JPS5837224A - Method for constructing pile into ground - Google Patents
Method for constructing pile into groundInfo
- Publication number
- JPS5837224A JPS5837224A JP13375981A JP13375981A JPS5837224A JP S5837224 A JPS5837224 A JP S5837224A JP 13375981 A JP13375981 A JP 13375981A JP 13375981 A JP13375981 A JP 13375981A JP S5837224 A JPS5837224 A JP S5837224A
- Authority
- JP
- Japan
- Prior art keywords
- soil
- earth
- pile
- ground
- excavated
- 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(1)
の下端からセメシト三ルクのような土砂固結剤(りを噴
出しながら地盤(3)を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次混合杭111に土中に
形成しつつ掘進し、所定の位置にm削軸(1)の下端を
到達させる第1工程と、掘削軸(1)の掘進によって地
上に揚土された第1次混合土(51VCtCコメ、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
えてこれを昇温Mして第2次混合±(〕)を製作する第
2工程と、第1次混合杭(4)の造成において掘削軸(
1)の下端が所定位置に到達し穴後に掘削軸(1)の下
端から第1^工程における土砂固結剤(2)Kかえて第
2工程で製作する$2次混合±(7)を圧出して掘削孔
(8)中に充填しつつ掘削軸(1)な引き上げ、掘削孔
(8)中に4!J2次混合±(7)が充填され虎杭(9
)を形成する$3工程よシなること〜特徴とする地盤へ
の杭の築造方法に係るものである。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for constructing piles in the ground, and includes an excavation shaft (1).
The ground (3) is excavated while ejecting a soil consolidating agent such as Semeshito Sanluk from the lower end, and the excavated soil and the soil consolidating agent (2) are mixed and the soil is poured into the primary mixed pile 111. The first step is to excavate while forming the inside of the soil, and reach the lower end of m cutting shaft (1) at a predetermined position. , the second process of adding a soil consolidation agent such as fly ash to the required strength and raising the temperature to produce the second mixture ±(); and the second process of manufacturing the first mixture pile (4). Excavation axis (
After the lower end of 1) reaches the predetermined position and the hole is drilled, the earth and sand consolidation agent (2) K in the 1st process is added from the lower end of the excavation shaft (1) to the secondary mixture ± (7) produced in the 2nd process. While pressing out and filling the drilling hole (8), the drilling shaft (1) is pulled up and 4! J secondary mixture ± (7) is filled and the tiger pile (9
) This relates to a method for constructing piles in the ground, which is characterized by the $3 process for forming piles.
従来地盤に杭を築造する工法として例えば特公昭55−
50543号公報に示されな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からt)Iシト
ミルクを噴出し、これを掘削と同時に混合して杭を形成
していただけであった。このなめ、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
るのけ不可能であった。またこの従来例にあっては掘削
孔内で掘削土砂と混合する関係上、セメシトミルクの濃
度が濃いと流動性が低く、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シ、この結果使用される
tメシトの量が少く、形成される杭の強度が弱いという
欠点があった。更に他の従来例として掘削土を全部地上
に排土して掘削孔Kvニ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た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ずコ
ストアップになるという欠点があった。Conventional construction methods for building piles in the ground include, for example,
A construction method disclosed in Japanese Patent No. 50543 is known. In this conventional example, t) I cytomilk was simply squirted out without excavating the ground, and this was mixed at the same time as the excavation to form the pile. Due to this slick, it was impossible to form a pile with uniform strength in the vertical direction, no matter how much the mixture was mixed underground. In addition, in this conventional example, since it is mixed with the excavated soil in the borehole, if the concentration of cemcytomilk is high, the fluidity is low, which causes problems in mixing with the excavated soil in the borehole. As a result, the amount of t-meshito used was small, and the strength of the piles formed was weak. Furthermore, as another conventional example, all the excavated soil is discharged to the ground and filled into the excavated hole Kv Niltal, etc., but in this case, the soil lifted to the ground must be disposed of, and the filling is done separately. There was a drawback that sand had to be prepared for use, which increased costs.
本発明は上記の従来の欠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、上下方向揚土されたVゆ
処分の翫必動砂なく再使用できてコスト管下けることの
できる地盤への杭の築造方法を提供するKある。The present invention was devised in view of the above-mentioned drawbacks of the conventional technology, and its purpose is to reduce the cost by reusing the vertically lifted soil in a V-type disposal system, which eliminates the need for moving sand. K provides a method for building piles in the ground where it is possible.
