JPH03253610A - Execution of buried pile - Google Patents
Execution of buried pileInfo
- Publication number
- JPH03253610A JPH03253610A JP4951990A JP4951990A JPH03253610A JP H03253610 A JPH03253610 A JP H03253610A JP 4951990 A JP4951990 A JP 4951990A JP 4951990 A JP4951990 A JP 4951990A JP H03253610 A JPH03253610 A JP H03253610A
- Authority
- JP
- Japan
- Prior art keywords
- parts
- weight
- drilling
- excavation
- pile
- 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
- 238000005553 drilling Methods 0.000 claims abstract description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 30
- 229920002134 Carboxymethyl cellulose Polymers 0.000 claims abstract description 15
- 235000010948 carboxy methyl cellulose Nutrition 0.000 claims abstract description 15
- 239000002245 particle Substances 0.000 claims abstract description 15
- 239000002689 soil Substances 0.000 claims abstract description 15
- 239000000440 bentonite Substances 0.000 claims abstract description 14
- 229910000278 bentonite Inorganic materials 0.000 claims abstract description 14
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims abstract description 14
- 239000001768 carboxy methyl cellulose Substances 0.000 claims abstract description 13
- 239000008112 carboxymethyl-cellulose Substances 0.000 claims abstract description 13
- 239000012530 fluid Substances 0.000 claims description 25
- 238000003756 stirring Methods 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 4
- 239000007788 liquid Substances 0.000 abstract description 22
- 238000007599 discharging Methods 0.000 abstract description 5
- 238000009412 basement excavation Methods 0.000 description 29
- 239000010410 layer Substances 0.000 description 11
- 238000010276 construction Methods 0.000 description 6
- 239000004576 sand Substances 0.000 description 6
- 239000004568 cement Substances 0.000 description 4
- 239000013505 freshwater Substances 0.000 description 4
- 238000009933 burial Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000000630 rising effect Effects 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000012792 core layer Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- JTJMJGYZQZDUJJ-UHFFFAOYSA-N phencyclidine Chemical class C1CCCCN1C1(C=2C=CC=CC=2)CCCCC1 JTJMJGYZQZDUJJ-UHFFFAOYSA-N 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
Landscapes
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Curing Cements, Concrete, And Artificial Stone (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、先に地盤を掘削した掘削孔に既製杭を埋設す
る工法に関し、特に地盤が粗い砂や砂礫を含む場合にも
既製杭が高止まりすることがない施工方法に関する。[Detailed Description of the Invention] [Field of Industrial Application] The present invention relates to a method of burying ready-made piles in a hole that has previously been excavated in the ground. Concerning a construction method that does not remain at a high level.
従来、埋込杭の施工方法で掘削地盤に砂礫層等が存在す
る場合は、スパイラルオーガーで掘削した後、注入ポン
プを使用しながら掘削補助手段として用いる先端ビット
のノズルから清水１００重量部に対して８重量部程度の
セメントと５重量部程度のベントナイトと０．０４Ｍ量
部程度のカルボキシメチルセルローズの混合掘削液を噴
出させて掘削孔を形威し、その後この掘削孔に既製杭を
埋設している。Conventionally, when using the buried pile construction method, if there is a gravel layer in the excavated ground, after excavating with a spiral auger, 100 parts by weight of fresh water is added from the nozzle of the tip bit used as an excavation aid while using an injection pump. A drilling fluid mixture of about 8 parts by weight of cement, about 5 parts by weight of bentonite, and about 0.04 parts by weight of carboxymethyl cellulose was jetted out to shape the excavated hole, and then ready-made piles were buried in this excavated hole. ing.
しかし、上記の従来技術では、清水に加えるベントナイ
ト・ＣＭＣ・セメント等の量を多くすると掘削液の粘度
が高くなり過ぎ、ノズルからの吐出が困難になる。それ
故、上記した配合量の混合掘削液を使用する補助掘削を
掘削孔内で５往復以上繰り返しているが、それでも既製
杭が高止まりする場合が多発し、無理に既製杭を押し込
む結果、既製杭が破損する等の問題が生じていた。However, in the above-mentioned conventional technology, if the amount of bentonite, CMC, cement, etc. added to fresh water is increased, the viscosity of the drilling fluid becomes too high, making it difficult to discharge it from the nozzle. Therefore, although auxiliary excavation using the mixed drilling fluid with the above-mentioned amount was repeated in the borehole more than 5 times, there were still many cases where the ready-made piles remained high, and as a result of forcing the ready-made piles, Problems such as pile damage occurred.
