JPS5837225A - Method of constructing pile into ground - Google Patents
Method of constructing pile into groundInfo
- Publication number
- JPS5837225A JPS5837225A JP13376081A JP13376081A JPS5837225A JP S5837225 A JPS5837225 A JP S5837225A JP 13376081 A JP13376081 A JP 13376081A JP 13376081 A JP13376081 A JP 13376081A JP S5837225 A JPS5837225 A JP S5837225A
- Authority
- JP
- Japan
- Prior art keywords
- earth
- soil
- pile
- ground
- sand
- 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.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Description
【発明の詳細な説明】
本発明は、地盤への杭の築造方法に関し、掘削軸+13
の下端からセメントミルクのような土砂固結剤(!)ヲ
噴出しながら地盤(3)t−掘削すると共に掘削土砂と
土砂固結剤(2)とを混合して第1法理合杭(4)【土
中に形成しつつ掘進し、所定の位置に掘削軸+11の下
端を到達させる第1工程と、掘削軸Il+の掘進によっ
て地上に揚土された第1人混合±(6)をふるいくかけ
て過大粒の礫土(6)を除去し1次いで過大粒の礫土(
釦を除去しt第1人混合±illにセメント、フライア
ッシュ等の土砂固結剤を必要強度が生じるように加えて
これヲ昇混練して第2法理合±171 を製作する11
Is工程と、第1法理合杭(4)の造成において掘削軸
(りの下端が所定位置に到達しt後に掘削軸(1)の下
端から第1汎工程における土砂固結剤(りKかえて第2
工程で製作する第2法理合±(7)k圧出して掘削孔(
8)中に充填しクク掘削軸(1)を引き上げ、掘削孔(
8)中に$2次混合±(7)が充填された杭(9)を形
成する第3工程よりなることを特徴とする地盤への杭の
築造方法に係るものである従来地盤に杭を築造する工法
として例えば特公昭55−50543号公報に示され九
工法が知られている。この従来例にあっては、単に地盤
を掘削しながらセメシト三ルクfr噴出し、これと掘削
と同時に混合して杭を形成していただけであっt。この
tめ、いかに地中で混合するといえども上下方向におい
て均一な強度の杭を形成するのは不可能であつ之。ま之
この従来例にあってけ掘削孔内で掘削土砂と混合する関
係上、セメントミルクの濃度が濃すと流動性が低く、掘
削孔内における掘削土砂との混合に支障が生じるもので
あり、この結果使用されるセメントの量が少く、形成さ
れる杭の強度が弱いという欠点があつ几。良に池の従来
例として掘削土砂を全部地上に排土して掘削孔にモルタ
ル等を充填するものがあるが、この場合地上に揚土され
次土砂の処分をしなければならず、また別途充填用の砂
を用意しなければならすコストアップになる之いう欠点
があった。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for building piles in the ground.
While excavating the ground (3) while spouting an earth and sand consolidation agent (!) like cement milk from the lower end of the pile, the excavated earth and sand consolidation agent (2) are mixed, and the first legal pile (4) is excavated. ) [The first step is to excavate while forming in the soil and reach the lower end of the excavation axis +11 at a predetermined position, and the first process of excavating the soil lifted to the ground by the excavation axis Il+ excavation ± (6) Oversized gravel soil (6) was gradually removed, and then oversized gravel soil (6) was removed.
Remove the button, add soil consolidation agents such as cement and fly ash to the first mixture ±ill until the required strength is achieved, and knead it to produce the second law ±171.11
In the Is step, and after the lower end of the excavation shaft (1) reaches the predetermined position in the creation of the first legal pile (4), the earth and sand consolidation agent (replacement second
The second legal principle produced in the process ± (7)k is extruded and drilled hole (
8) Fill the hole, pull up the drilling shaft (1), and open the drilling hole (
8) A conventional method for constructing piles in the ground, which is characterized by the third step of forming a pile (9) filled with the $2 secondary mixture (7). As a construction method, the nine construction methods are known, for example, as shown in Japanese Patent Publication No. 55-50543. In this conventional example, while excavating the ground, the cemeshite was simply ejected and mixed with this at the same time as the excavation to form the pile. However, no matter how much the mixture is mixed underground, it is impossible to form a pile with uniform strength in the vertical direction. In this conventional example, since cement milk is mixed with excavated soil in the borehole, if the concentration of cement milk becomes high, the fluidity will be low, causing problems in mixing with the excavated soil in the borehole. As a result, the amount of cement used is small and the strength of the piles formed is weak. A conventional example of a pond is one in which all excavated soil is discharged to the ground and the excavated soil is filled with mortar, etc., but in this case, the soil must be lifted to the ground and then disposed of, and a separate disposal process is required. There was a drawback that the cost increased as sand had to be prepared for filling.
