JPH03287915A - Setting of pile - Google Patents
Setting of pileInfo
- Publication number
- JPH03287915A JPH03287915A JP8847690A JP8847690A JPH03287915A JP H03287915 A JPH03287915 A JP H03287915A JP 8847690 A JP8847690 A JP 8847690A JP 8847690 A JP8847690 A JP 8847690A JP H03287915 A JPH03287915 A JP H03287915A
- Authority
- JP
- Japan
- Prior art keywords
- casing
- pile
- ground
- excavated soil
- auger screw
- 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
- 239000002689 soil Substances 0.000 claims abstract description 18
- 239000000463 material Substances 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 9
- 239000004568 cement Substances 0.000 abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 4
- 238000009412 basement excavation Methods 0.000 abstract description 2
- 239000003795 chemical substances by application Substances 0.000 abstract 2
- 238000010521 absorption reaction Methods 0.000 abstract 1
- 238000007596 consolidation process Methods 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 239000007787 solid Substances 0.000 description 3
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000008267 milk Substances 0.000 description 2
- 210000004080 milk Anatomy 0.000 description 2
- 235000013336 milk Nutrition 0.000 description 2
- 238000010276 construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000002440 industrial waste Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Earth Drilling (AREA)
Abstract
Description
【発明の詳細な説明】 ［産業上の利用分野］ この発明は、杭の埋設方法に関するものである。[Detailed description of the invention] [Industrial application field] The present invention relates to a pile embedding method.
従来、杭を地中に埋込むには、杭の頭部を反復打撃して
行なう方法や、地面から地中の支持層に向はオーガース
クリューを用いて掘削すると共に、支持層にオーガース
クユーの先端が到達したのち、回転を止めたオーガース
クリューを引きｔｉｋケながら削孔内の掘削土壌を排土
し、然るのち削孔内に杭を挿入して埋込む方法が採用さ
れている。Conventionally, piles are buried underground by repeatedly hitting the head of the pile, or by excavating from the ground to the underground support layer using an auger screw, and then inserting an auger screw into the support layer. After reaching the tip of the pile, the auger screw, which has stopped rotating, is pulled to remove the excavated soil from the hole, and then the pile is inserted into the hole and buried.
杭の頭部に打撃を加える方法の場合、騒音や振動がはげ
しく、市街地では殆ど施工することができない問題があ
った。In the case of the method of applying a blow to the head of the pile, there was a problem in that it produced severe noise and vibration, making it almost impossible to perform construction in urban areas.
また、オーガースクリューを用いてセメントミルクを注
入しながら掘削した削孔内に杭を挿入する方法の場合、
杭の支持力の確認ができないと共に、支持力の上限が小
さいという問題があった。In addition, in the case of a method in which a pile is inserted into a hole drilled while injecting cement milk using an auger screw,
There were problems in that the bearing capacity of the pile could not be confirmed and the upper limit of the bearing capacity was small.
さらに、削孔内に杭を挿入したとき、削孔内の掘削土壌
とセメントミルクとの混合泥水が溢流するので、泥水や
泥土の産業廃物による大きな問題が発生した。Furthermore, when the piles were inserted into the borehole, the muddy water mixed with the excavated soil and cement milk in the borehole overflowed, causing a major problem due to industrial waste in the form of muddy water and muddy soil.
そこで、この発明は騒音や振動による問題を解消すると
共に、杭の支持力を著しく増大するようにした杭の埋設
方法を提供することを目的とする。SUMMARY OF THE INVENTION An object of the present invention is therefore to provide a method for burying piles that eliminates the problems caused by noise and vibration and significantly increases the supporting capacity of the piles.