また、従来の混合掘削液は、清水を使用しており、掘削
孔から出てくる泥水は全て廃棄処理しなければならない
。その結果、廃棄処理するための費用を要し、また施工
現場が汚れ易く作業環境も悪くなるという問題点も生じ
ていた。In addition, conventional mixed drilling fluid uses fresh water, and all muddy water that comes out of the drilling hole must be disposed of. As a result, there have been problems in that disposal costs are required, and the construction site tends to become dirty, resulting in a poor working environment.
本発明は掘削孔から出てくる泥水を利用して、既製杭が
高止まりすることがなく、既製杭を所定の深さに埋設す
ることができる施工方法を提供しようとするものである
。The present invention aims to provide a construction method that makes it possible to bury ready-made piles at a predetermined depth by using muddy water coming out of an excavation hole without causing the ready-made piles to remain high.
本発明は、水１００重量部と０．０７４ｍｍ以下の土粒
子を１５〜８０重量部含有する循環泥水１００重量部に
ベントナイト５〜１０重量部とカルボキシメチルセルロ
ーズ０．１〜０．４重量部を混合撹拌した掘削液を先端
ビットに設けたノズルより吐き出させながら地盤を撹拌
掘削して掘削孔を設けた後、該掘削孔に既製杭を埋設す
ることを特徴とする埋込杭の施工方法である。In the present invention, 5 to 10 parts by weight of bentonite and 0.1 to 0.4 parts by weight of carboxymethyl cellulose are added to 100 parts by weight of circulating mud water containing 100 parts by weight of water and 15 to 80 parts by weight of soil particles of 0.074 mm or less. A method for constructing embedded piles, which comprises: agitating and excavating the ground while discharging a mixed and agitated drilling fluid from a nozzle provided on a tip bit to form an excavated hole, and then burying a ready-made pile in the excavated hole. be.
本発明において循環泥水とは、掘削孔から出て来る泥水
のことであり、循環させて使用することとなるので循環
泥水という。また、この循環泥水は泥水であるので、必
ず０．０７４＋ｍ＋以下の土粒子と０．０７４ｍ以上の
土粒子を含むが、本発明では０．０７４閣以下の土粒子
の含有量を１５〜８０′Ｍ量部とする必要がある。この
含有量が１５重量部未満では時間経過後も掘削液の粘度
が適度に上がらず、本発明の所期の目的が達成できなく
、また、８０重量部以上では粘度が上がり過ぎノズルか
らの吐出が困難になる。同様に、ベントナイトの含有量
を５重量部以下にしたり、カルボキシメチルセルローズ
を０．１重量部以下にすると掘削液の粘度が適度に上が
らず、本発明の所期の目的が達成できない。逆にベント
ナイトの含有量を１０重量部以上にしたり、カルボキシ
メチルセルローズを０．４重量部以上にすると粘度が上
がり過ぎノズルからの吐出が困難になる。In the present invention, circulating mud water refers to mud water that comes out of an excavation hole, and is called circulating mud water because it is used by circulating it. In addition, since this circulating mud water is muddy water, it always contains soil particles of 0.074+m+ or less and soil particles of 0.074m or more, but in the present invention, the content of soil particles of 0.074+m or less is 15 to 80'. It needs to be M parts. If this content is less than 15 parts by weight, the viscosity of the drilling fluid will not rise appropriately even after time has passed, making it impossible to achieve the intended purpose of the present invention, and if it is more than 80 parts by weight, the viscosity will increase too much and the fluid will not be discharged from the nozzle. becomes difficult. Similarly, if the content of bentonite is less than 5 parts by weight or the content of carboxymethyl cellulose is less than 0.1 part by weight, the viscosity of the drilling fluid will not increase appropriately and the intended purpose of the present invention will not be achieved. On the other hand, if the bentonite content is 10 parts by weight or more, or if the carboxymethyl cellulose content is 0.4 parts by weight or more, the viscosity increases too much and it becomes difficult to discharge from the nozzle.
