい芯材)により、高強度を発
現できるものであり、「はり成」の小さい芯材を密に使
用する場合に比べて「はり成」の大きい芯材を使用する
ことで、芯材のコストを低下できるものであり、しか
も、地中壁は幅広柱体部23以外の部分は幅狭であっ
て、地中壁の造成コストを節約できるものである。そし
て、このように地中壁に部分的に壁厚の厚い所を設ける
に当たり、柱列壁21の片面側にのみ任意の柱体20の
中心を通って柱列壁21に直交する線上に位置し且つ該
柱体20と平面視で一部が重複しあうように拡大用柱体
22を形成することで、拡大用柱体22が突出していな
い柱列壁21の他の片面側を地下掘削側とすることで、
地中壁の内側を掘削するに当たって、幅広柱体部23が
地下掘削工事の障害とならないものである。According to the present invention having the above-described structure, however, it is located only on one side of the column wall 21 and is located on a line which passes through the center of any column 20 and is orthogonal to the column wall 21. Pillar 2
The columnar body for expansion 22 is formed so as to partially overlap with 0 in a plan view, and the columnar body for expansion 22 and the columnar body 20 overlapping with the columnar body for expansion 22 constitute a wide columnar body portion 23. The column 20 in the part 23
By inserting the core member 24 having a horizontal section whose length in the width direction is longer than the diameter of the column body 2 inserted in the wide column body portion 23.
A core material 24 having a horizontal cross section whose length in the width direction is larger than the diameter of 0
(In other words, a core material with a large "strength") can be used to develop high strength, and a core material with a large "strength" is used as compared to the case where a core material with a small "strength" is densely used. As a result, the cost of the core material can be reduced, and further, the portion of the underground wall other than the wide columnar portion 23 is narrow, and the construction cost of the underground wall can be saved. Then, in providing a part where the wall thickness is partially thick in the underground wall in this way, it is positioned on a line orthogonal to the pillar row wall 21 passing through the center of any pillar body 20 only on one side of the pillar row wall 21. In addition, by forming the expansion columnar body 22 so as to partially overlap the columnar body 20 in a plan view, the other side of the column row wall 21 where the expansion columnar body 22 does not project is excavated underground. By being on the side,
When excavating the inside of the underground wall, the wide columnar portion 23 does not hinder the underground excavation work.
【0009】また、柱列壁21を構成する多数の柱体の
うち拡大用柱体22と重複しない柱体20に該柱体20
の径よりも水平断面の幅方向の長さが短い芯材25を挿
入すると、いっそう地中壁の強度が向上して大強度の地
中壁とすることができる。また、柱列壁21及び拡大用
柱体22が原地盤の土と固結用液との混合物により構成
してあると、コンクリート内に芯材を挿入した場合と比
べ、工事完了後、振動を与えたりすることで比較的簡単
に「はり成」の大きい芯材を地上に引き抜くことが可能
となり、「はり成」の大きい芯材の再使用が可能となる
ものである。In addition, among the many pillars that form the pillar row wall 21, the pillar 20 that does not overlap with the enlargement pillar 22 is included in the pillar 20.
By inserting the core material 25 having a horizontal cross section whose length in the width direction is shorter than the diameter of the core wall, the strength of the underground wall is further improved, and the underground wall having high strength can be obtained. In addition, when the column row wall 21 and the expansion column 22 are made of a mixture of the soil of the original ground and the consolidation liquid, vibration is generated after the completion of construction as compared with the case where the core material is inserted into the concrete. By giving it, it is possible to relatively easily pull out the core material having a large "beam formation" to the ground, and it is possible to reuse the core material having a large beam formation.