上記の目的を達成するために、この発明は外周に螺旋羽
根を有する鋼管製のケーシングと、このケーシング内に
嵌挿したオーガースクリューとをそれぞれ正転駆動しな
がら地面から地中の支持層迄掘削したのち、それぞれの
駆動を止めてオーガスクリユーを引き揚げながら前記ケ
ーシング内の掘削土壌を上記オーガースクリューの羽根
により抱きかかえて排土し、然るのち空のケーシング内
の底に水分吸収にともない固化する根固め用固結材を充
填した破れやすい性質や通水可能な性質の袋を落し込ん
だのち、上記ケーシング内に杭を挿入し、次いでケーシ
ングを逆転駆動しながら掘削土壌を降送しつつケーシン
グを撒去して杭を埋設する。In order to achieve the above object, this invention excavates from the ground to the underground support layer while driving a steel pipe casing having spiral blades on the outer periphery and an auger screw inserted into the casing in normal rotation. After that, each drive is stopped and while the auger screw is pulled up, the excavated soil in the casing is held and discharged by the blades of the auger screw, and then the soil is solidified as it absorbs moisture at the bottom of the empty casing. After dropping a brittle or water-permeable bag filled with a compacting material for root hardening, piles are inserted into the casing, and the casing is then driven in reverse to transport the excavated soil. Remove the casing and bury the piles.
〔作用］
ケーシングと、このケーシング内に嵌挿したオーガース
クリューとをそれぞれ正転駆動しながら地面から地中の
支持層迄掘削したのち、それぞれの駆動を止めてオーガ
ースクリューのみを引き上げながらケーシング内の掘削
土壌を上記オーガースクリューの羽根により抱きかかえ
て排土し、然るのち、空のケーシング内にこの固結材の
充填袋を落し込み、次いでケーシング内に吊り込んだ杭
を挿入する。[Operation] After excavating from the ground to the underground support layer while driving the casing and the auger screw inserted into the casing in the normal direction, each drive is stopped and only the auger screw is pulled up while the inside of the casing is excavated. The excavated soil is held and discharged by the blades of the auger screw, and then the filled bag of consolidation material is dropped into the empty casing, and then the suspended pile is inserted into the casing.
その後にケーシングを逆転駆動しながら上記ケーシング
を撒去すると共に、ケーシングの逆転駆動にともない螺
旋羽根により地中に掘削土壌を強制的に降送させながら
杭の周辺を圧密して、杭周辺のフリクションを増大させ
る。After that, the casing is driven in reverse to scatter the casing, and as the casing is driven in reverse, the excavated soil is forcibly brought down into the ground by a spiral blade, consolidating the area around the pile, and reducing the friction around the pile. increase.
又、杭が円筒中空の場合、杭先を閉鎖し、杭の挿入後上
記杭内に挿入したドロップハンマにより杭内の底部に打
撃を加えて支持層に杭先を到達させ、支持力を増大させ
る。In addition, if the pile is cylindrical and hollow, the pile tip is closed, and after the pile is inserted, a drop hammer inserted into the pile is used to apply a blow to the bottom of the pile to make the pile tip reach the support layer, increasing the bearing capacity. let
上記ケーシング内に落し込んだ袋は、破れやすい性質の
場合、挿入坑の衝撃により破れて露出した固結材が地中
の水分を吸収し、また通水可能な性質の場合、袋内の固
結材が地中の水分を吸収して固化にともない強力な根固
めの球根を造り、杭の支持力を増大させる。If the bag dropped into the casing is easily torn, the solidified material that ruptures and is exposed due to the impact of the insertion hole will absorb moisture from the ground, and if it is water-permeable, the solidified material inside the bag will The binding material absorbs moisture from the ground and as it hardens, it creates a strong root-hardening bulb, increasing the support capacity of the pile.
（実施例］
以下、この発明に係る実施例を添付図面に基づいて説明
する。(Example) Hereinafter, an example according to the present invention will be described based on the accompanying drawings.
まず、外周に螺旋羽根１を有する鋼管製のケーシング２
と、このケーシング２内に嵌挿したオーガースクリュー
３とをそれぞれ正転駆動しながら第２図に示すように地
面から地中の支持層迄掘削する。First, a casing 2 made of steel pipe has a spiral blade 1 on its outer periphery.
and the auger screw 3 fitted into the casing 2 are driven in normal rotation to excavate from the ground to the underground support layer as shown in FIG.