なお、本発明の特に好ましい施工方法は、地盤の掘削途
中において粗い砂や砂礫を含む掘削地盤になってから本
発明の方法を通用することである。A particularly preferred construction method of the present invention is to apply the method of the present invention after the excavated ground contains coarse sand or gravel during excavation of the ground.
また、掘削液をノズルから吐き出させながら地盤を掘削
するときの掘削作業時間（掘削開始時間から終了するま
での時間）を掘削液を混合作成してから１バッチ単位で
２０分以内に設定することが大事である。なぜなら時間
が経過すると掘削液の粘度が高くなり過ぎノズルからの
吐出が困難になる。逆に杭の埋設開始時間は掘削液の混
合作成してから２０分〜３０分以降にすることが大事で
ある。もし杭の埋設開始時間を早くして埋設完了時間が
掘削液の混合作成してから２０分以内にすると高止まり
の危険が発生するので避けるべきである。In addition, when excavating the ground while discharging the drilling fluid from the nozzle, the excavation work time (time from the start time to the end of excavation) must be set within 20 minutes for each batch after mixing the drilling fluid. is important. This is because, as time passes, the viscosity of the drilling fluid becomes too high and it becomes difficult to discharge it from the nozzle. Conversely, it is important to start burying the piles 20 to 30 minutes after mixing the drilling fluid. If the pile burying start time is early and the burying completion time is within 20 minutes after mixing the drilling fluid, there is a risk of high stagnation and should be avoided.
はしめに、循環泥水はマッドスクリーンとサイクロンを
使用して０．０７４＋ｍ＋＋以上の土粒子の量を調節し
て循環泥水とし、ベントナイト（クニゲル工業社製、商
品名；クニゲル■１）、カルボキシメチルセルローズ（
チルナイト社製、水溶性ＣＭＣである商品名；テルセロ
ーズＴＥ−ＤＥＰ）及びセメント（通常のポルトランド
セメント）を用い、Ａ液（○印）として０．０７４閣以
下の土粒子を２５重量部含有する循環泥水１００重量部
に、ベントナイト５重量部とカルボキシメチルセルロー
ズ０．３Ｉ量部を、Ｂ液（◎印）として０．０７４ｍ１
１＋以下の土粒子を２５重量部含有する循環泥水１００
重量部にベントナイト７重量部とカルボキシメチルセル
ロズ０．２重量部を混合撹拌し、本発明に使用する掘削
液を作威した。Finally, the circulating mud water is made into circulating mud water by adjusting the amount of soil particles of 0.074+m++ or more using a mud screen and a cyclone, and is made into circulating mud water by using mud screens and cyclones.
Circulation using water-soluble CMC manufactured by Chill Night Co., Ltd. (trade name: Tercerose TE-DEP) and cement (ordinary Portland cement), containing 25 parts by weight of soil particles of 0.074 K or less as liquid A (marked with ○). Add 5 parts by weight of bentonite and 0.3 parts by weight of carboxymethyl cellulose to 100 parts by weight of muddy water, and add 0.074 m1 as liquid B (marked with ◎).
Circulating mud water 100 containing 25 parts by weight of soil particles of 1+ or less
7 parts by weight of bentonite and 0.2 parts by weight of carboxymethyl cellulose were mixed and stirred to prepare a drilling fluid for use in the present invention.
また、Ｃ液（△印）として０．０７４ａ以下の土粒子を
２５重量％含有する循環泥水１００３Ｉ量部に、ベント
ナイト１１重量部及びカルボキシメチルセルローズ０．
６重量部を、Ｄ液（ム印）として０．０７４ｍｍ以下の
土粒子を１０重量部含有する循環泥水１００重量部に、
ベントナイト４重量部を混合撹拌して掘削液を作威し、
Ｅ液（×印）として清水１００重量部にセメント８重量
部、ベントナイト５重量部およびカルボキシメチルセル
ローズ０．０４重量部を混合撹拌して作成した。In addition, as liquid C (△ mark), 1003 parts of circulating mud water containing 25% by weight of soil particles of 0.074a or less, 11 parts by weight of bentonite and 0.0 parts by weight of carboxymethyl cellulose.