【0010】[0010]
【実施例】本発明を以下添付図面に示す実施例に基づい
て詳述する。図1には本発明の地中壁の一実施例の水平
断面図が示してある。図中20は地中に形成された柱体
であり、互いに隣合う柱体20の一部同士が平面視で重
複しあうようにして連続して一列に並設されて柱列壁2
1が構成してあり、該柱列壁21の片面側にのみ任意の
柱体20の中心を通って柱列壁21に直交する線上に位
置し且つ該柱体20と平面視で一部が重複しあうように
拡大用柱体22が形成してある。そして、拡大用柱体2
2とこれに重複する柱体20とで幅広柱体部23が構成
してある。このように本発明の地中壁は幅広柱体部23
部分が壁厚の厚い部分となり、他の部分が壁厚の薄い部
分となっている。幅広柱体部23には柱体20の径より
も水平断面の幅方向の長さが長い芯材24(つまり「は
り成」の大きい芯材)が挿入してある。DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings. FIG. 1 shows a horizontal sectional view of an embodiment of the underground wall of the present invention. In the figure, reference numeral 20 denotes a pillar body formed in the ground, and the pillar body walls 2 are continuously arranged in a line so that parts of the pillar bodies 20 adjacent to each other overlap each other in a plan view.
1 is configured, is located on a line orthogonal to the column row wall 21 passing through the center of any column body 20 on only one side of the column row wall 21, and a part of the column body 20 in plan view. Enlarging columns 22 are formed so as to overlap each other. And the column body 2 for expansion
The wide columnar body portion 23 is configured by 2 and the columnar body 20 overlapping this. As described above, the underground wall of the present invention has the wide columnar portion 23.
One part has a thick wall and the other part has a thin wall. A core material 24 (that is, a core material having a large “beam forming”) having a horizontal section whose length in the width direction is longer than the diameter of the column body 20 is inserted into the wide column body portion 23.
【0011】上記のような構成の本発明の地中壁は例え
ば、図2乃至5に示すような装置を用いて形成する。こ
の装置は、図2乃至図5に示すように、クローラクレー
ンのような走行装置6に設けたリーダ7に沿って昇降体
12を上下昇降自在に取付け、この昇降体12に回転装
置13、多軸装置10が設けてあり、多軸装置10に4
本の回転軸1の上端部が取付けてある。上記4本の回転
軸1は回転装置13を回転することで多軸装置10を介
して回転するようになっており、4本の回転軸1のうち
2本が同方向で、他の2本が逆方向に回転するようにな
っている。また、上記4本の回転軸1のうち3本の回転
軸1は軸芯が一直線状に並ぶように並設してあり、残り
の1本の回転軸1bは上記一列に並んだ3本の回転軸1
のうち中央の回転軸1aの軸芯を通り且つ上記3本の回
転軸1の軸芯を結ぶ線に対して直交する線上に中心が位
置していて、上記4本の回転軸1が平面視で略T字状に
配置してある。The underground wall of the present invention having the above-mentioned structure is formed by using, for example, the apparatus shown in FIGS. In this device, as shown in FIGS. 2 to 5, an elevating body 12 is vertically movable along a reader 7 provided on a traveling device 6 such as a crawler crane. The axis device 10 is provided, and the multi-axis device 10 has four
The upper end of the rotary shaft 1 of the book is attached. The four rotary shafts 1 are rotated via the multi-axis device 10 by rotating the rotary device 13. Two of the four rotary shafts 1 are in the same direction, and the other two rotary shafts 1 are in the same direction. Is designed to rotate in the opposite direction. Of the four rotary shafts 1, three rotary shafts 1 are arranged side by side so that their axes are aligned in a straight line, and the remaining one rotary shaft 1b is the three rotary shafts 1 arranged in a line. Rotating shaft 1
Among them, the center is located on a line that passes through the central axis of the rotary shaft 1a and is orthogonal to the line that connects the central axes of the three rotary shafts 1, and the four rotary shafts 1 are plan view. Are arranged in a substantially T shape.