(100両方が設けである。掘削軸(1)は中空パイプ
状で下fllkKピット(1!lが設けてあシ、また掘
削軸(1)の下端には噴出口−が設けておる。この場合
噴出口e場taao実施例のようにピット(l匂部分に
設けてもよい。m PAQ il)は1本でも、複数本
並べたものでもよい。複数本並べ大ものの場合掘削軸(
1)を複数本横方向に一直線状に並べてもよく、あるい
は弓状となるように並べてもよく、するいは三角形、四
角形等の多角形状に並べてもよい。掘削軸fl)を複数
本遊べた場合各掘削軸+1+の上端部は多軸装置14に
連結され、駆動装JUJ@の回転を多軸装置−を介し、
て各掘削軸illに伝えるようになっている。図中(1
時はm削軸(1)に連通接続し九本−スである。しかし
てホースa呻をセメシトミルクのような土砂固結剤(り
を供給するための1砂固結剤供給装置−に接続し、掘削
軸(1)の下端からセメシトミルクのような土砂固結剤
(2)を噴出しながら地盤(3)を掘削しつつ掘削土砂
と土砂固結剤(2)とを混合して第1次混合杭(4)を
土中に形成しながら掘進していき、所定の位置Km”f
llJ軸(1)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(1)の掘進によって地上に揚土
された第1次混合±(IIKふるい・ηkかけて過大粒
の礫土(8)を除去し、次いで過大粒のように追加して
これを三十す−914で再混練して第2次混合±(7)
を製作する。これを$2工程とする。ここで図中(le
a!2次混合土法理供給装置であ夛、ペースト状の第1
次混合±(6)を吸引する吸込部−1ふるい(I7)、
ミ牛す一端、ボシプ(図示せず)等を有している。次に
第1次混合杭(4)の造成において掘削軸Tl)の下端
から第1工11における土砂固結剤(2)Kかえて第2
工程で製作する@2次混合±(1)を圧出して掘削孔(
8)に充填しながら掘削軸(1)を引龜上げ、#s削孔
(8)中に下方よシ順に上方に向けてII怠次法理士け
)を充填することで掘削孔(8)KI12次混合法理γ
)が充填され六杭(9)を形成する。これt’s工璽と
する。第3工程においては本−ス拳鴫を第2次混合土製
作供給装置(Isに接続するもので参る。ま大館3工程
中tl削孔(8)中に第2次混合±(1)を圧出すると
、それにつれて第1次混合杭(4)を構成する111次
混法理(6)が次々と地上に揚土されるが、このi11
次混台土+51を$2次混合土製作供給装置傘噂によっ
て第2次混合士())とし、再び掘削軸(1)の下端よ
シ掘削孔(8)中に圧充填するのである。この時掘削軸
(1)は回転しながら引き上けてもよく、回転しないで
引き上げてもよい。まな第2次混合土け)を掘削孔(8
)の下方よシ圧充填することでlll1ll軸(1)及
び第1次混合±(5)が上方に押し上げするのである。(Both 100 are provided.The excavation shaft (1) is hollow pipe-shaped and has a lower fllkK pit (1!l), and a spout is provided at the lower end of the excavation shaft (1). In the case of the ejection outlet e field, the pit (may be provided in the filtration part) may be one or multiple pits arranged in a row as in the embodiment.In the case of a large one in which multiple pits are arranged, the excavation shaft (
A plurality of 1) may be arranged in a straight line in the horizontal direction, or may be arranged in an arcuate manner, or may be arranged in a polygonal shape such as a triangle or a quadrangle. When multiple excavation shafts fl) can be used, the upper end of each excavation shaft +1+ is connected to the multi-axis device 14, and the rotation of the drive unit JUJ@ is controlled via the multi-axis device -.
