JPH0440493B2 - - Google Patents
Info
- Publication number
- JPH0440493B2 JPH0440493B2 JP59129485A JP12948584A JPH0440493B2 JP H0440493 B2 JPH0440493 B2 JP H0440493B2 JP 59129485 A JP59129485 A JP 59129485A JP 12948584 A JP12948584 A JP 12948584A JP H0440493 B2 JPH0440493 B2 JP H0440493B2
- Authority
- JP
- Japan
- Prior art keywords
- diameter
- casing
- small
- excavator
- ground
- 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 - Lifetime
Links
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000002689 soil Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 2
- 239000004567 concrete Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 5
- 238000005553 drilling Methods 0.000 description 5
- 230000003068 static effect Effects 0.000 description 2
- 235000012489 doughnuts Nutrition 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
Description
【発明の詳細な説明】
〔発明の属する技術分野〕
本発明は、大径コンクリート杭造成等のための
大口径堅孔掘削工法に関する。DETAILED DESCRIPTION OF THE INVENTION [Technical field to which the invention pertains] The present invention relates to a large-diameter hard hole drilling method for constructing large-diameter concrete piles.
従来、大口径の場所打ちコンクリート杭造成用
の大口径堅杭を掘削する方法として、ケーシング
を揺動させて地盤に建込むと共に該ケーシング内
をハンマグラブ、回転バケツト等の掘削手段で掘
削するものが広く行われている。しかし、この方
法では硬質地盤のごとき掘削抵抗の大きい地盤で
は掘削手段としてのグラブ、バケツト等による地
盤の掘削力が弱いため掘削速度が極端に悪く、作
業能率が低下してしまう。
Conventionally, as a method for excavating large-diameter hard piles for constructing large-diameter cast-in-place concrete piles, the casing is oscillated and built into the ground, and the inside of the casing is excavated using excavating means such as a hammer grab or a rotary bucket. It is widely practiced. However, in this method, the excavation speed of the excavation speed is extremely low in ground with high excavation resistance, such as hard ground, because the excavation force of the excavation means such as a grab or bucket is weak, resulting in a decrease in work efficiency.
そこで発明者らはかかる欠点を解消するため、
先に特公昭58−19836号公報に示すように、地盤
に大口径ケーシングを回転させて圧入すると同時
に上記ケーシング内に該ケーシングの内径より小
径のスクリユーオーガにより小口径パイロツト孔
を掘削縦通する工法を提案した。 Therefore, in order to eliminate such drawbacks, the inventors
As previously shown in Japanese Patent Publication No. 58-19836, a large-diameter casing is rotated and press-fitted into the ground, and at the same time, a small-diameter pilot hole is drilled vertically into the casing using a screw auger having a diameter smaller than the inner diameter of the casing. proposed a construction method.
この小口径パイロツト孔は、ケーシング内を排
土することを容易にするものである。 This small-diameter pilot hole makes it easy to drain the inside of the casing.
しかし、この工法では地盤中に点在する転石が
杭径よりも大きい場合にはケーシング自体に過大
な掘削負荷がかかり、同じく作業効率の悪いもの
となる。 However, with this construction method, if the boulders scattered in the ground are larger than the pile diameter, an excessive excavation load is placed on the casing itself, which also results in poor work efficiency.
本発明の目的は前記従来例に改良を加え、大き
な転石等がある場合でも効率がよくしかも確実に
掘削ができ、軟弱地盤から超硬質地盤まで汎用性
のある活用ができる大口径堅孔掘削工法を提供す
ることにある。
The purpose of the present invention is to provide a large-diameter hard hole drilling method that is an improvement on the conventional example and is capable of efficiently and reliably excavating even when there are large boulders, etc., and that can be used versatilely from soft ground to ultra-hard ground. Our goal is to provide the following.
しかしこの目的は本発明によれば、小径のスク
リユーオーガ等の小径掘削機により小口径孔を支
持地盤に達するまで先行掘削し、掘削終了後この
小径掘削機を撤去し、次いでこの小口径孔が内部
中央に位置するように先端に多数の掘削刃を有す
る大口径のケーシングを回転させて地盤に圧入さ
せつつ、前記ケーシングの上方から内部に排土用
掘削機を差入れ、ケーシング内の前記小口径孔の
周囲の未掘削残土をこの排土用掘削機により掘削
し排出することにより達成される。
However, according to the present invention, this purpose is to first excavate a small-diameter hole with a small-diameter excavator such as a small-diameter screw auger until it reaches the supporting ground, remove the small-diameter excavator after the completion of excavation, and then remove the small-diameter hole. While rotating a large-diameter casing with a large number of excavating blades at the tip and press-fitting it into the ground so that the small This is achieved by excavating and discharging the unexcavated remaining soil around the bore hole using this excavator.