【0012】ここで、各回転軸1の下端部にはそれぞれ
掘削手段5となるビットが設けてある。そして、隣合う
掘削手段5の描く回転軌跡同士が平面視で一部重複する
ように設定してあり、このため、隣合う掘削手段5は上
下方向においてずれて位置しており、具体的には直線状
に並んだ3本の回転軸1のうち両側の回転軸1c、1d
の下端部に設けた掘削手段5のレベルを中央の回転軸1
aの下端部に設けた掘削手段5のレベルよりも下方に位
置させてあり、また、第4の回転軸1bの下端部に設け
た掘削手段5のレベルを中央の回転軸1aの下端部に設
けた掘削手段5のレベルよりも下方に位置させてある。
つまり、回転軸1b、1c、1dの下端部に設けた掘削
手段5は回転軸1aの下端部に設けた掘削手段5の下端
部よりも下方に位置していてこれら回転軸1b、1c、
1dの下端部に設けた掘削手段5は同一レベルとなって
いる。Here, a bit serving as the excavating means 5 is provided at the lower end of each rotary shaft 1. The rotation trajectories drawn by the adjacent excavation means 5 are set so as to partially overlap each other in a plan view, and therefore, the adjacent excavation means 5 are displaced from each other in the vertical direction. Out of the three rotary shafts 1 arranged in a straight line, the rotary shafts 1c and 1d on both sides
The level of the excavation means 5 provided at the lower end of the
It is located below the level of the excavating means 5 provided at the lower end of a, and the level of the excavating means 5 provided at the lower end of the fourth rotating shaft 1b is set at the lower end of the central rotating shaft 1a. It is located below the level of the excavation means 5 provided.
That is, the excavating means 5 provided at the lower ends of the rotary shafts 1b, 1c, 1d is located below the lower end of the excavating means 5 provided at the lower end of the rotary shaft 1a, and the rotary shafts 1b, 1c,
The excavation means 5 provided at the lower end of 1d are at the same level.
【0013】4本の回転軸1のうち任意の回転軸1(4
本全部の回転軸1でもよく、1又は2又は3本の回転軸
1でもよい)にはセメントミルクのような固結用液を吐
出するための固結用液吐出部(図示せず)が設けてある
(この固結用液吐出部は回転軸1に直接設けてもよく、
あるいは回転軸1に設けた掘削手段5に設けてもよ
い)。また、回転軸1には上下方向の任意の位置にスク
リュー部や翼等の攪拌手段4が設けてある。ここで、一
列に並んだ3本の回転軸1の中央の回転軸1aに設けた
攪拌手段4の回転軌跡と、4本の回転軸1のうちの残り
の3本の回転軸1に設けた攪拌手段4の回転軌跡とがそ
れぞれ平面視において一部重複させてある。したがっ
て、横に隣合う攪拌手段4同士は上下に互いにずれて配
置してある。An arbitrary rotary shaft 1 (4
The whole rotary shaft 1 may be provided, or 1 or 2 or 3 rotary shafts 1 may be provided), and a consolidating liquid ejecting portion (not shown) for ejecting a consolidating liquid such as cement milk is provided on the whole. Provided (this consolidating liquid discharger may be provided directly on the rotary shaft 1,
Alternatively, it may be provided on the excavation means 5 provided on the rotating shaft 1). Further, the rotating shaft 1 is provided with a stirring means 4 such as a screw portion or a blade at any position in the vertical direction. Here, the rotation locus of the stirring means 4 provided on the central rotating shaft 1a of the three rotating shafts 1 arranged in a line and the remaining three rotating shafts 1 of the four rotating shafts 1 are provided. The rotation loci of the stirring means 4 partially overlap each other in plan view. Therefore, the agitating means 4 adjacent to each other laterally are arranged vertically offset from each other.
【0014】4本の回転軸1は連結装置2により連結し
てある。連結装置2は図2に示すように平面視略T字状
をしていて4つの軸受け部3が設けてあり、4つの軸受
け部3のうち3つの軸受け部3が一列に並び、残りの1
つの軸受け部3が上記3つの軸受け部3の軸芯を結ぶ線
と直交し且つ中央部の軸受け部3の軸芯を通る線の上に
位置しており、上記4つの軸受け部3をそれぞれ4つの
回転軸1にはめ込んで4つの回転軸1を回転自在に支持
してある。そして、連結装置2により4本の回転軸1を
平面視で略T字状に配置した状態を保持するようになっ
ている。The four rotary shafts 1 are connected by a connecting device 2. As shown in FIG. 2, the coupling device 2 has a substantially T-shape in plan view and is provided with four bearing portions 3. Three of the four bearing portions 3 are arranged in a line, and the remaining one is
One bearing portion 3 is located on a line orthogonal to the line connecting the shaft cores of the three bearing portions 3 and passing through the shaft core of the central bearing portion 3, and each of the four bearing portions 3 is 4 The four rotary shafts 1 are rotatably supported by being fitted into one rotary shaft 1. The connecting device 2 holds the four rotary shafts 1 arranged in a substantially T shape in a plan view.