本発明は上述の従来の欠点に鑑みて発明し友も揚出され
たものの処分の嶌必要が少なく、再使用ができてコスト
を下げることができ、更に第2次混合±1掘削軸の先端
から圧出するに当って掘削軸内がりまり之り、圧出でき
なかつ友すすることがなく、スムーズに圧出できる地盤
への杭の築造方法を提供するにある。The present invention was devised in view of the above-mentioned drawbacks of the conventional technology, and there is less need to dispose of the excavated material, it can be reused, reducing costs, and furthermore, the tip of the excavation shaft is To provide a method for constructing piles in the ground that can be smoothly extruded without being stuck inside the excavation shaft, making it impossible to extrude, and preventing the pile from slipping.
以下本発明に実施例により詳述する。図中fil t−
1を中?!パイプ状の掘削軸であって、外周に揚士兼攪
拌用のスクリュ一部(101、又は攪拌翼(11)又は
スクリュ一部0ωと攪拌翼(]1)の両方が設けである
。掘削軸(1)は中空バイづ状で下端にヒツトα力が設
けてあり、また掘削軸fi+の下端には噴出口(I功が
設けである。この場合噴出口α′4を図の実施例θよう
にピット(1匂部分に設けてもよい。掘削軸(11は1
木でも、複数本並べたものでもよい。複数本並べたもの
の場合掘削軸(1)を複数本横方向に一直線状に並べて
もよ<、Toるいは弓状となるように並べてもよく。The present invention will be explained in detail below using examples. In the figure fil t-
1 inside? ! It is a pipe-shaped excavation shaft, and the outer periphery is provided with a screw part (101) for lifting and stirring, or a stirring blade (11), or both a screw part 0ω and a stirring blade (]1). (1) has a hollow pipe shape and has a human α force at its lower end, and a jet port (I force) is installed at the bottom end of the excavation shaft fi+.In this case, the jet port α'4 is The pit (11 may be provided in the 1 part).The excavation shaft (11 is 1
It can be a tree or multiple trees lined up. In the case of a plurality of excavation shafts (1) arranged in a row, the plurality of excavation shafts (1) may be arranged laterally in a straight line, or in an arcuate manner.
あるいは三角形、四角形等の多角形状に並べてもよい。Alternatively, they may be arranged in a polygonal shape such as a triangle or a quadrangle.
掘削軸(1)を複数本並べ次場合各掘削軸fl+の上端
部は多軸装置11(14)に連結され、駆動装#(1つ
の回転を多軸装置α41を介して各掘削軸(1)に伝え
るようになっている。図中a句は掘削軸(!)に連通接
続し定ホースである。しかしてホース(lI19をセメ
シトミルクのような土砂固結剤(2)?供給するための
土砂固結供給装置11−に接続し、掘削軸(1)の下端
からセメントミルクのような土砂固結剤f21 i l
5it出しながら地盤(3)ヲ掘削しつつ掘削ヨ:砂と
土砂固結剤(2)とを混合して!1次混合杭(4)ヲ土
中に形成しなが゛ら掘進じていき、所定の位置に掘削軸
11+の下端を到達させる。上記工程を第1工程とする
。一方掘削軸(りの掘進によって地上に揚土され7’j
@1次混合±(51にふるい(lηにかけて過大粒の礫
土(6)を除去し。When a plurality of excavation shafts (1) are arranged, the upper end of each excavation shaft fl+ is connected to the multi-axis device 11 (14), and the rotation of each excavation shaft (1) is transmitted through the multi-axis device α41. ). Clause a in the figure is a fixed hose that is connected to the excavation shaft (!).The hose (for supplying lI19 to a soil solidifying agent (2) such as Cemecit Milk) It is connected to the earth and sand consolidation supply device 11-, and the earth and sand consolidation agent f21 i l, such as cement milk, is supplied from the lower end of the excavation shaft (1).