6 parts by weight of liquid D (Mu mark) to 100 parts by weight of circulating muddy water containing 10 parts by weight of soil particles of 0.074 mm or less,
Mix and stir 4 parts by weight of bentonite to create a drilling fluid,
Liquid E (x mark) was prepared by mixing and stirring 8 parts by weight of cement, 5 parts by weight of bentonite, and 0.04 parts by weight of carboxymethyl cellulose in 100 parts by weight of fresh water.
この５種類の掘削液の時間経過における粘度変化を第１
図に示す。第１図から分かるように、掘削液Ａ液（○印
）とＢ液（◎印）は混合作成終了から２０分まではファ
ンネル粘性が１００秒以下で、ノズルからの吐出が可能
な粘度であり、３０分以降はファンネル粘性が２００秒
以上で、粗砂や砂礫の粒子を浮かすことができる粘度で
ある。The viscosity changes over time of these five types of drilling fluids are
As shown in the figure. As can be seen from Figure 1, the funnel viscosity of drilling fluid A (marked with ○) and fluid B (marked with ◎) is 100 seconds or less until 20 minutes after the completion of mixing, and the viscosity is such that it can be discharged from the nozzle. After 30 minutes, the funnel viscosity is 200 seconds or more, which is a viscosity that can float particles of coarse sand and gravel.
しかしベントナイトやカルボキシメチルセルローズが多
すぎるＣ液（△印）では混合作成終了直後からファンネ
ル粘性が２００秒以上で、ノズルからの吐出が不可能な
粘度である。また、カルボキシメチルセルローズを含ま
ないＤ液（ム印）とＥ液（×印）はノズルからの吐出が
可能な粘度であるが、ファンネル粘性が１００秒以下で
あり、粗砂や砂礫の粒子を浮かすことが出来ない粘度で
ある。However, in the case of liquid C (marked with △) which contains too much bentonite or carboxymethyl cellulose, the funnel viscosity is 200 seconds or more immediately after the completion of mixing, which is a viscosity that makes it impossible to discharge from the nozzle. In addition, liquid D (marked with a square) and liquid E (marked with an x), which do not contain carboxymethyl cellulose, have a viscosity that allows them to be discharged from a nozzle, but their funnel viscosity is 100 seconds or less, and they do not contain particles of coarse sand or gravel. The viscosity is such that it cannot be floated.
この中のＡ液（○印）とＢ液（◎印）を第２図に示す土
質柱状図の地盤、即ち、粗砂が存在する第二掘削層（Ｃ
； Ｌ−１１，８ｍからＧ Ｌ−１２，８ｍまで）にＢ
液（◎印）を、そして砂礫が存在するＧＬ−１４，８ｍ
に最終深度を設定して第三掘削層（ＧＬ１２．８ｍから
Ｇ Ｌ−１４，８ｍまで）とし、核層にはＡ液（○印）
を用いた。尚、粘土が存在する第−掘削層（ＧＬ±Ｏｍ
からＧ Ｌ−１１，８ｍまで）は循環泥水のみを用いた
。Among these, liquid A (marked with ○) and liquid B (marked with ◎) are applied to the ground of the soil column diagram shown in Figure 2, that is, the second excavation layer (C) where coarse sand exists.
; L-11,8m to G L-12,8m) to B
GL-14,8m where there is liquid (marked with ◎) and sand and gravel.
The final depth was set as the third excavation layer (from GL12.8m to GL-14.8m), and liquid A (marked with ○) was added to the core layer.
was used. In addition, the first excavation layer (GL±Om) where clay exists
to GL-11,8m), only circulating mud water was used.