【0015】上記のように4本の回転軸1を略T字状に
配置した装置を用いて本発明の地中壁を形成するのであ
る。すなわち、4本の回転軸1を回転しながら掘削手段
5により地盤を掘削すると共にセメントミルクのような
固結用液吐出部から固結用液を吐出して、攪拌手段4に
より掘削土砂と固結用液とを混合攪拌し、図6(a)の
ように、4個の孔8が平面視略T字状に配置された平面
視略T字状の第1の掘削孔9aを形成すると共に該掘削
孔内に掘削土砂と固結用液との攪拌混合物10を充填
し、次に、図6(b)のように、上記、第1の掘削孔9
aの隣に一定の間隔を隔てて同様にして4個の孔8が平
面視略T字状に配置された平面視略T字状の第2の掘削
孔9bを形成すると共に該第2の掘削孔9b内に掘削土
砂と固結用液との攪拌混合物10を充填し、次に、第1
の掘削孔9aと第2の掘削孔9bとの間の掘り残し部分
を掘削開始するに当たり、上記4本の回転軸1のうち一
列に並んだ3本の回転軸1の両端に位置する回転軸1の
下端の掘削手段5を同時に第1の掘削孔9aの端部の孔
8と第2の掘削孔9bの端部の孔8とに挿入して、これ
をガイドとして掘削を開始するものである。このように
して図6(c)のように第3の掘削孔9cを形成し、第
1の掘削孔9aと第2の掘削孔9bとの間の掘り残し部
分に回転軸1a、1bにより2つの孔8、8′が平面視
で一部重複して形成されると共にこの部分に掘削土砂と
固結用液との攪拌混合物10が充填されることになる。
同様にして、図6(d)のように、第2の掘削孔9bの
隣りに一定の間隔を隔てて次の掘削孔を形成し、同様に
して更に掘り残し部を掘削していく。このようにするこ
とで、横方向(左右方向)には孔8が平面視で一部重複
した状態で連続し、且つ1つおきの孔8の後方に平面視
で孔8′が形成されると共に、この孔8列内及び孔8′
内に掘削土砂と固結用液との攪拌混合物10が充填硬化
されることにより各孔8部分にソイルセメント柱のよう
な柱体20が形成され、また、孔8′に拡大用柱体22
が形成される。そして、上記孔8に形成されるソイルセ
メント柱のような柱体20は互いに隣合う柱体20の一
部同士が平面視で重複しあうようにして連続して一列に
並設されて柱列壁21が構成され、また、拡大用柱体2
2は隣合う柱体20と一部同士が平面視で重複していて
拡大用柱体22とこれに重複する柱体20とで幅広柱体
部23が構成される。一方、幅広柱体部23には未硬化
の状態の時に柱体20の径よりも水平断面の幅方向の長
さが長い芯材24を挿入するものである。The underground wall of the present invention is formed by using the device in which the four rotary shafts 1 are arranged in a substantially T-shape as described above. That is, while excavating the ground by the excavating means 5 while rotating the four rotary shafts 1, the consolidating liquid is discharged from the consolidating liquid discharging portion such as cement milk, and the stirring means 4 solidifies the excavated earth and sand. The binder solution is mixed and stirred to form a first excavation hole 9a having a substantially T shape in plan view in which four holes 8 are arranged in a substantially T shape in plan view, as shown in FIG. 6 (a). At the same time, the agitated mixture 10 of excavated soil and congealing liquid is filled in the excavation hole, and then, as shown in FIG.
Similarly, four holes 8 are formed next to each other at a constant interval in a substantially T-shape in plan view to form a second excavation hole 9b having a substantially T-shape in plan view and the second drilling hole 9b is formed. The excavated hole 9b is filled with a stirring mixture 10 of excavated earth and sand and a consolidating liquid, and then the first mixture
When starting the excavation of the unexposed portion between the excavation hole 9a and the second excavation hole 9b, the rotary shafts located at both ends of the three rotary shafts 1 arranged in a line out of the above four rotary shafts 1 The excavation means 5 at the lower end of 1 is simultaneously inserted into the hole 8 at the end of the first excavation hole 9a and the hole 8 at the end of the second excavation hole 9b, and excavation is started using this as a guide. is there. In this way, the third excavation hole 9c is formed as shown in FIG. 6C, and the rotary shafts 1a and 1b are used to remove the second excavation hole 9c between the first excavation hole 9a and the second excavation hole 9b. The two holes 8 and 8 ′ are formed so as to partially overlap each other in a plan view, and this portion is filled with the agitated mixture 10 of the excavated earth and sand and the consolidation liquid.