上記のケーシング２及びオーガースクリュー３は、第１
図に示すようにクローラ重機のリーダーマスト４をガイ
ドとして上下方向にスライドするスライダ５の駆動機６
に着脱自在に接続され、ケーシング２は左回転、オーガ
ースクリュー３は右回転を正転とし、任意に逆転駆動さ
せることができる。The above casing 2 and auger screw 3 are
As shown in the figure, a drive mechanism 6 for a slider 5 that slides vertically using the leader mast 4 of the crawler heavy equipment as a guide.
The casing 2 rotates counterclockwise, the auger screw 3 rotates clockwise as normal rotation, and can be driven in reverse as desired.
また、螺旋羽根１は、図示の場合ケーシング２の外周全
長に設けたが、部分的に設けてもよい。Further, although the spiral blade 1 is provided along the entire length of the outer circumference of the casing 2 in the illustrated case, it may be provided partially.
次に上記の掘削が第３図に示すように、支持層に到達し
たのち、それぞれの正転駆動を止め、次いでケーシング
２と駆動機６との接続を解除してスライダ５を上方にス
ライドさせながら第４図に示すように、オーガースクリ
ュー３を引き揚げる。Next, as shown in FIG. 3, after the above excavation reaches the support layer, each normal rotation drive is stopped, and then the connection between the casing 2 and the drive machine 6 is released, and the slider 5 is slid upward. At the same time, as shown in FIG. 4, the auger screw 3 is pulled up.
このとき、ケーシング２内の掘削土壌ａは、上記オーガ
ースクリュー３の羽根に抱きかかえられて排土される。At this time, the excavated soil a in the casing 2 is held by the blades of the auger screw 3 and discharged.
その後に空のケーシング２内にセメントなどの地中の水
分吸収にともない固化する根固め用固結材すを充填した
袋Ｂを落し込む。Thereafter, a bag B filled with a compacting material for root hardening, such as cement, which hardens as it absorbs moisture in the ground, is dropped into the empty casing 2.
上記袋Ｂには、衝撃により破れやすい性質、例えば紙な
どが用いられたり、或は通水可能な性質、例えば寒冷紗
などが用いられる。The bag B may be made of a material that is easily torn by impact, such as paper, or may be made of a material that allows water to pass through, such as cheesecloth.
然るのち、第５図に示すようにケーシング２内に吊り込
んだ既製杭Ａを挿入する。Thereafter, as shown in FIG. 5, the suspended ready-made pile A is inserted into the casing 2.
その後に駆動ＩＲ６にケーシング２の上端を接続したの
ち、上記駆動機６の運転によりケーシング２を逆回転さ
せながら上記ケーシング２を引き揚げる。After that, the upper end of the casing 2 is connected to the drive IR 6, and the casing 2 is pulled up while being reversely rotated by the operation of the drive machine 6.
このとき、地面のケーシング２周囲に排土された掘削土
壌ａは、螺旋羽根１により地中に降送され、第８図に示
すように杭Ａの周囲を圧密し、杭Ａの周辺フリクション
を顕著に発揮する。At this time, the excavated soil a excavated around the casing 2 on the ground is sent down into the ground by the spiral blade 1, compacting the area around the pile A as shown in Fig. 8, and reducing the friction around the pile A. Noticeably.
なお、降送圧密に用いる土壌は、原則として掘削土壌を
用いるが、地質によっては真砂、一般砂或いはセメント
と砂とをドライに混合したものを用いることもある。As a general rule, excavated soil is used as the soil for down-consolidation, but depending on the geology, true sand, general sand, or a dry mixture of cement and sand may be used.
また、第１２図に示すように鍔付鉄筋コンクリート製の
杭Ａを使用すると、鍔間の周辺を余すことなく圧密して
フリクション面積の増加をはかり、第１３図に示すよう
に杭先側の直径が他の部分の直径よりも大きい拡底杭Ａ
を使用すると、顕著な支持力を得ることができる。In addition, as shown in Figure 12, when using reinforced concrete piles A with flanges, the area between the flanges is completely compacted to increase the friction area, and as shown in Figure 13, the diameter of the pile tip side is Expanded pile A whose diameter is larger than the diameter of other parts
can be used to provide significant support.
さらに、抗Ａが第１１図に示す中実でない円筒中空の場
合、杭先を閉鎖する。Further, if the resistance A is a hollow cylinder that is not solid as shown in FIG. 11, the pile tip is closed.