While excavating the ground (3) while taking out 5 IT: Mix the sand and soil consolidation agent (2)! While forming the primary mixed pile (4) in the soil, the excavation progresses until the lower end of the excavation shaft 11+ reaches a predetermined position. The above step is referred to as the first step. On the other hand, the earth was lifted to the ground by the excavation axis (7'j).
@Primary mixing±(51 and sieve (lη) to remove oversized gravel soil (6).
次いで過大粒の礫±(61ヲ除去し7’j111次混合
±(6)ハ
で再混練して第2法理白土())を製作する。これを第
2工程とする。ここで図中(IIU@2次混会土法理合
杭(4)の造成において掘削軸fi+の下端から11次
工程における土砂固結剤(2)にかえて喀2工程で製作
する12次混合±(71fr圧出して掘削孔(8)中に
充填しながら掘削軸(1)ヲ引き上げ、掘削孔(8)中
に下方より順に上方に向けて第2次混合±(7)全充填
することで掘削孔(8)中に第2次混合±(7)が充填
されt杭19+ fi′形収する。これ11工程とする
。第3工程においてはホース端vil−第2法理合土製
作供給装置i(l講に接続するものである。また略3工
程中掘削孔(8)中に!1!2次混合±(7)?圧出す
ると、それにつれて第1次混会杭(4)を構収するI1
1次混台土(61が次々と地上に揚土されるが、この第
1次混合±(61t−第2次混合土製作供給装置Olに
よって第2次混合±(7)とし、再び掘削軸(1)の下
端より掘削孔(8)中に圧充填するのである。この時掘
削軸tllU回転しながら引き上げてもよく1回転しな
いで引き上げてもよい。また第2次混合±(7)ヲ掘削
孔(8)の下方より圧充填することで掘削軸+1+及び
第1次混合±(6)が上方に押し上げられるものである
。上記に応じて@3工根の後で杭(9)中に導妻巷瀞者
ル4必要な曲げ強度、その他の強度を担当する鋼管その
他の構造材@lj !に建込む第4工程をつけ加わえて
もよい。上記のようにして単独の杭(9+ 1に築造し
てもよいが、杭(9)の端部が互いに重複するようにし
て連続して形成すると山留壁を形成できるものである。Next, the oversized gravel (61) is removed and the mixture is re-kneaded in 7'j111st mixing (6) to produce the second legal white clay (2018). This is the second step. Here, in the diagram (IIU @ 2nd Mixture in the construction of soil law rational piles (4), from the lower end of the excavation axis fi+, instead of the soil consolidation agent (2) in the 11th step, the 12th mixture produced in the 2nd step ±(71fr) is pumped out and filled into the drilled hole (8) while pulling up the drilling shaft (1) and filling the drilled hole (8) from the bottom to the top for the second mixing ±(7) completely. In the excavation hole (8), the secondary mixture (7) is filled into the t-pile 19 + fi' shape.This is the 11th step.In the third step, the hose end vil - the second legal soil fabrication supply Apparatus i (connected to I).Also, during approximately 3 steps, during the drilling hole (8), when the !1!2nd mixture ± (7)? is squeezed out, the 1st mixed pile (4) I1 to confiscate
The primary mixed soil (61) is brought up to the ground one after another, and this primary mixed soil (61t) is made into a secondary mixed soil (7) by the secondary mixed soil production and supply device Ol, and then the excavation shaft is moved again. The drilling hole (8) is pressurized from the lower end of (1). At this time, the drilling shaft may be pulled up while rotating, or it may be pulled up without making one rotation. Also, the second mixing ± (7) By pressurizing the excavation hole (8) from below, the excavation axis +1+ and the primary mixture ± (6) are pushed upward.According to the above, after @3 root, the inside of the pile (9) is You may also add a fourth step of erecting steel pipes and other structural materials @lj! that are responsible for the necessary bending strength and other strengths. However, if the ends of the piles (9) are formed in succession so that they overlap each other, a retaining wall can be formed.
なお略■沖各掘削軸fi+が夫々回転すると共に多軸装
置α葡も回転することで複数本の掘削軸(1)が全体と
して回転するようになっている。In addition, when each of the excavation shafts fi+ rotates, the multi-axis device α also rotates, so that the plurality of excavation shafts (1) rotate as a whole.