Similarly, as shown in FIG. 6 (d), the next excavation hole is formed next to the second excavation hole 9b at regular intervals, and the unexcavated portion is further excavated in the same manner. By doing so, the holes 8 are continuous in the lateral direction (left-right direction) in a state where they partially overlap with each other in plan view, and holes 8'are formed behind each other hole 8 in plan view. In addition, in this row of 8 holes and holes 8 '
A columnar body 20 such as a soil cement column is formed in each hole 8 portion by filling and hardening an agitated mixture 10 of excavated soil and a congealing liquid, and a columnar body 22 for expansion in the hole 8 '.
Is formed. The pillars 20 such as soil cement pillars formed in the holes 8 are continuously arranged in a line so that parts of the pillars 20 adjacent to each other overlap each other in a plan view. The wall 21 is configured, and the expansion column 2
2 has an adjacent columnar body 20 partially overlapped with each other in a plan view, and the widening columnar body portion 23 is configured by the enlargement columnar body 22 and the columnar body 20 overlapping this. On the other hand, in the wide column body portion 23, a core material 24 having a horizontal section whose length in the width direction is longer than the diameter of the column body 20 is inserted in the uncured state.
【0016】上記実施例では図2乃至図5に示す装置を
用いて本発明の地中壁を形成した例を示したが、必ずし
も上記の装置で施工するものにのみ限定されるものでは
なく、単軸の掘削機を用いたり、複数の掘削軸が一列に
並設した多軸掘削機を用いたりして施工することもでき
るものである。ところで、本発明において、拡大用柱体
22を形成するのは掘削工事を行う側と反対側となるよ
うに施工するものであり(つまり、図1においてA側が
掘削工事が行われる側)、このことによりA側で掘削工
事を行う際に拡大用柱体22に邪魔されることなく掘削
工事ができることになる。In the above embodiment, an example in which the underground wall of the present invention is formed by using the apparatus shown in FIGS. 2 to 5 is shown, but the invention is not necessarily limited to the one constructed by the above apparatus. It is also possible to use a single-axis excavator or a multi-axis excavator in which a plurality of excavating shafts are arranged in a line. By the way, in the present invention, the pillars 22 for expansion are formed so as to be on the side opposite to the side where the excavation work is performed (that is, the side A in FIG. 1 is the side where the excavation work is performed). As a result, when the excavation work is performed on the A side, the excavation work can be performed without being disturbed by the expansion columnar body 22.
【0017】図7には本発明の他の実施例が示してあ
る。この実施例においては、幅広柱体部23に柱体20
の径よりも水平断面の幅方向の長さが長い芯材24(つ
まり「はり成」の大きい芯材)を挿入するだけでなく、
柱列壁21を構成する多数の柱体20のうち拡大用柱体
22と重複しない柱体20に該柱体20の径よりも水平
断面の幅方向の長さが短い芯材25(つまり「はり成」
の小さい芯材)を挿入するようにした実施例が示してあ
り、このものにおいては、より大きな強度を発揮できる
ものである。FIG. 7 shows another embodiment of the present invention. In this embodiment, the wide columnar body portion 23 is provided with the columnar body 20.
In addition to inserting the core material 24 (that is, the core material having a large “beam forming”) whose horizontal cross section has a length in the width direction larger than the diameter of
Among the many pillars 20 that form the pillar row wall 21, the pillar 20 that does not overlap the expanding pillar 22 has a core material 25 whose horizontal cross-section has a shorter length in the width direction than the diameter of the pillar 20 (that is, “ Hariari ”
In the example, a core material having a small diameter is inserted. In this embodiment, greater strength can be exhibited.