上記の杭先閉鎖は、第９図及び第１０図に示すように杭
Ａの端面リング７に底板８の周縁部を重ね合わせると共
に、底板８の周縁部に挿通したボルト９をリング７のネ
ジ孔にネジ込んだり、又ボルト９のネジ込み後にリング
７と底板８との周縁を溶接する等の方法を採用する。To close the pile end, as shown in FIGS. 9 and 10, the peripheral edge of the bottom plate 8 is overlapped with the end ring 7 of the pile A, and the bolts 9 inserted through the peripheral edge of the bottom plate 8 are inserted into the screws of the ring 7. A method such as screwing into the hole or welding the peripheral edges of the ring 7 and the bottom plate 8 after screwing the bolt 9 is adopted.
また、底板８の下面に図示のように平面十字状等で中心
に向う程突出量の大きいＶ字状の突出板１０を設けてお
くことにより、杭先の喰い込みが容易になり、かつ垂直
にパイル杭Ａを打ち込むことができる。In addition, by providing a V-shaped protruding plate 10 in the shape of a plane cross or the like with a larger protrusion toward the center as shown in the figure on the lower surface of the bottom plate 8, it becomes easier to dig in the tip of the pile, and the vertical Pile pile A can be driven into.
上記中空の抗Ａは、第６図に示すようにケーシング２内
に挿入し、次いで中空の抗Ａ内にドロップハンマ１１を
挿入して、上記ドロップハンマ１１の上下動により底板
８に打撃を加えながら第７図に示すように支持層に杭Ａ
の杭先を到達（喰い込ませる）させて顕著な支持力を発
揮させる。The hollow resistor A is inserted into the casing 2 as shown in FIG. 6, and then the drop hammer 11 is inserted into the hollow resistor A, and the bottom plate 8 is struck by the vertical movement of the drop hammer 11. As shown in Figure 7, pile A is installed in the supporting layer.
The tip of the pile reaches (bites in) and exerts a remarkable bearing capacity.
なお、中実の杭にあっては、ケーシングの上端内に柱先
を嵌入し、そして杭を落下させると重量が大きいために
自重により支持層に杭先を到達させることができる。In addition, in the case of a solid pile, when the pillar tip is inserted into the upper end of the casing and the pile is dropped, the pile tip can reach the support layer by its own weight because of its large weight.
上記落し込んだ袋Ｂは、破れやすい性質の場合、挿入坑
Ａの衝撃や杭先により破れて露出した固結材すが地中の
水分を吸収し、また通水可能な性質の場合、袋Ｂ内の固
結材すが地中の水分を吸収して固化にともない強力な根
固めの球根を造り、杭Ａの支持力を増大させる。If the dropped bag B is easily torn, the compacted material torn and exposed by the impact of the insertion hole A or the tip of the pile will absorb moisture from the ground, and if it is water-permeable, the bag The compacting material in B absorbs moisture from the ground, and as it solidifies, it creates a strong root-hardening bulb, increasing the supporting capacity of pile A.
以上のように、この発明に係る杭の埋設方法によれば、
騒音や駆動による問題をなくすることができると共に、
ケーシング引き上げ時の土壌の降送により杭周辺を圧密
するので、杭周辺のフリクションを増大し、顕著な支持
力を発揮することができる。As described above, according to the pile burying method according to the present invention,
It is possible to eliminate problems caused by noise and drive, and
Since the area around the pile is consolidated by the soil falling when the casing is pulled up, the friction around the pile is increased and significant bearing capacity can be demonstrated.
また、杭の挿入以前にケーシング内の底に袋を落し込ん
で、上記袋から流出する或は袋内の固結材が地中の水分
を吸収して固化するにともない強力な根固め球根を造る
ので、杭先端の支持力が著しく増大する。In addition, before inserting the pile, a bag is dropped into the bottom of the casing, and as the material flows out from the bag or the solidified material in the bag absorbs moisture in the ground and solidifies, it creates a strong root-hardened bulb. Because of this, the bearing capacity of the pile tip increases significantly.