The information is transmitted to each excavation axis ill. In the figure (1
At the time, there are nine shafts connected in communication with the m-cutting shaft (1). Then, connect the hose a to a sand consolidation agent supply device for supplying a soil consolidation agent such as cemecit milk, and connect the hose 1 to a 1 sand consolidation agent supply device for supplying a sediment consolidation agent such as cemecit milk from the lower end of the excavation shaft (1). 2) while excavating the ground (3), mixing the excavated soil and soil consolidation agent (2) to form a primary mixed pile (4) in the soil, and excavating to a predetermined area. position Km”f
Reach the lower end of the llJ axis (1). The above step is referred to as the first step. On the other hand, the gravel soil (8) with large grains was removed through the primary mixing ± (IIK sieve and Knead again with Jusu-914 and perform secondary mixing ±(7)
Manufacture. This is called a $2 process. Here in the figure (le
a! The secondary mixed soil feeder feeds the paste-like powder.
Suction part-1 sieve (I7) that sucks the next mixture ± (6),
It has one end, a boss (not shown), etc. Next, in the preparation of the first mixed pile (4), from the lower end of the excavation axis Tl) to the soil consolidation agent (2) K in the first work 11,
Extrude the @secondary mixture (1) produced in the process and drill into the drilling hole (
8), pull up the excavation shaft (1) and fill the #s drilling hole (8) downward and upward in order. KI 12th order mixed theory γ
) are filled to form six piles (9). This is t's code. In the 3rd process, the main mixer is connected to the 2nd mixed soil production and supply device (Is).The 2nd mixing ± (1) is carried out during the TL drilling (8) in the Odate 3 process. As it is pressed out, the 111th mixed pile (6) that constitutes the first mixed pile (4) is lifted up to the ground one after another, but this i11
The next mixed soil +51 is used as a second mixer () by the $2 secondary mixed soil production and supply device, and is again pressure-filled into the excavation hole (8) along the lower end of the excavation shaft (1). At this time, the excavation shaft (1) may be pulled up while rotating, or may be pulled up without rotating. Mana secondary mixed soil) was drilled in the drilling hole (8
), the llll1ll shaft (1) and the primary mixture ±(5) push upward.
なお必要に応じて第3工程の後で杭(−)中に診曇巷◆
ホiぼ必要な曲げ強度、その他の強度を担当する鋼管そ
の他の構造材体υを建込む第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)を築′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。なお第
3図申告掘削軸(11が夫々回転すると共に多軸装置−
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。If necessary, after the third step, check the pile (-).◆
A fourth step may be added in which a steel pipe or other structural material υ is built to provide the necessary bending strength and other strengths. Although a single pile (9) may be constructed as described above, a retaining wall can be formed by forming the piles (9) in succession so that their ends overlap each other. In addition, as shown in Fig. 3, the excavation shafts (11) rotate respectively, and the multi-axis device -
The plurality of excavation shafts (1) rotate as a whole by rotating the excavation shafts (1).
本発明にあっては、叙述のように掘削軸の下端からセメ
シトエ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mm土砂と土砂同−緒剤とを混合して第1
法理合杭を土中に形成しつつ掘進し、所定の位置//c
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次第1法理合土にセメシト、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法理合土を製作する第2工程と
、第1法理合杭の造成において掘削軸の下端が所定位置
に到達した後に掘削軸の下端から第1大工1!における
土砂固結剤にかえて第2工程で製作す*m軸を引自上け
、掘削孔中に第2法理合土が充填された杭を形成する第
3工程とよシなるので、最終的に#IAlIIl孔内に
は上下方向の全長にゎなって所定011度に調整された
第2法理合土が充填されて杭が鍛造されることとなシ、
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次拠金士は*sg孔中で撹拌する必lFがな
いのでする・更に杭を形成するに轟って地上に排出した
混合土を再使用するので、地上に排出し危土砂の処分の
必*鉤磯(、ま次第2法理合圧の材料となる伊等を別造
準備する必要がないので、大巾にコストタウシがはかれ
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 Semeshito Elk from the lower end of the excavation shaft, and at the same time, mm earth and sand and earth and sand consolidator are mixed.
Excavate while forming legal piles in the soil, and place at the designated location //c
The first step is to reach the lower end of the excavation shaft, and as soon as the excavation shaft is lifted to the ground by the excavation shaft, a soil consolidation agent such as cemeshite or fly ash is added to the soil to obtain the required strength, and this is re-kneaded. In the second step of manufacturing the second legal soil, and in the creation of the first legal pile, after the lower end of the excavation shaft reaches the predetermined position, the first carpenter 1! Instead of using a soil consolidation agent in the second process, the *m shaft produced in the second process is pulled up, and the third process is different from the third process, in which the pile is filled with the second legal soil in the excavation hole. Specifically, the #IAlIIl hole is filled with second legal soil adjusted to a predetermined 011 degrees for the entire length in the vertical direction, and the pile is forged.