【0018】また、上記した図1や図7の実施例におい
ては多数の柱体20のうち一つ置きの柱体20に拡大用
柱体22を重複させて幅広柱体部23を形成した例を示
したが、図8(a)(b)のように多数の柱体20のう
ち2つ置きの柱体20に拡大用柱体22を重複させても
よく、あるいは、任意の必要箇所における柱体20に拡
大用柱体22を重複させて幅広柱体部23を形成しても
よいものである。Further, in the above-described embodiment shown in FIGS. 1 and 7, an example in which the wide columnar body portion 23 is formed by overlapping the alternate columnar body 20 of the multiple columnar bodies 20 with the expansion columnar body 22. However, as shown in FIGS. 8 (a) and 8 (b), the columnar bodies 22 for expansion may be overlapped with every two columnar bodies 20 among a large number of columnar bodies 20, or at any necessary location. The wide column body portion 23 may be formed by overlapping the column body 20 for enlargement with the column body 20.
【0019】そして、本発明において、柱列壁21及び
拡大用柱体22を原地盤の土と固結用液との混合物によ
り形成してあると、工事完了後、振動を与えたりするこ
とで比較的簡単に「はり成」の大きい芯材を地上に引き
抜くことが可能となり、「はり成」の大きい芯材の再使
用が可能となるものである。In the present invention, if the column wall 21 and the expansion column 22 are made of a mixture of the soil of the original ground and the consolidation liquid, vibration may be applied after the completion of construction. It is possible to relatively easily pull out a core material with a large "beam formation" to the ground, and to reuse a core material with a large "beam formation".
【0020】[0020]
【発明の効果】本発明にあっては、上述のように、地中
において柱体を互いに隣合う柱体の一部同士が平面視で
重複しあうようにして連続して一列に並設された柱列壁
が構成され、柱列壁の片面側にのみ任意の柱体の中心を
通って柱列壁に直交する線上に位置し且つ該柱体と平面
視で一部が重複しあうように拡大用柱体を形成し、該拡
大用柱体とこれに重複する柱体とで幅広柱体部を構成
し、幅広柱体部に柱体の径よりも水平断面の幅方向の長
さが長い芯材を挿入してあるので、柱体の径よりも水平
断面の幅方向の長さが長い芯材(つまり「はり成」の大
きい芯材)により高強度を発現できるものであり、ま
た、従来のように「はり成」の小さい芯材を密に使用す
る場合に比べて「はり成」の大きい芯材を使用するの
で、芯材のコストを低下できるものであり、しかも、地
中壁は幅広柱体部以外の部分は幅狭であるので、地中壁
の造成コストを節約できるという利点があり、また、柱
列壁の片面側にのみ任意の柱体の中心を通って柱列壁に
直交する線上に位置し且つ該柱体と平面視で一部が重複
しあうように拡大用柱体を形成するので、拡大用柱体が
突出していない柱列壁の他の片面側を地下掘削側とする
ことによって地中壁の内側を掘削するに当たって、幅広
柱体部が地下掘削工事の障害とならず、従来の地中壁と
同様にして地下掘削工事ができるものである。According to the present invention, as described above, the pillars are continuously arranged in a line in the ground so that some of the pillars adjacent to each other overlap each other in plan view. The column row wall is configured such that it is located on a line orthogonal to the column row wall passing through the center of any column body only on one side of the column row wall, and part of the column row wall overlaps with the column body in plan view. Forming a widened column body, and the widened column body portion is constituted by the widened column body and a column body overlapping with the widened column body, and the width of the horizontal section in the width direction is larger than the diameter of the column body in the wide column body portion. Since a long core material is inserted, it is possible to develop high strength with a core material having a horizontal section whose length in the width direction is longer than the diameter of the column body (that is, a core material having a large “beam formation”). Also, the cost of core material is reduced because a core material with a large "beam formation" is used compared to the case where a core material with a small "beam formation" is densely used as in the past. In addition, since the underground wall is wide except for the wide pillars, there is an advantage that the construction cost of the underground wall can be saved, and only one side of the column wall can be selected. Since the expansion columnar body is formed so as to pass through the center of the columnar body and is orthogonal to the column row wall and partially overlap with the columnar body in plan view, the expansion columnar body is projected. When excavating the inside of the underground wall by setting the other side of the pillar column wall as the underground excavation side, the wide column does not hinder the underground excavation work, and the same way as the conventional underground wall. Underground excavation work is possible.