図面はこの発明に係る杭の埋設方法を示すもので、第１
図は掘削機の側面図、第２図から第８回込は杭の埋設工
程を示す縦断正面図、第９図は杭先の拡大正面図、第１
０図は同上の下面図、第１１図は中実の杭を示す縦断正
面図、第１２図は鍔付の杭を示す縦断正面図、第１３図
は拡底杭を示す縦断正面図である。
Ａ・・・・・・杭、 Ｂ・・・・・・袋、ｂ
・・・・・・固結材、 １・・・・・・螺旋羽根
、２・・・・・・ケーシング、
３・・・・・・オーガースクリュー
４・・・・・・リーダーマスト、５・・・・・・スライ
ダ、６・・・・・・駆動機、 ８・・・・・・底
板、１１・・・・・・ドロップハンマ。The drawings show the pile burying method according to the present invention, and are
The figure is a side view of the excavator, Figures 2 to 8 are vertical front views showing the pile embedding process, Figure 9 is an enlarged front view of the pile tip,
Fig. 0 is a bottom view of the same as above, Fig. 11 is a longitudinal sectional front view showing a solid pile, Fig. 12 is a longitudinal sectional front view showing a flanged pile, and Fig. 13 is a longitudinal sectional front view showing an expanded bottom pile. A...Pile, B...Bag, b
... Consolidation material, 1 ... Spiral blade, 2 ... Casing, 3 ... Auger screw 4 ... Leader mast, 5. ...Slider, 6...Driver, 8...Bottom plate, 11...Drop hammer.
Claims (1)
このケーシング内に嵌挿したオーガースクリューとをそ
れぞれ正転駆動しながら地面から地中の支持層迄掘削し
たのち、それぞれの駆動を止めてオーガースクリューを
引き揚げながら前記ケーシング内の掘削土壌を上記オー
ガースクリューの羽根により抱きかかえて排土し、然る
のち空のケーシング内の底に水分吸収にともない固化す
る根固め用固結材を充填した破れやすい性質や通水可能
な性質の袋を落し込んだのち、上記ケーシング内に杭を
挿入し、次いでケーシングを逆転駆動しながら掘削土壌
を降送しつつケーシングを撒去する杭の埋設方法。(1) A steel pipe casing with spiral blades on the outer periphery;
After excavating from the ground to the underground support layer while driving the auger screws fitted in this casing in normal rotation, each drive is stopped and the excavated soil in the casing is removed by the auger screws while pulling up the auger screws. The soil was picked up and removed by the blades of the casing, and then a brittle or water-permeable bag filled with a compacting material for root hardening, which solidified as it absorbed moisture, was dropped into the bottom of the empty casing. Thereafter, the pile is inserted into the casing, and then the casing is driven in reverse while the excavated soil is brought down and the casing is scattered.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP8847690A JPH03287915A (en) | 1990-04-03 | 1990-04-03 | Setting of pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP8847690A JPH03287915A (en) | 1990-04-03 | 1990-04-03 | Setting of pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH03287915A true JPH03287915A (en) | 1991-12-18 |
Family
ID=13943833
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP8847690A Pending JPH03287915A (en) | 1990-04-03 | 1990-04-03 | Setting of pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH03287915A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006291455A (en) * | 2005-04-05 | 2006-10-26 | Seiji Matsushita | Construction method of foundation pile |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51122904A (en) * | 1975-04-19 | 1976-10-27 | Suenaga Kougiyou Kk | Noiseless and vibrationnfree method of embedding premoulded piles |
| JPS5342964A (en) * | 1976-09-25 | 1978-04-18 | Moon Star Chemical Corp | Sewing machine |
-
1990
- 1990-04-03 JP JP8847690A patent/JPH03287915A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51122904A (en) * | 1975-04-19 | 1976-10-27 | Suenaga Kougiyou Kk | Noiseless and vibrationnfree method of embedding premoulded piles |
| JPS5342964A (en) * | 1976-09-25 | 1978-04-18 | Moon Star Chemical Corp | Sewing machine |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006291455A (en) * | 2005-04-05 | 2006-10-26 | Seiji Matsushita | Construction method of foundation pile |
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