It has the advantage of being able to easily form piles with a specified strength.
Moreover, the second funder does not need to stir the soil in the *sg hole.Furthermore, the mixed soil that is discharged to the ground after forming the pile is reused, so it is discharged to the ground and the hazardous sand is removed. Since there is no need to separately prepare the materials for the two-way rationalization process, the costs can be calculated on a large scale.
第1 WJ&) Th) −)(イ)は本発明の施工順
序を示す概略図、[2図に)(ロ)ωi同上に用いるa
rmysの1−を示す概略正■図、第1法理合杭の形成
時の横断図
−及び杭の形成時の横断面図、第3図6)伽)は同上へ
の掘削機の他側を示す概略正面図及び@1次混合杭の形
成時の横断面図であって、(1)は掘削軸、(2)は土
砂固結剤、(3)は地盤、(4)は第1法理合杭、(6
)は第1法理合士、(7)は第2法理合土、(8)は掘
削孔、flllは杭である@
代理人 弁理士 石 1)長 七
第1図
(c)
(d)1st WJ&) Th) -) (A) is a schematic diagram showing the construction order of the present invention, [Figure 2] (B) ωi A used in the same
rmys 1-, cross-sectional view at the time of forming the first legal pile, and cross-sectional view at the time of forming the pile, Figure 3. A schematic front view and a cross-sectional view when forming the @primary mixed pile, in which (1) is the excavation axis, (2) is the soil consolidation agent, (3) is the ground, and (4) is the first law. Pile, (6
) is the first law and rational attorney, (7) is the second legal and rational soil, (8) is the excavation hole, and flll is the pile.
Claims (1)
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@1次混合杭を土中に゛形成しつ
つ掘進じ、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次第1法
理合士にセメント、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次混
合土を製作する第2工程と、第1次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次後に掘削軸の下端
から第1′寛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次混合土を圧出して掘削孔中に充填゛し
つつ掘削軸を引き上げ、掘削孔中に第2次混合土が充填
され次杭を形成するlI3工程よシなることを特徴とす
る地盤への杭の築造方法。(1) From the bottom end of the excavation shaft! The ground is excavated while ejecting a soil compaction agent such as lubrication, and the excavated soil and sand compaction agent are mixed to form a primary mixed pile in the soil as the excavation progresses and excavation is carried out at a predetermined location. The first to reach the lower end of the shaft
As soon as the soil is brought up to the ground by the excavation shaft, the first legal engineer adds soil consolidation agents such as cement and fly ash to the required strength and remixes this to form the second mixed soil. In the second step of manufacturing, when the lower end of the excavation shaft reaches a predetermined position in the creation of the first mixed pile, the soil consolidation agent is replaced from the lower end of the excavation shaft in the 1st relaxation step in the second step. The excavation shaft is pulled up while pressing out and filling the secondary mixed soil into the excavated hole, and the second mixed soil is filled into the excavated hole to form the next pile. Method of building piles into the ground.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP13375981A JPS5837224A (en) | 1981-08-26 | 1981-08-26 | Method for constructing pile into ground |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP13375981A JPS5837224A (en) | 1981-08-26 | 1981-08-26 | Method for constructing pile into ground |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS5837224A true JPS5837224A (en) | 1983-03-04 |
JPS6140813B2 JPS6140813B2 (en) | 1986-09-11 |
Family
ID=15112278
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP13375981A Granted JPS5837224A (en) | 1981-08-26 | 1981-08-26 | Method for constructing pile into ground |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS5837224A (en) |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP7307246B1 (en) * | 2022-08-15 | 2023-07-11 | 中国科学院地質與地球物理研究所 | Stirring of cement slurry containing grout and injection test system for cement slurry containing grout associated with excavation and piling |
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 JP13375981A patent/JPS5837224A/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 |
Also Published As
Publication number | Publication date |
---|---|
JPS6140813B2 (en) | 1986-09-11 |
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