【0021】また、柱列壁を構成する多数の柱体のうち
拡大用柱体と重複しない柱体に該柱体の径よりも水平断
面の幅方向の長さが短い芯材を挿入したものにおいて
は、いっそう地中壁の強度が向上して大強度の地中壁と
することができるものである。また、柱列壁及び拡大用
柱体が原地盤の土と固結用液との混合物により構成して
あるとコンクリート内に芯材を挿入した場合と比べ、工
事完了後、振動を与えたりすることで比較的簡単に「は
り成」の大きい芯材を地上に引き抜くことが可能とな
り、「はり成」の大きい芯材の再使用が可能となって、
コストダウンが図れることになる。In addition, among a large number of pillars constituting the pillar row wall, a pillar which does not overlap with the expanding pillar is inserted with a core material having a horizontal section having a width in the width direction shorter than the diameter of the pillar. In, the strength of the underground wall is further improved, and the underground wall with high strength can be obtained. Also, if the column wall and the column for expansion are made of a mixture of the soil of the original ground and the consolidation liquid, vibration will be applied after the completion of construction, compared with the case where the core material is inserted into concrete. By doing so, it is possible to pull out the core material with a large "beam formation" to the ground relatively easily, and it is possible to reuse the core material with a large "beam formation".
The cost can be reduced.
【図1】本発明の地中壁の水平断面図である。FIG. 1 is a horizontal sectional view of an underground wall of the present invention.
【図2】同上の地中壁を形成するための装置の一例を示
す要部斜視図である。FIG. 2 is a perspective view of an essential part showing an example of an apparatus for forming the underground wall of the above.
【図3】同上の装置の全体正面図である。FIG. 3 is an overall front view of the same device.
【図4】同上の装置の全体側面図である。FIG. 4 is an overall side view of the above apparatus.
【図5】同上の装置の水平断面図である。FIG. 5 is a horizontal sectional view of the same device.
【図6】(a)(b)(c)(d)は同上の一施工順序
を示す説明図である。6 (a), (b), (c) and (d) are explanatory views showing one construction sequence of the above.
【図7】本発明の他の実施例の水平断面図である。FIG. 7 is a horizontal sectional view of another embodiment of the present invention.
【図8】(a)(b)はそれぞれ本発明の更に他の実施
例の水平断面図である。8A and 8B are horizontal sectional views of still another embodiment of the present invention.
【図9】従来例の地中壁を示す水平断面図である。FIG. 9 is a horizontal sectional view showing an underground wall of a conventional example.
20 柱体 21 柱列壁 22 拡大用柱体 23 幅広柱体部 24 芯材 25 芯材 20 Columns 21 Column Row Walls 22 Columns for Expansion 23 Wide Columns 24 Cores 25 Cores
Claims (3)
一部同士が平面視で重複しあうようにして連続して一列
に並設された柱列壁が構成され、柱列壁の片面側にのみ
任意の柱体の中心を通って柱列壁に直交する線上に位置
し且つ該柱体と平面視で一部が重複しあうように拡大用
柱体を形成し、該拡大用柱体とこれに重複する柱体とで
幅広柱体部を構成し、幅広柱体部に柱体の径よりも水平
断面の幅方向の長さが長い芯材を挿入して成ることを特
徴とする地中壁の構造。1. A pillar row wall is continuously arranged in a row so that some of the pillar bodies adjacent to each other in the ground overlap each other in a plan view. A column for expansion is formed so that it is located on a line that passes through the center of an arbitrary column only on one surface side and that is orthogonal to the column row wall, and a part of the column overlaps with the column in plan view. A wide columnar body is configured by the columnar body and a columnar body overlapping with the columnar body, and a core material having a horizontal section with a length in the width direction longer than the diameter of the columnar body is inserted into the wide columnar body. The structure of the underground wall.
用柱体と重複しない柱体に該柱体の径よりも水平断面の
幅方向の長さが短い芯材を挿入して成ることを特徴とす
る請求項1記載の地中壁の構造。2. A core member having a horizontal section whose width in the width direction is shorter than the diameter of the pillar body is inserted into a pillar body which does not overlap with the expanding pillar body among a large number of pillar bodies forming the pillar row wall. The structure of the underground wall according to claim 1, wherein the structure is formed.