本発明にあっては、叙述のように掘削軸の下端からセメ
ントミルクのような土砂固結剤を噴出しながら地盤を掘
削すると共に掘削土砂と土砂固結剤とを混作して第1次
混作杭を土中に形成しつつ掘進し、所定の位置に掘削軸
の下端を到達させる第1工程と、掘削軸の掘進によって
地上に揚土されR11!1次混合土にセメシト、フライ
アッシュ等の土砂固結剤を必要強度が生じるように加え
てこれを再混練して第2次混合±を製作する第2工程と
、w11次混台拭の造成において掘削軸の下端が所定位
置に到達し几後に掘削軸の下端から@1爽工程における
土砂固結剤にかえて第2工程で製作する第2次混合土全
圧出して掘削孔中に充填しつつ掘削軸を引き上げ、掘削
孔中に@2次混合土が充填されt杭を形成する第3工程
とぶシなるので、最終的に掘削孔内には上下方向の全長
にわたって所定の強度に調整されt第2次混合土が充填
されて杭が築造されることとなり、所定の強度の杭を簡
単に形成できるという利点があり、しかも第2次混合土
は掘削孔中で攪拌する必要がないのでセメシトの量が多
くてfa度の濃いものであっても何らの問題がなく、高
強度の杭を形成できるものである。更に第2工程におい
て掘削軸の掘進によって地上に揚土され*!11次混合
法理ふるいにかけて過大粒の礫土を除去するので、第2
次混合土中に過大粒の礫土が存在せず、し九がってホー
スや掘削軸内や掘削軸の噴出口がりまり之りしないもの
であり、この結果地上に揚土された第1次混合土を再使
用するといえども掘削軸の噴出口からの噴出に当って何
ら支障がないものであり、罹災に第2次混合土を掘削孔
中に充填できるものである。ま友杭を形成するに当って
地上に排土した混合±?再使用するので、地上に排土し
t土砂の処分の必要が少なく、ま比倍2法理合士の材料
となる砂等を別途準備する必要がないので、大巾にコス
トタウンがはかれるものである。In the present invention, as described above, the ground is excavated while spouting an earth and sand consolidation agent such as cement milk from the lower end of the excavation shaft, and the excavated earth and sand are mixed with the earth and sand consolidation agent to perform the first mixed cropping. The first step is to excavate while forming piles in the soil, and to reach the lower end of the excavation shaft at a predetermined position. The second step is to add soil and sand consolidation agent to the required strength and knead it again to create the second mixing stage, and the lower end of the excavation shaft reaches the predetermined position during the creation of the 11th mixing table wipe. After finishing, all of the second mixed soil produced in the second step is pressed out from the bottom end of the excavation shaft instead of the earth and sand consolidation agent in the first refreshing step, and while filling it into the excavation hole, the excavation shaft is pulled up and the soil is poured into the excavation hole. @The third step is filling with the secondary mixed soil and forming a pile, so finally the excavated hole is filled with the secondary mixed soil that has been adjusted to the specified strength over the entire length in the vertical direction. This method has the advantage that piles with a specified strength can be easily formed, and since the secondary mixed soil does not need to be stirred in the excavation hole, it has a large amount of cementite and a high degree of fa. There are no problems with this, and high-strength piles can be formed. Furthermore, in the second process, the earth is lifted to the ground by the excavation axis! Since the gravel soil with large particles is removed by passing it through the 11th mixing method sieve, the second
There is no large-sized gravel in the mixed soil, and as a result, the hose, the excavation shaft, and the spout of the excavation shaft do not get clogged.As a result, the primary soil that was lifted to the ground Even if the mixed soil is reused, there is no problem in ejecting it from the spout of the excavation shaft, and the secondary mixed soil can be filled into the excavation hole in the event of a disaster. Mixed soil excavated on the ground when forming the Mayu pile±? Since it is reused, there is little need to dispose of the earth and sand on the ground, and there is no need to separately prepare sand, etc., which is the material for the MABIBI 2 legal rationale, so it is possible to save a lot of money. be.