掘削に用いた先端ビット１は第３図及び第４図に示すよ
うに、撹拌羽根４とともに２５動の低圧ノズル２と４ｍ
の高圧ノズル３が設けてあり、低圧ポンプと高圧ポンプ
にてそれぞれのノズルより掘削液を吐き出すものである
。そして、掘削は、該先端ビット１を用い、第−掘削層
は循環泥水を低圧ノズル２より１５０７！／分、高圧ノ
ズル３より５０１／分吐出させながら、回転数４Ｏｒｐ
ｍ、掘進速度を２ｍ／分に設定して掘進した。尚、掘進
中に掘削孔内６より湧出する泥水７は泥水ポンプ５にて
マッドスクリーンとサイクロンに送り循環泥水として利
用した。As shown in Figs. 3 and 4, the tip bit 1 used for excavation has a stirring blade 4 and a 25-motion low-pressure nozzle 2 and a 4 m
A high-pressure nozzle 3 is provided, and drilling fluid is discharged from each nozzle using a low-pressure pump and a high-pressure pump. Then, the tip bit 1 is used for excavation, and the circulating mud is pumped through the low-pressure nozzle 2 to the first excavation layer. /min, while discharging 501/min from high pressure nozzle 3, rotation speed 4 Orp.
m, and the excavation speed was set to 2 m/min. Note that muddy water 7 gushing out from inside the borehole 6 during excavation was sent to a mud screen and a cyclone by a muddy water pump 5 and used as circulating muddy water.
第二掘削層はＢ液（◎印）を低圧ノズル２より１８０１
／分、高圧ノズル３より８０１！／分吐出させながら、
回転数を３０ｒｐＨ、掘進速度を１ｍ／分に設定して掘
進した。尚、ここで用いたＡ液（○印）は掘削液を混合
作成してから５分以内に使用した。In the second excavation layer, liquid B (marked with ◎) is supplied from low pressure nozzle 2 at 1801
/min, 801 from high pressure nozzle 3! / minute while dispensing
The excavation was carried out with the rotational speed set to 30 rpm and the excavation speed set to 1 m/min. Note that the liquid A (marked with ◯) used here was used within 5 minutes after mixing and preparing the drilling fluid.
第三掘削層はＡ液（○印）を低圧ノズル２より１８０７
！／分、高圧ノズル３より８０１／分吐出させながら、
回転数を３Ｏｒｐｍ、掘進速度を０．５ｍ／分に設定し
て掘進した。その直後上昇速度２ｍ／分にてＧ Ｌ −
１２，８ｍまで上昇し、再度、第三掘削層を同条件で掘
削を行い掘削を終了した。尚、ここで用いたＡ液（○印
）の掘削液もバッチ数を増やすことによって混合作成し
てから５分以内に使用した。For the third excavation layer, liquid A (marked with ○) was applied from low pressure nozzle 2 at 1807
! /min, while discharging 801/min from high pressure nozzle 3,
The excavation was carried out with the rotation speed set to 3 Orpm and the excavation speed set to 0.5 m/min. Immediately after that, G L − at a rising speed of 2 m/min.
After rising to 12.8 m, the third excavation layer was excavated again under the same conditions, and the excavation was completed. Incidentally, the drilling liquid A liquid (marked with ◯) used here was also used within 5 minutes after being mixed and prepared by increasing the number of batches.
終了後は回転数を３Ｏｒｐｍに設定して掘削ロッド８と
先端ビット１を回収した。尚、掘進中の状態を第５図に
示した。After finishing, the rotation speed was set to 3 rpm and the drilling rod 8 and tip bit 1 were collected. The condition during excavation is shown in Figure 5.
その後、外径３５０ｍｍ、長さ３ｍのコンクリート既製
杭９を用い随時接続しながら埋設を開始した。埋設中の
状態を第６図に示す。尚、第二掘削層への埋設開始時間
は最終掘削液を混合作成してから２０分経過した後であ
った。また埋設中に既製杭９に与えた押し込み力は３を
以下であり、無理なく所定の深さ（Ｇ Ｌ−１４，８ｍ
）まで高止まりすることなく埋設することができた。Thereafter, burying was started using ready-made concrete piles 9 with an outer diameter of 350 mm and a length of 3 m, connecting them as needed. Figure 6 shows the state during burial. The burial in the second excavation layer was started 20 minutes after the final drilling fluid was mixed and prepared. In addition, the pushing force applied to the ready-made pile 9 during burying was less than 3, and it was possible to reach the specified depth (G L-14, 8 m) without difficulty.
) without remaining too high.