結用液との混合物により構成してあることを特徴とする
請求項1または請求項2記載の地中壁の構造。3. The structure of the underground wall according to claim 1, wherein the column wall and the column for expansion are made of a mixture of the soil of the original ground and a consolidation liquid. .
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP17814893A JPH0734451A (en) | 1993-07-19 | 1993-07-19 | Structure of underground wall |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP17814893A JPH0734451A (en) | 1993-07-19 | 1993-07-19 | Structure of underground wall |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH0734451A true JPH0734451A (en) | 1995-02-03 |
Family
ID=16043481
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP17814893A Pending JPH0734451A (en) | 1993-07-19 | 1993-07-19 | Structure of underground wall |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH0734451A (en) |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US6309063B1 (en) | 1996-12-18 | 2001-10-30 | Toshiba Tec Kabushiki Kaisha | Ink-jet printer |
JP2007046399A (en) * | 2005-08-12 | 2007-02-22 | Takenaka Komuten Co Ltd | Earth retaining wall of double structure, its construction method, and horizontal multi-spindle rotary soil improvement device |
JP2019065457A (en) * | 2017-09-28 | 2019-04-25 | 清水建設株式会社 | Underground continuous wall structure |
Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH06228949A (en) * | 1993-02-05 | 1994-08-16 | Kajima Corp | Column row type continuous underground wall |
-
1993
- 1993-07-19 JP JP17814893A patent/JPH0734451A/en active Pending
Patent Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH06228949A (en) * | 1993-02-05 | 1994-08-16 | Kajima Corp | Column row type continuous underground wall |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US6309063B1 (en) | 1996-12-18 | 2001-10-30 | Toshiba Tec Kabushiki Kaisha | Ink-jet printer |
JP2007046399A (en) * | 2005-08-12 | 2007-02-22 | Takenaka Komuten Co Ltd | Earth retaining wall of double structure, its construction method, and horizontal multi-spindle rotary soil improvement device |
JP2019065457A (en) * | 2017-09-28 | 2019-04-25 | 清水建設株式会社 | Underground continuous wall structure |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JPH0734451A (en) | Structure of underground wall | |
JPS58189414A (en) | Construction of sheathing wall | |
JPS6198817A (en) | Method of forming concrete wall of underground structure employing composite sheet pile and composite sheet pile as weir panel | |
JP2003301454A (en) | Earth retaining wall and construction method for underground structure | |
JPH05339936A (en) | Column strip type underground continuous wall process | |
JP3224435B2 (en) | Construction method of underground continuous wall | |
KR102341509B1 (en) | Thumb pile for diaghragm wall and retaining wall construction method using of the same | |
JPH11222849A (en) | Structure of diaphragm wall and excavating method | |
JP2003213675A (en) | Wall pile | |
JPH02140323A (en) | Formation of soil cement synthetic pile | |
JP3238368B2 (en) | Fixing method of pillar for retaining wall block and guide member used therefor | |
JP2558414B2 (en) | Construction method of the main retaining wall and the retaining wall | |
JPH07238538A (en) | Continuous underground wall construction method | |
JP2971587B2 (en) | Construction method of underground continuous wall | |
JPS63247423A (en) | Underground continuous wall usable as structure base and its construction | |
JPH0819678B2 (en) | A device that is inserted into the ground for underground work such as excavation and stirring. | |
JPH0813540A (en) | Multishaft drilling machine | |
JP2020143467A (en) | Construction method of earth retaining wall | |
JPH10311031A (en) | Steel sheet pile driving method and guide device for auger drilled hole | |
JPH0448893B2 (en) | ||
JP2885539B2 (en) | Construction method of underground diaphragm wall | |
JPH0610340A (en) | Construction method for continuous underground wall using precast slab | |
JPH0467560B2 (en) | ||
JP2021017757A (en) | Jig for excavation and construction method of earth retaining structure | |
JPH09217345A (en) | Rectangular earth retaining soil wall construction method and rectangular earth retaining soil wall excavator |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
A02 | Decision of refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A02 Effective date: 19960109 |