以下、図面について本発明の実施例を詳細に説
明する。
Embodiments of the present invention will be described in detail below with reference to the drawings.
第１図〜第６図は、本発明工法の各工程を示す
縦断正面図で、まず本発明工法に使用する装置に
ついて簡単に説明すると、図中１は講管等の中空
円筒体で形成するケーシングである。該ケーシン
グ１の先端には多数の掘削刃１ａを設けており、
また図示は省略するが、上端には静荷重や押圧
力、振動等の動荷重、もしくはそれら両者等の荷
重を加え、ケーシングを一方向に回転もしくは往
復回転させる駆動装置が連結される。 Figures 1 to 6 are longitudinal sectional front views showing each step of the construction method of the present invention. First, to briefly explain the equipment used in the construction method of the present invention, 1 in the figure is a hollow cylindrical body such as a lecture pipe. It's the casing. A large number of digging blades 1a are provided at the tip of the casing 1,
Although not shown in the drawings, a drive device is connected to the upper end to rotate the casing in one direction or reciprocate by applying a static load, a pressing force, a dynamic load such as vibration, or both of these loads.
図中２はスクリユーオーガーで、その掘削径は
前記ケーシングの内径の約1/2、1/3等の適宜の小
径とする。図中３はケーシング１内に上方から挿
入される掘削機で、ハンマグラブ掘削機、グラブ
バケツト掘削機、回転バケツト掘削機、スクリユ
ーコンベアつきバケツト掘削機など種々のものが
考えられる。 In the figure, 2 is a screw auger, and its excavation diameter is appropriately small, such as about 1/2 or 1/3 of the inner diameter of the casing. In the figure, numeral 3 represents an excavator that is inserted into the casing 1 from above, and various types of excavators can be considered, such as a hammer grab excavator, a grab bucket excavator, a rotary bucket excavator, and a bucket excavator with a screw conveyor.
まず、第１図に示すようにスクリユーオーガ２
で先行掘削を行ない、これにより後述のケーシン
グ１で掘削される孔径の約1/2程度の小口径孔４
が支持地盤６まで形成される。その際、地盤中に
径の大きな転石５等があると、このスクリユーオ
ーガ２で破断されるか穴をあけられることにな
る。 First, as shown in Figure 1, the screw auger 2
Preliminary drilling is carried out in the casing 1, which will be described later.
is formed up to the supporting ground 6. At this time, if there is a large-diameter boulder 5 or the like in the ground, it will be broken or a hole will be made by the screw auger 2.
次いで、第２図に示すように前記小口径孔４が
内部、望ましくは軸心線上に位置するようにして
大口径ケーシング１をその上端に静荷重を加えつ
つ連続回転させて地盤に垂直に圧入し、それと同
時に少し遅れてケーシング１内へ掘削機Ｂを上方
から挿入降下し、該ケーシング１内の未掘削残土
を掘削し排出する。 Next, as shown in FIG. 2, the large-diameter casing 1 is press-fit vertically into the ground by continuously rotating the large-diameter casing 1 while applying a static load to its upper end, with the small-diameter hole 4 located inside, preferably on the axis. At the same time, after a short delay, the excavator B is inserted into the casing 1 from above and lowered to excavate and discharge the unexcavated remaining soil in the casing 1.
前記残土の掘削においては、該残土がすでにゆ
るんでおり、しかも小口径孔４を中心にドーナツ
状をなしているので、崩れ易く、容易に掘削され
る。このようにしてケーシング１内の残土を十分
に掘削し排土してケーシング１内に所定の大口径
竪孔７を形成する（第３図参照）。 When excavating the remaining soil, the remaining soil is already loose and has a donut shape centered around the small diameter hole 4, so it is easy to collapse and is easily excavated. In this way, the remaining soil in the casing 1 is sufficiently excavated and removed to form a predetermined large-diameter vertical hole 7 in the casing 1 (see FIG. 3).
次に、第４図に示すように鉄筋カゴ８をケーシ
ング１上端から竪孔７内に挿入し、ついで第５図
に示すようにトレミー管９を介してコンクリート
を竪孔７内に打設する。次に、打設したコンクリ
ートが硬化しない間に第６図に示すようにケーシ
ング１を揺動させつつ上方へ引き抜く。コンクリ
ートが硬化すると大径の鉄筋入りコンクリート杭
が地盤内に造成される。 Next, as shown in FIG. 4, the reinforcing bar cage 8 is inserted into the shaft 7 from the upper end of the casing 1, and then concrete is poured into the shaft 7 through the tremie pipe 9, as shown in FIG. . Next, while the poured concrete has not yet hardened, the casing 1 is pulled upward while swinging as shown in FIG. Once the concrete has hardened, large diameter reinforced concrete piles are built into the ground.