この結果は、第二掘削層のＢ液（◎印）と第三掘削層の
Ａ液（Ｏ印）が粗砂や砂礫の粒子を浮かし、流動化させ
て既製杭９が入りやすいような地盤に威しえたからであ
る。This result shows that liquid B (marked with ◎) in the second excavation layer and liquid A (marked with O) in the third excavation layer float particles of coarse sand and gravel, fluidize them, and create a ground in which ready-made piles 9 can easily be inserted. This is because it was able to intimidate the people.
本発明は循環泥水を利用するので泥水の廃棄処理費が軽
減され、経済性が向上し、同時に施工現場の汚れも少な
くなり作業環境が良くなる。Since the present invention utilizes circulating mud water, the cost of disposing of mud water is reduced, economical efficiency is improved, and at the same time, there is less dirt on the construction site, resulting in a better working environment.
また、掘削液の粘度の経時変化の利用、即ち掘削時の低
粘度によりノズルからの吐出を可能にするとともに既製
杭埋設時の高粘度により地盤が流動化し、その結果高止
まりすることなく容易に既製杭を所定の深さに埋設する
ことができる。In addition, the use of changes in the viscosity of the drilling fluid over time, that is, the low viscosity during excavation makes it possible to discharge from the nozzle, and the high viscosity when burying ready-made piles makes the ground fluid, and as a result, it can be easily discharged without remaining at a high level. Ready-made piles can be buried at a predetermined depth.
第１図は５種類の掘削液の作成後からの時間経過におけ
る粘度変化を示すグラフ、第２図は本発明を実施した現
場の地盤の土質柱状図、第３図は、掘削時に用いた先端
ビットの正面図、第４図は第３図に示す先端ビットの縦
断面図である。第５図は本発明を実施している掘進中の
状態を示す断面図、第６図は既製杭を埋設する状態を示
す断面図である。
１−・−先端ビット
低圧ノズル
高圧ノズル
・・・撹拌羽根
−泥水ポンプ
・・・掘削孔
・−泥水
一・掘削ロッド
・・・・既製杭Figure 1 is a graph showing changes in viscosity over time after the preparation of five types of drilling fluids, Figure 2 is a soil column diagram of the ground at the site where the present invention was implemented, and Figure 3 is the tip used during excavation. 4 is a front view of the bit, and FIG. 4 is a longitudinal sectional view of the tip bit shown in FIG. 3. FIG. 5 is a sectional view showing a state in which the present invention is being excavated, and FIG. 6 is a sectional view showing a state in which ready-made piles are being buried. 1 - Tip bit Low pressure nozzle High pressure nozzle... Stirring blade - Mud water pump... Drilling hole - Mud water 1 - Drilling rod... Ready-made pile
Claims (1)
５〜８０重量部含有する循環泥水１００重量部に、ベン
トナイト５〜１０重量部とカルボキシメチルセルローズ
０．１〜０．４重量部を混合撹拌した掘削液を先端ビッ
トに設けたノズルより吐き出させながら地盤を撹拌掘削
して掘削孔を設けた後、該掘削孔に既製杭を埋設するこ
とを特徴とする埋込杭の施工方法。1. 100 parts by weight of water and 1 part of soil particles of 0.074 mm or less
Drilling fluid prepared by mixing and stirring 5 to 10 parts by weight of bentonite and 0.1 to 0.4 parts by weight of carboxymethyl cellulose to 100 parts by weight of circulating mud water containing 5 to 80 parts by weight is discharged from a nozzle provided at the tip of the bit. 1. A method for constructing an embedded pile, which comprises: agitating and excavating the ground to form a borehole; and then burying a ready-made pile in the borehole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4951990A JPH03253610A (en) | 1990-03-02 | 1990-03-02 | Execution of buried pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4951990A JPH03253610A (en) | 1990-03-02 | 1990-03-02 | Execution of buried pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH03253610A true JPH03253610A (en) | 1991-11-12 |
Family
ID=12833387
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4951990A Pending JPH03253610A (en) | 1990-03-02 | 1990-03-02 | Execution of buried pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH03253610A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2019210721A (en) * | 2018-06-06 | 2019-12-12 | 花王株式会社 | Excavation method and excavation stabilizing liquid |
-
1990
- 1990-03-02 JP JP4951990A patent/JPH03253610A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2019210721A (en) * | 2018-06-06 | 2019-12-12 | 花王株式会社 | Excavation method and excavation stabilizing liquid |
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