第1図(a) (b) (c) (d) ’a本発明の
施工順序を示す概略図、第2図(a) (b) (c)
は同上に用いる掘削機の1例を示す概略図、tIF11
次混合杭法理成時の横断面図及び杭の形成時の横断面図
、喀3図(a) (b) (は同上の掘削機の他側を示
す概略図及び準1迭混さ杭の4形成時の横断面図であっ
て、(1)は掘削軸、(21U土砂固結剤、(3)は地
盤%(4)は第1次混合杭161は第1次混合土、(7
)は第2次混合土、(8)は掘削孔、(9)に杭である
。
第1図
(c)
(d)Figure 1 (a) (b) (c) (d) 'a Schematic diagram showing the construction sequence of the present invention, Figure 2 (a) (b) (c)
is a schematic diagram showing an example of an excavator used in the above, tIF11
Figures 3 (a) (b) (are schematic diagrams showing the other side of the same excavator as above and semi-1 mixed pile piles). 4 is a cross-sectional view at the time of formation, (1) is the excavation shaft, (21U earth and sand consolidation agent, (3) is the ground percentage, (4) is the primary mixed pile 161 is the primary mixed soil, (7
) is the secondary mixed soil, (8) is the excavated hole, and (9) is the pile. Figure 1 (c) (d)
Claims (1)
砂固結剤を噴出しながら地盤を掘削すると共に掘削土砂
と土砂固結剤とを混合して第1混合杭を土中に診収しク
ク掘進し、所定の位置に掘削軸の下端を到達させる第1
工程と、掘削軸の掘進によって地上に揚出されt第1法
理合土をふるいにかけて過大粒の礫土を除去し1次いで
過大粒の礫土を除去しt第1法理合土にセメント、フラ
イアッシュ等の土砂固結剤を必要強度が生じるように加
えてこれを再混練して第2法理合土を製作する第2工程
と%第1人混合杭の造成において掘削軸の下端が所定位
置に到達し7を後に掘削軸の下端から第1\工程におけ
る土砂固結剤にかえて第2工程で製作する第2法理合土
を圧出して掘削孔中(充填しクク掘削軸を引き上げ、掘
削孔中に第2法理合土が充填され几杭を形成する!11
3工程よりなること1w#黴とする地盤への杭の築造方
法。il+ Excavate the ground while squirting an earth and sand consolidation agent such as cement milk from the lower end of the excavation shaft, mix the excavated earth and sand with the earth and sand consolidation agent, insert the first mixed pile into the soil, and excavate. , the first to reach the lower end of the excavation shaft to a predetermined position.
The process is as follows: The first legal soil that is lifted to the ground by the excavation axis is sieved to remove oversized gravel soil. The lower end of the excavation shaft reaches the predetermined position in the second step of creating the second legal soil by adding soil consolidation agent to the required strength and re-mixing it to create the second mixed pile. After 7, from the bottom end of the excavation shaft, instead of using the soil consolidation agent in the first step, press out the second legal soil produced in the second step and fill it into the excavation hole. The second legal soil is filled inside to form a pile!11
Consisting of 3 steps 1w # Method of constructing piles in moldy ground.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP13376081A JPS5837225A (en) | 1981-08-26 | 1981-08-26 | Method of constructing pile into ground |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP13376081A JPS5837225A (en) | 1981-08-26 | 1981-08-26 | Method of constructing pile into ground |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS5837225A true JPS5837225A (en) | 1983-03-04 |
JPS6140814B2 JPS6140814B2 (en) | 1986-09-11 |
Family
ID=15112301
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP13376081A Granted JPS5837225A (en) | 1981-08-26 | 1981-08-26 | Method of constructing pile into ground |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS5837225A (en) |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH03113383U (en) * | 1990-03-05 | 1991-11-19 | ||
JPH0734453A (en) * | 1993-07-19 | 1995-02-03 | Seiko Kogyo Kk | Recycle of mixture between soil/sand and soliidifying liquid substance |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5336910A (en) * | 1976-09-16 | 1978-04-05 | Takenaka Komuten Co | Method of forming soil pile |
JPS5631928A (en) * | 1979-08-20 | 1981-03-31 | Ryoji Morita | Constructing method for soil pile |
-
1981
- 1981-08-26 JP JP13376081A patent/JPS5837225A/en active Granted
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5336910A (en) * | 1976-09-16 | 1978-04-05 | Takenaka Komuten Co | Method of forming soil pile |
JPS5631928A (en) * | 1979-08-20 | 1981-03-31 | Ryoji Morita | Constructing method for soil pile |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH03113383U (en) * | 1990-03-05 | 1991-11-19 | ||
JPH0734453A (en) * | 1993-07-19 | 1995-02-03 | Seiko Kogyo Kk | Recycle of mixture between soil/sand and soliidifying liquid substance |
Also Published As
Publication number | Publication date |
---|---|
JPS6140814B2 (en) | 1986-09-11 |
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