以上述べたように、本発明の大口径堅孔掘削工
法は、ケーシングを圧入する前に該ケーシング内
径より小径のスクリユーオーガにより小口径孔を
掘削縦通するので、ケーシング径よりも大きな転
石等が地盤中に存在していてもこれで破断された
り、穴をあけられたりする。従つて、圧入するケ
ーシングに過大な掘削負荷をかけるおそれがな
く、しかも地盤をコア状に掘削することになるの
で効率よく掘削できる。
As described above, in the large-diameter hard hole drilling method of the present invention, before press-fitting the casing, a small-diameter hole is drilled vertically using a screw auger having a diameter smaller than the inside diameter of the casing. Even if it exists in the ground, it can cause it to break or create a hole. Therefore, there is no risk of applying an excessive excavation load to the casing to be press-fitted, and moreover, since the ground is excavated in the shape of a core, it is possible to excavate efficiently.
また、ケーシング内の該残土はケーシングによ
り周辺地盤と隔離された状態ですでにゆるんでお
り、しかも小口径孔を縦通されて崩れ易いので、
この残土掘削は極めて容易に行なえるものであ
る。 In addition, the remaining soil inside the casing is already loose because it is isolated from the surrounding ground by the casing, and moreover, it is easy to collapse after being passed through a small diameter hole.
Excavation of this remaining soil is extremely easy.
第１図〜第６図はそれぞれ本発明工法の各工程
を示す縦断正面図である。
１……ケーシング、１ａ……掘削刃、２……ス
クリユーオーガ、３……掘削機、４……小口径
孔、５……転石、６……支持地盤、７……大口径
竪孔、８……鉄筋カゴ、９……トレミー管。
FIGS. 1 to 6 are longitudinal sectional front views showing each step of the construction method of the present invention, respectively. 1...Casing, 1a...Drilling blade, 2...Screw auger, 3...Excavator, 4...Small diameter hole, 5...Boulder, 6...Supporting ground, 7...Large diameter pit, 8... Rebar cage, 9... Tremy tube.
Claims (1)
より小口径孔を支持地盤に達するまで先行掘削
し、掘削終了後この小径掘削機を撤去し、次いで
この小口径孔が内部中央に位置するように先端に
多数の掘削刃を有する大口径のケーシングを回転
させて地盤に圧入させつつ、前記ケーシングの上
方から内部に排土用掘削機を差入れ、ケーシング
内の前記小口径孔の周囲の未掘削残土をこの排土
用掘削機より掘削し排出することを特徴とした大
口径竪孔掘削工法。1. Use a small-diameter excavator such as a small-diameter screw auger to drill a small-diameter hole in advance until it reaches the supporting ground, remove the small-diameter excavator after the excavation is completed, and then drill the tip so that the small-diameter hole is located in the center of the interior. While rotating a large-diameter casing with a large number of excavation blades and press-fitting it into the ground, an earth removal excavator is inserted into the casing from above to remove unexcavated remaining soil around the small-diameter hole in the casing. This large-diameter vertical hole excavation method is characterized by excavating and discharging soil using an excavator.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12948584A JPS6110629A (en) | 1984-06-22 | 1984-06-22 | Method of excavating large diameter vertical hole |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP12948584A JPS6110629A (en) | 1984-06-22 | 1984-06-22 | Method of excavating large diameter vertical hole |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6110629A JPS6110629A (en) | 1986-01-18 |
| JPH0440493B2 true JPH0440493B2 (en) | 1992-07-03 |
Family
ID=15010645
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP12948584A Granted JPS6110629A (en) | 1984-06-22 | 1984-06-22 | Method of excavating large diameter vertical hole |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6110629A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07102557A (en) * | 1993-10-08 | 1995-04-18 | Sanki Giken Kogyo Kk | Rotation drive method for surface casing for underground vertical shaft excavation work |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS56125529A (en) * | 1980-03-05 | 1981-10-01 | Kubota Ltd | Driving of pile |
| JPS5740024A (en) * | 1980-08-19 | 1982-03-05 | Shigeo Inoue | Pile driving work |
| JPS57146886A (en) * | 1981-03-09 | 1982-09-10 | Hajime Matsuzawa | Drilling of shaft hole with large diameter |
-
1984
- 1984-06-22 JP JP12948584A patent/JPS6110629A/en active Granted
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS56125529A (en) * | 1980-03-05 | 1981-10-01 | Kubota Ltd | Driving of pile |
| JPS5740024A (en) * | 1980-08-19 | 1982-03-05 | Shigeo Inoue | Pile driving work |
| JPS57146886A (en) * | 1981-03-09 | 1982-09-10 | Hajime Matsuzawa | Drilling of shaft hole with large diameter |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6110629A (en) | 1986-01-18 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |